=LDR  02568nab a2200601 i 4500
=001  GTJ10831J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10831J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10831J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN693.I7
=082  04$a631.4/4/0971$223
=100  1\$aYong, RN.,$eauthor.
=245  10$aSoil Remolding and Sensitivity Measurements /$cRN. Yong, KY. Tang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThis study examines the problem of measurement of soil sensitivity and the significance of soil remolding effects on the "remolded" strength of soil. A simple shear device has been adapted to provide a means for both soil remolding and continuous measurement of shear stress and strain using cyclic stress reversals. Computations can be made to relate soil remolding and input energy for correlation with measured remolded soil strength using the simple shear device.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic simple shear.
=650  \0$aEnergy.
=650  \0$aRemolded soil samples.
=650  \0$aSensitivity.
=650  \0$aSoils.
=650  \0$aStress reversal.
=650  \0$aStress-strain curves.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aSoil Remolding.
=650  14$aSensitivity.
=650  24$aRemolded soil samples.
=650  24$aEnergy.
=650  24$aStress-strain curves.
=650  24$aCyclic simple shear.
=650  24$aStress reversal.
=650  24$aSoils.
=700  1\$aTang, KY.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10831J.htm

=LDR  02819nab a2200553 i 4500
=001  GTJ10835J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10835J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10835J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN693.I7
=082  04$a669/.96142$223
=100  1\$aRoy, SK.,$eauthor.
=245  10$aMeasurement of Underground Corrosion of Steel /$cSK. Roy, SD. Ramaswamy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aUnderground corrosion of steel was studied from a measurement of the soil resistance and the degree of soil depolarization. This technique is capable of giving an instantaneous corrosion rate of steel in soil. A cell consisting of magnesium and steel as electrodes with the soil in between them was used as a probe. The current passing between the electrodes is chiefly controlled by the degree of soil depolarization. A resistance bridge operating on an alternating current determines the pure resistance between the electrodes. Various soils were studied with the instrument. Organic soils were found to be highly corrosive (corrosion rate of as high as 0.096 mm/year). Since the corrosion rate varies considerably for different types of soils, the soil resistance and degree of depolarization measurements could be useful in soil profiling.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCorrosion rate.
=650  \0$aCorrosion.
=650  \0$aOrganic soils.
=650  \0$aSteels.
=650  \0$aUnderground corrosion.
=650  \0$aSteel.
=650  \0$aSteel$xMetallography.
=650  \0$aSteel$xMetallurgy.
=650  14$aUnderground corrosion.
=650  24$aSteels.
=650  24$aOrganic soils.
=650  24$aCorrosion.
=650  24$aCorrosion rate.
=700  1\$aRamaswamy, SD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10835J.htm

=LDR  02909nab a2200685 i 4500
=001  GTJ10833J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10833J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10833J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aMcManis, KL.,$eauthor.
=245  10$aInterpreting the Physical Properties of a Clay Using Microanalysis Techniques /$cKL. McManis, RE. Ferrell, A. Arman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aA microanalysis with the scanning electron microscope and energy dispersive X-ray microprobe (SEM-EDS) is used to explain the apparent brittle failure and sensitivity of a clay soil. The electron micrographs produced show concentrations of pyrite crystals interrupting the parallel bedding of the clay particles. These fabric modifiers significantly influence the failure mechanisms of the soil. The SEM-EDS microanalysis provides details of the fabric configuration and distribution of chemical species and their association with the soil fabric.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCementation.
=650  \0$aDeformation modulus.
=650  \0$aDisturbance.
=650  \0$aElement distribution.
=650  \0$aFabric modifiers.
=650  \0$aMicroanalysis.
=650  \0$aSensitivity.
=650  \0$aSoil microstructure.
=650  \0$aStrain.
=650  \0$aStrength.
=650  \0$aStress.
=650  \0$aClay$xHistory.
=650  14$aStress.
=650  24$aStrain.
=650  24$aSensitivity.
=650  24$aDeformation modulus.
=650  24$aMicroanalysis.
=650  24$aDisturbance.
=650  24$aFabric modifiers.
=650  24$aSoil microstructure.
=650  24$aStrength.
=650  24$aElement distribution.
=650  24$aCementation.
=700  1\$aFerrell, RE.,$eauthor.
=700  1\$aArman, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10833J.htm

=LDR  02605nab a2200577 i 4500
=001  GTJ10834J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10834J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10834J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aChaney, RC.,$eauthor.
=245  10$aSuggested Test Method for Determination of the Soluble Salt Content of Soils by Refractometer /$cRC. Chaney, SM. Slonim, SS. Slonim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aA method suitable for laboratory or field application is proposed to extract pore water from a soil and determine its salinity. The pore water is extracted from the soil using a soil press originally developed by Kriukov and Komarova. Once the pore water has been extracted its salinity is determined using a hand-held refractometer with either a parts per thousand (ppt) or refreaction index scale. Using this method it is possible to measure salinity to an accuracy of ±1 ppt. Notes on sample storage and handling are included.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemical analysis.
=650  \0$aPore water.
=650  \0$aRefractometer.
=650  \0$aSample storage.
=650  \0$aSoils.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$asalinity.
=650  14$aSoils.
=650  24$aSalinity.
=650  24$aChemical analysis.
=650  24$aPore water.
=650  24$aRefractometer.
=650  24$aSample storage.
=700  1\$aSlonim, SM.,$eauthor.
=700  1\$aSlonim, SS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10834J.htm

=LDR  02989nab a2200673 i 4500
=001  GTJ10832J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10832J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10832J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aDaniel, DE.,$eauthor.
=245  10$aPermeability Test for Unsaturated Soil /$cDE. Daniel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA method has been developed for measuring the hydraulic conductivity of unsaturated soil using the instantaneous profile method and a combination of thermocouple psychrometers and tensiometers. Soil samples are first compacted or trimmed into tubes. The tubes are instrumented with psychrometers, and the soil is slowly moistened from one end. When the unsaturated soil becomes too moist for psychrometers to function properly, the psychrometers are removed and tensiometers are inserted. Equipment, procedures, and results for two soils are described. The method has broad range and good versatility, but testing times are long and equipment costs are significant.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary conductivity.
=650  \0$aClays.
=650  \0$aDegree of saturation.
=650  \0$aInstaneous profile method.
=650  \0$aPercent saturation.
=650  \0$aSoils.
=650  \0$aSuction.
=650  \0$aTensiometers.
=650  \0$aThermocouple psychrometers.
=650  \0$apermeability.
=650  \0$aUnsaturated Soil.
=650  \0$ahydraulic conductivity.
=650  14$aPermeability.
=650  24$aHydraulic conductivity.
=650  24$aTensiometers.
=650  24$aSoils.
=650  24$aClays.
=650  24$aCapillary conductivity.
=650  24$aInstaneous profile method.
=650  24$aThermocouple psychrometers.
=650  24$aUnsaturated soil.
=650  24$aDegree of saturation.
=650  24$aPercent saturation.
=650  24$aSuction.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10832J.htm

=LDR  02924nab a2200721 i 4500
=001  GTJ10830J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10830J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10830J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aDusseault, MB.,$eauthor.
=245  10$aRapid Index Tests for Transitional Materials /$cMB. Dusseault, P. Cimolini, H. Soderberg, DW. Scafe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aTwo rapid semiquantitative repeatable index tests are presented. The static swell/slake test and the dynamic dispersion test have been designed to classify intact transitional materials (mudstones, silts, clay shales, and compaction shales) with respect to their swelling and slaking behavior. Tests may be performed over a wide range of conditions by varying saturating fluid salinities to evaluate sensitivity of the intact materials to water.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay shales.
=650  \0$aClaystones.
=650  \0$aCompaction shales.
=650  \0$aDynamic dispersion.
=650  \0$aExpansion.
=650  \0$aIndex tests.
=650  \0$aMudstones.
=650  \0$aOverconsolidated clays.
=650  \0$aSlaking.
=650  \0$aSmectitic clays.
=650  \0$aSwell/slake test.
=650  \0$aTransitional materials.
=650  \0$aClay$xHistory.
=650  14$aExpansion.
=650  24$aSlaking.
=650  24$aIndex tests.
=650  24$aSwell/slake test.
=650  24$aDynamic dispersion.
=650  24$aTransitional materials.
=650  24$aClaystones.
=650  24$aMudstones.
=650  24$aSmectitic clays.
=650  24$aClay shales.
=650  24$aCompaction shales.
=650  24$aOverconsolidated clays.
=700  1\$aCimolini, P.,$eauthor.
=700  1\$aSoderberg, H.,$eauthor.
=700  1\$aScafe, DW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10830J.htm

=LDR  03678nab a2200625 i 4500
=001  GTJ10829J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10829J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10829J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTS1300
=082  04$a677$223
=100  1\$aGerry, BS.,$eauthor.
=245  10$aEquivalent Opening Size of Geotextiles /$cBS. Gerry, GP. Raymond.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA rapid increase in the use of geotextiles in civil engineering has highlighted the necessity to identify the geotextile's properties associated with different applications. One property of importance in filtration and separation is the nominal equivalent opening size (EOS). The EOS is generally defined as equivalent to the smallest spherical particles of which 5% by weight fails to pass through the geotextile after 20 min or other specified times of sieving. Unfortunately, data show that for thick nonwoven geotextiles in particular and to a lesser extent for other geotextiles experimental variations can be substantial unless careful procedural techniques are followed including correct positioning of specimen, suspension of specimen, rigorous production and maintenance of silica sand fractions, and minimizing of humidity effects. In certain applications, one of which is presented in some detail, the use of a 95% retention definition is shown to be a more useful practical definition and even this may be less than in situ performance EOS values (that is, the particle sizes retained in situ by the geotextile). In such cases a clear understanding of geotextile behavior and a reporting of test results over a complete testing range of 95% particle retention to 95% particle passing may be of considerable value in the proper selection of a geotextile. Field performance data are presented on the importance of EOS to railway track rehabilitation where lower than normal manufactured values of EOS are considered preferable.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEquivalent opening size.
=650  \0$aFabric.
=650  \0$aFilter tests.
=650  \0$aGeotextile.
=650  \0$aSeparation.
=650  \0$aSieve analysis.
=650  \0$aSoil mechanics.
=650  \0$aSynthetics.
=650  \0$aGeotextiles.
=650  \0$aTextile fabrics.
=650  \0$aFibres textiles.
=650  14$aSieve analysis.
=650  24$aSoil mechanics.
=650  24$aFilter tests.
=650  24$aGeotextile.
=650  24$aEquivalent opening size.
=650  24$aSeparation.
=650  24$aFabric.
=650  24$aSynthetics.
=700  1\$aRaymond, GP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10829J.htm

=LDR  02442nab a2200553 i 4500
=001  GTJ10660J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10660J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10660J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aBudhu, M.,$eauthor.
=245  12$aA New Simple Shear Apparatus /$cM. Budhu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aA new simple shear device capable of measuring a complete set of stresses during simple shear deformation is described. This simple shear device tests a cuboidal specimen whose lateral sides are surrounded by a rubber membrane reinforced by a stack of Teflon® coated aluminum plates. One of the aluminum plates is used as a transducer to determine the lateral stresses on planes normal and parallel to the direction of shearing. A load cell located around the middle of the top boundary provides data to deduce the normal and shear stresses as well as the pore-water pressures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus.
=650  \0$aSands.
=650  \0$aSimple shear.
=650  \0$aStrains.
=650  \0$aStresses.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aclays.
=650  14$aApparatus.
=650  24$aClays.
=650  24$aSands.
=650  24$aSimple shear.
=650  24$aStrains.
=650  24$aStresses.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10660J.htm

=LDR  02719nab a2200625 i 4500
=001  GTJ10654J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10654J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10654J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aArenicz, RM.,$eauthor.
=245  10$aLaboratory Investigation of Earth Walls Simultaneously Reinforced by Strips and Random Reinforcement /$cRM. Arenicz, RN. Chowdhury.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe performance of reinforced earth structures depends, among other factors, on the shear strength of the backfill material used in construction. The shear strength can be enhanced by the use of random reinforcement. This paper presents the result of laboratory investigations concerning the effects of several types of random reinforcement on soil strength and, in particular, on the performance of reinforced earth model walls.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparent cohesion.
=650  \0$aCritical height.
=650  \0$aFailure surface.
=650  \0$aFriction angle.
=650  \0$aModel walls.
=650  \0$aRandom reinforcement.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$asoil reinforcement.
=650  \0$areinforced earth.
=650  14$aReinforced earth.
=650  24$aSoil reinforcement.
=650  24$aRandom reinforcement.
=650  24$aModel walls.
=650  24$aShear strength.
=650  24$aFriction angle.
=650  24$aApparent cohesion.
=650  24$aFailure surface.
=650  24$aCritical height.
=700  1\$aChowdhury, RN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10654J.htm

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=024  7\$a10.1520/GTJ10655J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10655J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aSeed, RB.,$eauthor.
=245  10$aEffects of Borehole Fluid on Standard Penetration Test Results /$cRB. Seed, LF. Harder, TL. Youd.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe standard penetration test (SPT) represents the most widely used in-situ test method for evaluating the liquefaction resistance of saturated soils. Significant progress has been made in recent years in developing correlations between SPT results obtained using different test procedures and equipment in order to develop a higher degree of standardization for SPT testing. One of the heretofore unresolved factors affecting SPT results is the effect of borehole fluid type (for example, water or drilling mud). This paper presents a study in which field data were obtained from SPT performed in adjacent boreholes, some filled with water and others filled with drilling mud, at four different sites in order to investigate this effect. A total of 213 SPT were considered: 147 SPT in mud-filled boreholes and 66 SPT in water-filled boreholes. Borehole fluid type (drilling mud versus water) was found to have no significant effect on STP resistances measured so long as careful and appropriate drilling and sampling procedures are employed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorings.
=650  \0$aEarthquake engineering.
=650  \0$aField tests.
=650  \0$aIn-situ testing.
=650  \0$aLiquefaction.
=650  \0$aSands.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$astandard penetration test.
=650  14$aStandard penetration test.
=650  24$aLiquefaction.
=650  24$aIn-situ testing.
=650  24$aSands.
=650  24$aEarthquake engineering.
=650  24$aField tests.
=650  24$aBorings.
=700  1\$aHarder, LF.,$eauthor.
=700  1\$aYoud, TL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10655J.htm

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=024  7\$a10.1520/GTJ10661J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10661J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE205
=082  04$a625.8/028$223
=100  1\$aSun, Y.,$eauthor.
=245  10$aIntroduction to a New Apparatus for Hydraulic Fracturing Tests /$cY. Sun, C. Ting.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aA new apparatus for hydraulic fracturing tests, on which the seepage and force boundary conditions can be controlled strictly, is briefly introduced here. Some test results obtained by using this apparatus are presented as an example. These results were compared with theoretical results obtained from rigorous mechanical analysis to illustrate the advantage of this apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarth-rockfill dam.
=650  \0$aHydraulic fracturing.
=650  \0$aSeepage.
=650  \0$aTest apparatus.
=650  \0$aWater pressure.
=650  \0$aCohesive Soils.
=650  \0$aDynamic tests.
=650  \0$aModulus of elasticity.
=650  14$aCohesive soils.
=650  24$aTest apparatus.
=650  24$aHydraulic fracturing.
=650  24$aSeepage.
=650  24$aEarth-rockfill dam.
=650  24$aWater pressure.
=700  1\$aTing, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10661J.htm

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=024  7\$a10.1520/GTJ10653J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10653J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aTan, S-A,$eauthor.
=245  10$aDetermination of Consolidation Properties for Very Soft Clay /$cS-A Tan, T-S Tan, LC. Ting, K-Y Yong, G-P Karunaratne, S-L Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA finite strain consolidation test with a constant surcharge to determine the compressibility (e ? ?') and permeability (e ? k) relationships of very soft clay is proposed. The method uses Gammarays and pore pressure transducers to measure density and pore pressure profiles, respectively, at various times of the test without hindering the consolidation process. The constant surcharge applied accentuates the changes in density and pore pressure profiles enabling them to be measured reliably. These profiles are then used to determine the compressibility and permeability of the soft clay. A test is carried out to extract these properties, which are used in a finite strain consolidation theory to predict the settlement, void ratio, and pore-pressure distributions of other tests done under different initial and boundary conditions. The predictions are found to agree well with the experimental data, thus suggesting that the properties determined are accurate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aConsolidation.
=650  \0$aVery soft clays.
=650  \0$apermeability.
=650  \0$atesting.
=650  \0$afinite strain.
=650  14$aFinite strain.
=650  24$aConsolidation.
=650  24$aTesting.
=650  24$aCompressibility.
=650  24$aPermeability.
=650  24$aVery soft clays.
=700  1\$aTan, T-S,$eauthor.
=700  1\$aTing, LC.,$eauthor.
=700  1\$aYong, K-Y,$eauthor.
=700  1\$aKarunaratne, G-P,$eauthor.
=700  1\$aLee, S-L,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10653J.htm

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=001  GTJ10652J
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=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10652J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10652J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aGriffiths, FJ.,$eauthor.
=245  10$aRemoval of Cementation Bonds in Stressed Overconsolidated Clays /$cFJ. Griffiths, RC. Joshi, TS. Nagaraj.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aSoils develop cementation during and after formation because of the effects of stress, time, and environment. The effects of cement removal on the change of state of soil under stress are discussed in this paper. The change in the state of stiff, overconsolidated, cemented clay under stress is reflected by void ratio change when the cementation bonds are removed. The observed increases in void ratio have been attributed to the latent physico-chemical behavior of the clay. The consolidation process is restrained during both deposition and subsequent stress history once clays are cemented. Upon further loading, clays with cement bonds removed follow the e-log ? paths predicted for the uncemented state of the same soil both for normally and overconsolidated stress conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay leaching.
=650  \0$aOverconsolidated soils.
=650  \0$aRemoval of cementation bonds.
=650  \0$aStiff cemented soils.
=650  \0$aClay$xHistory.
=650  14$aStiff cemented soils.
=650  24$aOverconsolidated soils.
=650  24$aClay leaching.
=650  24$aRemoval of cementation bonds.
=700  1\$aJoshi, RC.,$eauthor.
=700  1\$aNagaraj, TS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10652J.htm

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=024  7\$a10.1520/GTJ10663J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10663J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aBrown, PT.,$eauthor.
=245  10$aPrevention of Sample Deterioration /$cPT. Brown, JC-P Chow.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aA series of unconsolidated undrained triaxial compression tests was carried out on specimens of reconstituted kaolin to determine the effects on modulus and strength of two different methods of sample storage after unloading. These results are compared with the values obtained when no unloading occurs, and when unloading is followed immediately by testing. It is seen that use of a simple sample compressor to restore the in-situ vertical effective stress in the specimen is very successful in reducing the deterioration of samples between unloading and testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aDeformation.
=650  \0$aLaboratory equipment.
=650  \0$aShear strength.
=650  \0$aTime dependence.
=650  \0$aTriaxial tests.
=650  \0$aClay$xHistory.
=650  14$aClays.
=650  24$aDeformation.
=650  24$aLaboratory equipment.
=650  24$aShear strength.
=650  24$aTriaxial tests.
=650  24$aTime dependence.
=700  1\$aChow, JC-P,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10663J.htm

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=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10662J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10662J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aGeorgiadis, M.,$eauthor.
=245  10$aStrain-Rate Influence on the Interpretation of Plate Bearing Tests /$cM. Georgiadis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe effect of the rate of load application (or settlement application) during a plate bearing test, on the load-settlement relationships is examined. A series of plate bearing tests on clay demonstrated that when the loading rate increases the bearing capacity and the stiffness also increase. To quantify this increase, an exponential foundation model was proposed, which considers the clay as a viscous material. This model proved very satisfactory in determining the load-settlement response of a bearing plate at any loading rate, provided that the response of the same plate at a different loading rate and the basic geotechnical properties of the clay are known. The importance of the loading rate depends on the viscosity of the clay, which is affected by the plasticity, the water content, and the undrained shear strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aShear strength.
=650  \0$aViscosity.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aplate bearing tests.
=650  \0$astrain rate effects.
=650  14$aPlate bearing tests.
=650  24$aClays.
=650  24$aViscosity.
=650  24$aStrain rate effects.
=650  24$aShear strength.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10662J.htm

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=001  GTJ10659J
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=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10659J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10659J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA711.A1
=082  04$a624.1/762$223
=100  1\$aCarroll, WF.,$eauthor.
=245  12$aA Fast Triaxial Shear Device /$cWF. Carroll.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe fast triaxial shear device (FTRXD) loads a 1.9-cm (0.75-in.) diameter by 3.8-cm (1.5-in.) long soil specimen, deforming it axially at a very rapid rate. The specimen is deformed by a piston-cylinder assembly driven by compressed nitrogen. Load and displacement at the top of the specimen and load at the bottom are measured; the specimen is subjected to a confining pressure up to 6.9 MPa (1000 psi). The shortest times to failure to date have been 0.5 ms. Soil from the CARES-Dry Luke Gunnery Range in Arizona was used in the evaluation. It is a clayey sand (SC) in the Unified Soils Classification System. The moving upper load cell is sensitive to specimen inertia and FTRXD dynamics; the stationary lower load cell is much less so. Both load measurements and the displacement of the specimen top are needed for wave analyses of the specimen and assessment of FTRXD dynamics.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamics.
=650  \0$aSoil dynamics.
=650  \0$aTriaxial tests.
=650  \0$aWave propagation.
=650  \0$aSoildynamics.
=650  \0$aSoil-structure interaction.
=650  \0$asoil rate effects.
=650  14$aDynamics.
=650  24$aTriaxial tests.
=650  24$aSoil dynamics.
=650  24$aSoil rate effects.
=650  24$aWave propagation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10659J.htm

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=006  m|||||o|||||||||||
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=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10657J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10657J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aLade, PV.,$eauthor.
=245  10$aAutomatic Volume Change and Pressure Measurement Devices for Triaxial Testing of Soils /$cPV. Lade.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aDesirable requirements for volume capacity and precision of volume change devices for triaxial testing are studied, and operational requirements for devices suitable for automatic datalogging are reviewed. Two devices that fulfill these requirements have been constructed by the writer by combining existing design principles. One device consists of a buret system with differential pressure measurements, and the other device operates on the principle of a double acting piston in which rolling diaphragms and a displacement transducer are the main components. In addition to their ability to measure volume changes, each device is outfitted with a pressure transducer and valves to provide all necessary means for performance and measurements required for (CD) and (CU) tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus.
=650  \0$aInstrumentation.
=650  \0$aLaboratory equipment.
=650  \0$aLaboratory tests.
=650  \0$aRecording systems.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$atriaxial equipment.
=650  14$aSoil tests.
=650  24$aTriaxial equipment.
=650  24$aLaboratory tests.
=650  24$aLaboratory equipment.
=650  24$aRecording systems.
=650  24$aApparatus.
=650  24$aInstrumentation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10657J.htm

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=024  7\$a10.1520/GTJ10658J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10658J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD382.C66
=082  04$a547.8$223
=100  1\$aFarr, JV.,$eauthor.
=245  12$aA Device for Evaluating One-Dimensional Compressive Loading Rate Effects /$cJV. Farr, RD. Woods.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aIt has long been suggested that the one-dimensional or uniaxial strain response of most soils subjected to high-intensity transient loads differs from the response measured under static conditions. As the time to peak pressure decreases, most soils exhibit a stiffening of the loading stress-strain response. That stiffening is usually referred to as a time or loading rate effect. Some researchers have suggested that, as the time to peak pressure approaches the submillisecond range, a drastic increase (up to tenfold) in the loading constrained modulus occurs for partially saturated granular soils under unconsolidated-undrained conditions. The existence of this effect has been the subject of debate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExplosive loading.
=650  \0$aGrain crushing.
=650  \0$aHigh-pressure testing.
=650  \0$aLoading rate effects.
=650  \0$aone-dimensional compression.
=650  \0$aOne-dimensionalconductors.
=650  \0$auniaxial strain.
=650  14$aLoading rate effects.
=650  24$aOne-dimensional compression.
=650  24$aUniaxial strain.
=650  24$aHigh-pressure testing.
=650  24$aGrain crushing.
=650  24$aExplosive loading.
=700  1\$aWoods, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10658J.htm

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=024  7\$a10.1520/GTJ10656J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10656J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aMotan, ES.,$eauthor.
=245  10$aIn-Situ Shear Modulus of Sands by a Flat-Plate Penetrometer :$bA Laboratory Study /$cES. Motan, AQ. Khan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA flat-plate penetrometer, similar to the flat-dilatometer, has been constructed and used in a series of laboratory experiments to estimate the shear modulus of cohesionless soils under repetitive loading conditions. Tests were performed on sand specimens prepared at different relative densities and loaded vertically to simulate the overburden pressure at different depths. Results indicate, despite penetration disturbance, a reasonable agreement between the shear modulus values determined using the flat-plate penetrometer data and the empirical formulations published in the literature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aModulus of deformation.
=650  \0$aRelative density.
=650  \0$aRepeated loading.
=650  \0$aSands.
=650  \0$aSoil investigations.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$apenetration tests.
=650  14$aSoil investigations.
=650  24$aPenetration tests.
=650  24$aSands.
=650  24$aModulus of deformation.
=650  24$aRepeated loading.
=650  24$aRelative density.
=700  1\$aKhan, AQ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10656J.htm

=LDR  02854nab a2200601 i 4500
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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10429J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10429J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP808
=082  04$a738.1$223
=100  1\$aHanafy, EADE,$eauthor.
=245  10$aRing Shrinkage Test for Expansive Clays :$bA Suggested Simple Test Method for Determining Vertical, Lateral, and Volumetric Shrinkage Potential /$cEADE Hanafy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aThe ring shrinkage test is proposed as a new soil testing method for expansive clays to describe quantitatively the soil shrinkage potential. The test provides direct measurements of the linear shrinkage in the form of vertical and lateral changes. In addition, the test provides an alternative test method for determining the shrinkage limit and volumetric shrinkage. The method requires undisturbed samples, and it utilizes the standard oedometer ring of consolidation testing equipment. Description of the proposed test method is presented including details of specimen preparation and data measurements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExpansive clay.
=650  \0$aLinear shrinkage.
=650  \0$aShrinkage curve.
=650  \0$aShrinkage limit test.
=650  \0$aSoil desiccation.
=650  \0$aVolume change potential.
=650  \0$aVolumetric shrinkage.
=650  \0$aclays.
=650  \0$aExpansive Clays.
=650  \0$aRing Shrinkage Test.
=650  14$aLinear shrinkage.
=650  24$aExpansive clay.
=650  24$aShrinkage curve.
=650  24$aVolumetric shrinkage.
=650  24$aSoil desiccation.
=650  24$aVolume change potential.
=650  24$aShrinkage limit test.
=650  24$aRing shrinkage test.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10429J.htm

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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10426J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10426J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aPrashanth, JP.,$eauthor.
=245  10$aCompaction Curves on Volume Basis /$cJP. Prashanth, PV. Sivapullaiah, A. Sridharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe compaction curves of soils are generally expressed in terms of dry density and water content. While this representation serves well to compare the efficiency of compaction of different soils whose specific gravities lie in a narrow range (2.6 to 2.7), it fails for materials of varying specific gravities. It has been shown that for fly ashes with a wide range of specific gravities the degree of compaction of different fly ashes cannot be compared from conventional compaction parameters. Compaction curves expressed on a volume basis, viz., volume of solids per unit volume of compacted sample or porosity or void ratio and volume of water per unit volume of solids, can better serve to explain the compaction. Further, it has been shown that for fly ashes of different specific gravities only compaction parameters expressed on a volume basis can be interrelated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aDegree of saturation.
=650  \0$aDry density.
=650  \0$aPorosity.
=650  \0$aSpecific gravity.
=650  \0$afly ash.
=650  \0$avoid ratio.
=650  \0$aEnvironmental aspects.
=650  14$aFly ash.
=650  24$aSpecific gravity.
=650  24$aCompaction.
=650  24$aVoid ratio.
=650  24$aPorosity.
=650  24$aDry density.
=650  24$aDegree of saturation.
=700  1\$aSivapullaiah, PV.,$eauthor.
=700  1\$aSridharan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10426J.htm

=LDR  03448nab a2200541 i 4500
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10422J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10422J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aObaidat, MT.,$eauthor.
=245  10$aComputer Vision-Based Technique to Measure Displacement in Selected Soil Tests /$cMT. Obaidat, MF. Attom.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe potential of normal case photography using charge-coupled-device (CCD) cameras to extract deformation (strain) in soil specimens of two soil tests, i.e., the unconfined compression test and the direct shear test, was investigated. A PC-based digital vision system was used to obtain accurately measured linear displacement. Using remolded soil specimens, comparisons between displacement measurements using ASTM conventional methods and the normal case photography method showed that use of the latter method is promising and could be used as a substitute for strain gages. Experimental investigation showed that differences between displacement measurements using conventional ASTM procedures and computer vision technique were consistently within 0.04 ± 0.15 to 0.3 ± 0.23 mm for unconfined compression tests and direct shear tests, respectively. This was compatible with the image scale where one pixel on the image domain was equivalent to about 0.4 mm on object space coordinates. Statistical correlations between strains by the two methods supported this result. Image scale and resolution were found to be the two major factors affecting the accuracy of the measurements. The results of this work are expected to open the door for geotechnical engineers and agencies responsible for soil testing standards to incorporate image-based analysis in soil testing. This will indeed bridge the gap between manual and fully automated soil testing measurements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComputer vision.
=650  \0$aDisplacement.
=650  \0$aNormal case photography.
=650  \0$aStrain.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$asoil properties.
=650  14$aComputer vision.
=650  24$aNormal case photography.
=650  24$aSoil properties.
=650  24$aDisplacement.
=650  24$aStrain.
=700  1\$aAttom, MF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10422J.htm

=LDR  03352nab a2200565 i 4500
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10419J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10419J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.1/1832$223
=100  1\$aJovicic, V.,$eauthor.
=245  14$aThe Measurement of Stiffness Anisotropy in Clays with Bender Element Tests in the Triaxial Apparatus /$cV. Jovicic, MP. Coop.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe paper presents the results of a program of research investigating the effectiveness of bender elements when used in conjunction with the triaxial apparatus for measuring the anisotropy of small strain stiffness of fine-grained soils. Tests were carried out on both intact and reconstituted samples of London clay and on kaolin up to high stresses. The paper shows that the transverse isotropy of small-strain stiffness that commonly occurs in many soils because of a one-dimensional loading history can be fully investigated in the conventional triaxial apparatus and that London clay is an example of such a soil. The stress-induced component of anisotropy was found to be very small for axi-symmetric loading conditions common to both the appartus and the in situ state of these soils. In contrast, the inherent or structural anisotropy was much more significant and is shown to be a variable factor resulting from the plastic strain history and is not related to its natural structure. Consequently, inherent anisotropy is reversible, but the rate of change is very slow when a new regime of stresses is imposed. Inherent anisotropy of the very small strain stiffness also persists long after the plastic strains of the soil have become oriented toward the new stresses.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aClays.
=650  \0$aDynamics.
=650  \0$aElasticity.
=650  \0$aFabric/structure of soils.
=650  \0$aStiffness.
=650  \0$amechanical testing.
=650  \0$aComposite materials$xMechanical properties.
=650  14$aAnisotropy.
=650  24$aClays.
=650  24$aDynamics.
=650  24$aElasticity.
=650  24$aFabric/structure of soils.
=650  24$aStiffness.
=700  1\$aCoop, MP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10419J.htm

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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10423J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10423J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455
=082  04$a624.15$223
=100  1\$aFarrag, K.,$eauthor.
=245  10$aDevelopment of an Accelerated Creep Testing Procedure for Geosynthetics, Part II :$bAnalysis /$cK. Farrag.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA procedure for extrapolating creep strains to longer time intervals was developed. The procedure was based on applying time-shift factors to creep strain curves at elevated temperatures to establish a master strain curve for longer time intervals. The procedure was applied to creep test results on high density polyethylene (HDPE) geogrid tested at creep loads up to 40% of its maximum tensile strength Tmax and at temperatures up to 72° C (160° F). Temperature creep curves of 1000-h tests were shifted along the log-time scale to create 10 000-h master strain curves at each loading level. The established master curves were compared with experimental results of 10 000-h creep tests at room temperature and at the same loading levels. The shift factors were then applied to the creep curves to predict creep response for a duration of more than 100 000-h (about two cycles shift on the log-time scale from the initial 1000-h tests).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCreep.
=650  \0$aTemperature shift.
=650  \0$aTemperature.
=650  \0$ageosynthetics.
=650  \0$ageogrids.
=650  \0$aCreep Testing Procedure.
=650  14$aGeosynthetics.
=650  24$aGeogrids.
=650  24$aTemperature.
=650  24$aCreep.
=650  24$aTemperature shift.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10423J.htm

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=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10420J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10420J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/8923$223
=100  1\$aHenry, KS.,$eauthor.
=245  10$aMeasurement of the Contact Angle of Water on Geotextile Fibers /$cKS. Henry, S. Patton.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe contact angle of water on geotextile fibers significantly influences capillary behavior. Measurements of the dynamic contact angle of tap water on geotextile fibers are reported for two geotextiles, as received from the manufacturer and after they had been treated (cleaned). There is considerable hysteresis between advancing and receding contact angles, as expected. Fibers from one geotextile have significantly lower contact angle cosines than the other, indicating that it is less wettable. The cleaning of geotextiles resulted in significant reduction in the advancing contact angles of fibers from one of the geotextiles but not the other. The heights of water capillary rise in strips of the geotextiles were also measured. Results showed that the contact angle measurements are helpful; but, information on pore sizes is also needed to predict capillary behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary barrier.
=650  \0$aContact angle.
=650  \0$aGeotextile.
=650  \0$aWetting.
=650  \0$aGeotextiles.
=650  \0$aGeotextiles$vHandbooks, manuals, etc.
=650  \0$afiber.
=650  14$aGeotextile.
=650  24$aCapillary barrier.
=650  24$aContact angle.
=650  24$aWetting.
=650  24$aFiber.
=700  1\$aPatton, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10420J.htm

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=024  7\$a10.1520/GTJ10421J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10421J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aPenumadu, D.,$eauthor.
=245  10$aInterpretation of Model Pressuremeter Test Using Automated Clay Calibration Chamber Data /$cD. Penumadu, J-L Chameau.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThe details of an automated flexible wall calibration chamber test system developed to perform strain-controlled model pressuremeter testing in cohesive soil are presented. The procedure involved in obtaining uniform speciments by consolidating a slurry of kaolin in two stages is described. The importance of automated control (electro-pneumatic control for this study) to perform second stage K0 consolidation accurately is shown. Typical test results are presented along with the evaluation of undrained strength, initial shear modulus, stress-strain variation, limit pressure, and horizontal stress using various methods of interpretation. Unload-reload loops were performed, and the shear modulus values were compared with the deduced values from the initial loading curve. Interpreting the pressuremeter test data using the Marquardt-Levenburg algorithm is presented. The improvements to the Simplex method are identified along with the effect of the reference state. A new procedure for incorporating the unloading portion in interpreting the pressuremeter test data is developed along with the detailed comparisons.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration chamber.
=650  \0$aClay.
=650  \0$aElectro-pneumatic control.
=650  \0$aInterpretation.
=650  \0$aK0 consolidation.
=650  \0$aModel pressuremeter.
=650  \0$aClay$xHistory.
=650  14$aClay.
=650  24$aCalibration chamber.
=650  24$aModel pressuremeter.
=650  24$aElectro-pneumatic control.
=650  24$aK0 consolidation.
=650  24$aInterpretation.
=700  1\$aChameau, J-L,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10421J.htm

=LDR  03541nab a2200601 i 4500
=001  GTJ10424J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10424J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10424J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aZeng, X.,$eauthor.
=245  10$aInfluence of Viscous Fluids on Properties of Sand /$cX. Zeng, J. Wu, BA. Young.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe time scale for dynamic events differs from that for consolidation events if the same soil and pore fluid as in the prototype are used in a model test. In order to satisfy the scaling relationship for dynamic centrifuge tests, viscous fluids such as silicone oil or glycerin-water mixtures have been used as the pore fluid. The use of a pore fluid with higher viscosity will significantly reduce the permeability of a soil, making it possible to achieve the same time scale. However, the use of viscous fluids may also affect the mechanical properties of soils such as strength and stress-strain relationship. This paper presents results of permeability tests and triaxial tests on two types of sands over a range of void ratios. It is found that using a glycerin-water mixture as the pore fluid has little effect on the strength and stress-strain relationship of Ottawa sand No. 40. For tests with both silicon oil and glycerin-water mixture as permeants, coefficients of permeability are inversely proportional to the viscosity. However, at small hydraulic gradients, it was observed that the highly viscous fluids can cause clogging of flow in sand, especially for silicone oil in dense sand. It is recommended that when a viscous fluid is used in a centrifuge test, it is desirable to conduct a sequence of laboratory tests to make sure there is no unexpected influence on the properties of a soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarthquake centrifuge modeling.
=650  \0$aGlycerin.
=650  \0$aPermeability.
=650  \0$aScaling law.
=650  \0$aSilicone oil.
=650  \0$aStress-strain relationship.
=650  \0$aSand.
=650  \0$aViscous Fluids.
=650  \0$astiffness.
=650  14$aEarthquake centrifuge modeling.
=650  24$aGlycerin.
=650  24$aPermeability.
=650  24$aScaling law.
=650  24$aStiffness.
=650  24$aStress-strain relationship.
=650  24$aSilicone oil.
=700  1\$aWu, J.,$eauthor.
=700  1\$aYoung, BA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10424J.htm

=LDR  01902nab a2200493 i 4500
=001  GTJ10427J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10427J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10427J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.367
=082  04$a631.4/913$223
=100  1\$aLai, J.,$eauthor.
=245  10$aDiscussion on "Consolidation Behavior of Clayey Soils Under Radial Drainage" by A. Sridharan, K. Prakash, and S. R. Asha /$cJ. Lai, RE. Olson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aEqual strain.
=650  \0$aPermeability.
=650  \0$aRadial drainage.
=650  \0$aClay soils.
=650  14$aConsolidation.
=650  24$aRadial drainage.
=650  24$aEqual strain.
=650  24$aPermeability.
=700  1\$aOlson, RE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10427J.htm

=LDR  03126nab a2200577 i 4500
=001  GTJ10425J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10425J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10425J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aZhang, M.,$eauthor.
=245  10$aTheoretical Evaluation of the Transient Response of Constant Head and Constant Flow-Rate Permeability Tests /$cM. Zhang, M. Takahashi, RH. Morin, T. Esaki.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aA theoretical analysis is presented that compares the response characteristics of the constant head and the constant flow-rate (flow pump) laboratory techniques for quantifying the hydraulic properties of geologic materials having permeabilities less than 10-10 m/s. Rigorous analytical solutions that describe the transient distributions of hydraulic gradient within a specimen are developed, and equations are derived for each method. Expressions simulating the inflow and outflow rates across the specimen boundaries during a constant-head permeability test are also presented. These solutions illustrate the advantages and disadvantages of each method, including insights into measurement accuracy and the validity of using Darcy's law under certain conditions. The resulting observations offer practical considerations in the selection of an appropriate laboratory test method for the reliable measurement of permeability in low-permeability geologic materials.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlow pump.
=650  \0$aHydraulic gradient.
=650  \0$aLow permeability.
=650  \0$aTheoretical analyses.
=650  \0$apermeability.
=650  \0$aconstant head.
=650  \0$apermeability test.
=650  14$aLow permeability.
=650  24$aHydraulic gradient.
=650  24$aTheoretical analyses.
=650  24$aConstant head.
=650  24$aFlow pump.
=650  24$aPermeability test.
=700  1\$aTakahashi, M.,$eauthor.
=700  1\$aMorin, RH.,$eauthor.
=700  1\$aEsaki, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10425J.htm

=LDR  02666nab a2200589 i 4500
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10936J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10936J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA931
=082  04$a531/.382$223
=100  1\$aSivapullaiah, PV.,$eauthor.
=245  10$aModified Free Swell Index for Clays /$cPV. Sivapullaiah, TG. Sitharam, KS. Subba Rao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aFree swell tests are commonly used for identifying expansive clays and to predict the swelling potential. The method as proposed by Holtz and Gibbs suffers from inaccuracies in volume measurement of dry powder in air. In this paper, a nondimensional modified free swell index is proposed, which removes the uncertainties present in the Holtz and Gibbs method. The modified free swell index is shown to bear unique correlations with liquid limit (volume basis) and percent swell of oedometer specimens compacted to proctor optimum conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFree swell tests.
=650  \0$aLaboratory tests.
=650  \0$aPore fluids.
=650  \0$aSwell potential.
=650  \0$aSwelling index.
=650  \0$aexpansive solids.
=650  \0$asoil tests.
=650  \0$aSCIENCE$xMechanics$xSolids.
=650  14$aSoil tests.
=650  24$aSwelling index.
=650  24$aExpansive solids.
=650  24$aFree swell tests.
=650  24$aPore fluids.
=650  24$aLaboratory tests.
=650  24$aSwell potential.
=700  1\$aSitharam, TG.,$eauthor.
=700  1\$aSubba Rao, KS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10936J.htm

=LDR  02643nab a2200553 i 4500
=001  GTJ10934J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10934J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10934J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aHouston, SL.,$eauthor.
=245  10$aMethods of Evaluating the Expansion Potential of Compacted Soils with Significant Fractions of Large Aggregate /$cSL. Houston, JD. Vann.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aA laboratory investigation of the expansion potential of compacted soils with large-sized aggregate has been conducted. Methods developed for determining expansion potential include (1) laboratory expansion testing of representative specimens containing particles as large as practical and (2) prediction of expansion potential for soils with large-sized aggregate from the results of laboratory expansion tests on minus #4 material. It has been shown that incorporation of up to ¾-in (1.9-cm) material is practical for laboratory expansion tests, with only minor modifications to commonly used swell test equipment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aEquipment.
=650  \0$aExpansion.
=650  \0$aExpansive clays.
=650  \0$aLaboratory tests.
=650  \0$aSwelling soils.
=650  \0$aVolume changes.
=650  \0$aSoil suction.
=650  14$aExpansive clays.
=650  24$aCompaction.
=650  24$aExpansion.
=650  24$aLaboratory tests.
=650  24$aEquipment.
=700  1\$aVann, JD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10934J.htm

=LDR  02531nab a2200517 i 4500
=001  GTJ10937J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10937J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10937J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aDemiris, CA.,$eauthor.
=245  10$aInvestigation of Boundary Friction Effects in Polyaxial Tests /$cCA. Demiris.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aDevelopment of boundary friction forces is a common problem in testing of materials, such as rock and concrete. This article reports on experimentations with different friction reducing pads, aiming at diminishing the side friction effects in polyaxial tests. This appears technically possible by using special Teflon®-grease pads, with optimum lubrication achieved at high pressures. Ineffective lubrication can cause an apparent increase of strength and Young's modulus. The volumetric changes under polyaxial stress states appear relatively little affected by boundary friction, contrary to the partial volume changes of ?V2 and ?V3.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFriction reducers.
=650  \0$aRocks.
=650  \0$aVolumetric change.
=650  \0$arock mechanics.
=650  \0$apolyaxial tests.
=650  \0$aboundary friction.
=650  14$aPolyaxial tests.
=650  24$aRocks.
=650  24$aBoundary friction.
=650  24$aFriction reducers.
=650  24$aVolumetric change.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10937J.htm

=LDR  03065nab a2200625 i 4500
=001  GTJ10935J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10935J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10935J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aSture, S.,$eauthor.
=245  10$aDirectional Shear Cell Experiments on a Dry Cohesionless Soil /$cS. Sture, JS. Budiman, AK. Ontuna, H-Y Ko.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe directional shear cell has become an important tool for investigating anisotropic soil behavior, especially effects caused by rotation of principal stress directions during monotonic, cyclic, proportional, and nonproportional loading. This paper describes a newly developed directional shear cell and typical stress-strain response curves from two groups of experiments on a cohesionless soil where the principal stress directions either rotate discretely in a jump-like manner or continuously rotate at constant magnitude. It is shown that stiffness moduli are significantly reduced when principal stresses rotate with respect to the soil fabric and that substantial shear strains occur when principal stresses rotate while their magnitudes remain constant.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aCohesionless soil.
=650  \0$aDirectional shear cell.
=650  \0$aInduced anisotropy.
=650  \0$aPlane strain.
=650  \0$aPrincipal stress rotation.
=650  \0$aStress-strain behavior.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aCohesionless soil.
=650  24$aAnisotropy.
=650  24$aStress-strain behavior.
=650  24$aPrincipal stress rotation.
=650  24$aInduced anisotropy.
=650  24$aDirectional shear cell.
=650  24$aPlane strain.
=700  1\$aBudiman, JS.,$eauthor.
=700  1\$aOntuna, AK.,$eauthor.
=700  1\$aKo, H-Y,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10935J.htm

=LDR  02393nab a2200541 i 4500
=001  GTJ10938J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10938J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10938J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD565
=082  04$a541.372$223
=100  1\$aZhang, X.,$eauthor.
=245  12$aA Low-Cost Electrolytic Tiltmeter for Measuring Slope Deformation /$cX. Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aThe tiltmeter described consists of an electrolytic sensor (a glass jar containing an electrolyte and six electrodes) and a portable AC digital conductivity meter, which reads conductivity changes resulting from tilting deflections. The tiltmeter has a sensitivity of 2 to 8 min of arc/cmu (conductivity meter unit), with a measurement range of more than 45° . This tiltmeter measured earth flow subsurface movements reliably. It was easy to install and read.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeflection.
=650  \0$aEarth flow movement.
=650  \0$aSensors.
=650  \0$aTemperature.
=650  \0$aelectrolytes.
=650  \0$aElectrolytes$xConductivity.
=650  \0$atiltmeters.
=650  14$aTiltmeters.
=650  24$aSensors.
=650  24$aElectrolytes.
=650  24$aDeflection.
=650  24$aTemperature.
=650  24$aEarth flow movement.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10938J.htm

=LDR  02684nab a2200577 i 4500
=001  GTJ10932J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10932J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10932J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aStewart, JP.,$eauthor.
=245  10$aInfiltration Testing for Hydraulic Conductivity of Soil Liners /$cJP. Stewart, TW. Nolan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThis paper describes the use of single ring infiltrometers for evaluating the hydraulic conductivity of compacted soil liners. Procedures are presented for installation and monitoring of infiltrometers in the field. Results of hydraulic conductivity estimated from infiltrometer tests on six laboratory model liners are presented and compared with the results of conventional laboratory tests. In addition, the distribution of soil saturation after prolonged infiltration testing showed that the permeant tended to follow preferred paths and did not generally advance as a uniform front as commonly assumed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompacted soils.
=650  \0$aField tests.
=650  \0$aHydraulic conductivity.
=650  \0$aImpervious lining.
=650  \0$aInfiltrometer.
=650  \0$aSoil liners.
=650  \0$apermeabilities.
=650  \0$aSoil mechanics.
=650  \0$aconductivity.
=650  14$aHydraulic conductivity.
=650  24$aField tests.
=650  24$aImpervious lining.
=650  24$aCompacted soils.
=650  24$aSoil liners.
=650  24$aInfiltrometer.
=700  1\$aNolan, TW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10932J.htm

=LDR  02936nab a2200481 i 4500
=001  GTJ10933J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10933J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10933J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA713
=082  04$a624.151$223
=100  1\$aKonrad, J-M,$eauthor.
=245  10$aProcedure for Determining the Segregation Potential of Freezing Soils /$cJ-M Konrad.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aBasic frost heave data obtained from various types of laboratory freezing tests, using computerized ramp temperature generation and temperature control at both warm and cold ends of a soil specimen, are analyzed to determine the segregation potential. Automatic volume change measurements provide fair values of cumulative water intake, but not accurate water intake rates. A method based on accurate measurements of total heave, taking into account the amount of heave from in-situ freezing of pore-water, yields relevant freezing characteristics of soils. Precise and automatic acquisition of temperature measurements and of total heave during an open-system freezing test enables accurate definition of the segregation potential, the suction at the frozen-unfrozen interface and the rate of cooling of the frozen fringe, immediately after testing. Examples of freezing test results are given to emphasize the influence of various factors such as the temperature at the segregation-freezing front, the soils porosity, and the unfrozen water content on the segregation potential of freezing soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomatic data processing.
=650  \0$afrozen soils.
=650  \0$afrost heave tests.
=650  \0$asegregation potential.
=650  14$aFrozen soils.
=650  24$aFrost heave tests.
=650  24$aSegregation potential.
=650  24$aAutomatic data processing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10933J.htm

=LDR  02813nab a2200661 i 4500
=001  GTJ10077J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10077J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10077J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aGustafsson, L.,$eauthor.
=245  13$aAn Image Analysis Method for Studying Movements in Granular and Solid Bodies /$cL. Gustafsson, S. Knutsson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aA method based on image analysis of video recordings is presented for studying and measuring movements in granular materials. The method is easy to use, does not require any tracers, and makes extensive experiments feasible. Calibration tests show good repeatability. Measurements are presented of movements in a sand mass into which a piston is driven. The method is also useful for studying the deformation of solid bodies. The deformation of undrained clay specimens subjected to uniaxial forces is demonstrated using the proposed method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aDisplacements.
=650  \0$aFlow.
=650  \0$aFoundation failures.
=650  \0$aGranular materials.
=650  \0$aImage analysis.
=650  \0$aInstrumentation.
=650  \0$aLaboratory equipment.
=650  \0$aMeasurement.
=650  \0$aSand.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aDisplacements.
=650  24$aFlow.
=650  24$aFoundation failures.
=650  24$aGranular materials.
=650  24$aImage analysis.
=650  24$aInstrumentation.
=650  24$aLaboratory equipment.
=650  24$aMeasurement.
=650  24$aSand.
=700  1\$aKnutsson, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10077J.htm

=LDR  02177nab a2200565 i 4500
=001  GTJ10080J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10080J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10080J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC173.28
=082  04$a553$223
=100  1\$aCharlie, WA.,$eauthor.
=245  10$aDiscussion on "B-Value Measurements for Granular Materials at High Confining Pressures," by Jerry A. Yamamuro and Poul V. Lade /$cWA. Charlie, GE. Veyera, DO. Doehring.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aB-value.
=650  \0$aDegree of saturation.
=650  \0$aHigh pressures.
=650  \0$aPore pressure coefficient.
=650  \0$aPore pressures.
=650  \0$aSaturation.
=650  \0$aGranular materials$vPeriodicals.
=650  \0$aParticles$vPeriodicals.
=650  14$aPore pressures.
=650  24$aSaturation.
=650  24$aB-value.
=650  24$aPore pressure coefficient.
=650  24$aDegree of saturation.
=650  24$aHigh pressures.
=700  1\$aVeyera, GE.,$eauthor.
=700  1\$aDoehring, DO.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10080J.htm

=LDR  03098nab a2200541 i 4500
=001  GTJ10067J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10067J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10067J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aCampbell, RP.,$eauthor.
=245  10$aIn-Plane Flow of Four Geosynthetics for Landfill Drainage /$cRP. Campbell, JTH Wu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe in-plane flow behavior of four geosynthetics, including three geonets and one geocomposite, for landfill drainage applications was investigated. Laboratory testing was performed to evaluate the effect of boundary material (cover material), hydraulic gradient, applied normal compressive stress, and time on the flow rate. The boundary materials investigated were a geomembrane, geotextile, sand, clay, two geosynthetic clay liners, and foam rubber. Testing was performed at hydraulic gradients from 0.03 to 1.0, with normal compressive stresses from 25 to 930 kPa. The highest flow rate was obtained with the geonet or geocomposite between two geomembranes. The flow rate was lower for the other configurations materials due to intrusion of the boundary material into the flow path. The type of soil used as a boundary material did not have a large effect on the flow rate. Foam rubber appears to be a suitable replacement for soil as a boundary material for flow testing. The flow rate was found to decrease with time due to creep of the geonet or geocomposite core and additional intrusion of the boundary material. Design implications based on the test results are addressed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCreep.
=650  \0$aGeocomposites.
=650  \0$aGeonets.
=650  \0$aGeosynthetics.
=650  \0$aTransmissivity.
=650  \0$aGeotextiles.
=650  \0$aSoil.
=650  14$aGeosynthetics.
=650  24$aGeonets.
=650  24$aGeocomposites.
=650  24$aTransmissivity.
=650  24$aCreep.
=700  1\$aWu, JTH,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10067J.htm

=LDR  03567nab a2200673 i 4500
=001  GTJ10076J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10076J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10076J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aTatsuoka, F.,$eauthor.
=245  10$aMeasurements of Elastic Properties of Geomaterials in Laboratory Compression Tests /$cF. Tatsuoka, T. Sato, C-S Park, Y-S Kim, JN. Mukabi, Y. Kohata.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aTwo types of axial loading devices having high and low capacities of axial load, respectively, for use in displacement-controlled compression tests on geomaterials (i.e., natural soils and rocks, and treated soils) in the laboratory are described. They were designed so that the loading direction can be reversed without any noticeable time lag under a highly constant axial strain rate while using a gear system. Results of representative triaxial and plane strain compression tests on a sand, a sedimentary soft rock, and a clay are presented. These results were obtained from very slow monotonic (or one-way) loading tests with several unload/reload cycles measuring axial strains locally along the lateral surfaces of a specimen continuously for a strain range from the order of 0.0001% (10-6) to that at failure. It is demonstrated that initial stiffness at strains less than about 0.001% (10-5) during primary loading is the same as stiffness during small unload/reload cycles applied immediately after the start of loading. Initial deformation properties are rather linear and elastic.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aElastic properties.
=650  \0$aLocal strain measurement.
=650  \0$aPlane strain compression test.
=650  \0$aSmall cyclic loading.
=650  \0$aSmall strain stiffness.
=650  \0$aStrain.
=650  \0$aTriaxial compression test.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aElastic properties.
=650  24$aCompression.
=650  24$aStrain.
=650  24$aSmall strain stiffness.
=650  24$aSmall cyclic loading.
=650  24$aLocal strain measurement.
=650  24$aPlane strain compression test.
=650  24$aTriaxial compression test.
=700  1\$aSato, T.,$eauthor.
=700  1\$aPark, C-S,$eauthor.
=700  1\$aKim, Y-S,$eauthor.
=700  1\$aMukabi, JN.,$eauthor.
=700  1\$aKohata, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10076J.htm

=LDR  02842nab a2200613 i 4500
=001  GTJ10070J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10070J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10070J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aFannin, RJ.,$eauthor.
=245  12$aA Critical Evaluation of the Gradient Ratio Test /$cRJ. Fannin, YP. Vaid, Y. Shi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aTests performed in a permeameter have been used to evaluate the gradient ratio test method. The evaluation is based on observed variations of water head and permeability in the composite soil and geotextile specimen with respect to time and with imposed hydraulic gradient. A water pluviation technique was used to reconstitute homogeneous, saturated sand specimens in the permeameter at any targeted density. An energy dissipator was used to prevent disturbance of the top of the specimen by inlet water at large flow rates. Some physical clogging of the soil may result from a blinding action due to fines in the recirculating water. Biological clogging may also occur, but is eliminated by treatment of the water with an algicide.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlinding.
=650  \0$aClogging.
=650  \0$aFiltration.
=650  \0$aGeotextiles.
=650  \0$aGradient ratio test.
=650  \0$aGradients.
=650  \0$aPermeability.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aGradients.
=650  24$aPermeability.
=650  24$aGeotextiles.
=650  24$aFiltration.
=650  24$aBlinding.
=650  24$aClogging.
=650  24$aGradient ratio test.
=700  1\$aVaid, YP.,$eauthor.
=700  1\$aShi, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10070J.htm

=LDR  02163nab a2200565 i 4500
=001  GTJ10082J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10082J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10082J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA775
=082  04$a624.1/5$223
=100  1\$aSchmertmann, JH.,$eauthor.
=245  10$aDiscussion on "The Simple Pile Load Test (SPLT)" by Myung Whan Lee, Se Whan Paik, Won Jae Lee, Chang Tok Yi, Dae Young Kim, and Sung Jin Yoon /$cJH. Schmertmann.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (1 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b1
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPartial factors of safety.
=650  \0$aPile foundations.
=650  \0$aPile-bearing capacities.
=650  \0$aPile-load test.
=650  \0$aPile-loading tests.
=650  \0$aSeparable shoe.
=650  \0$aSliding core.
=650  \0$aFoundations.
=650  \0$aBuilding.
=650  14$aPile-bearing capacities.
=650  24$aPile foundations.
=650  24$aPile-loading tests.
=650  24$aPile-load test.
=650  24$aPartial factors of safety.
=650  24$aSeparable shoe.
=650  24$aSliding core.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10082J.htm

=LDR  02950nab a2200673 i 4500
=001  GTJ10078J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10078J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10078J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aMeegoda, NJ.,$eauthor.
=245  10$aCompressibility of Contaminated Fine-Grained Soils /$cNJ. Meegoda, P. Ratnaweera.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aAn experimental study was performed to investigate factors that control the compression index of contaminated soils and to evaluate the applicability of the correlations proposed by Skempton (1944) and Arulanandan et al. (1983) for contaminated soils. The literature search indicated that the compressibility of a soil depends on mechanical as well as physicochemical factors. The addition of chemicals to a soil changes its pore-fluid properties, and causes a change in mechanical and physicochemical factors and hence its settlement characteristics.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression index.
=650  \0$aContaminated soils.
=650  \0$aContamination.
=650  \0$aElectrical method.
=650  \0$aMechanical factors.
=650  \0$aPhysicochemical factors.
=650  \0$aPore-fluid viscosity.
=650  \0$aPrediction of compression index.
=650  \0$aSkempton's correlation.
=650  \0$aSoil structure.
=650  \0$aSoil.
=650  \0$aSand.
=650  14$aCompression index.
=650  24$aContamination.
=650  24$aSoil.
=650  24$aContaminated soils.
=650  24$aSkempton's correlation.
=650  24$aElectrical method.
=650  24$aPrediction of compression index.
=650  24$aSoil structure.
=650  24$aMechanical factors.
=650  24$aPhysicochemical factors.
=650  24$aPore-fluid viscosity.
=700  1\$aRatnaweera, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10078J.htm

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=001  GTJ10079J
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=024  7\$a10.1520/GTJ10079J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10079J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aPandian, NS.,$eauthor.
=245  10$aImproved Velocity Method for the Determination of Coefficient of Consolidation /$cNS. Pandian, A. Sridharan, KS. Kumar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aParkin (1978) suggested the velocity method based on the observation that the theoretical rate of consolidation and time factor plot on a log-log scale yields an initial slope of 1:2 up to 50% consolidation. A new method is proposed that is an improvement over Parkin's velocity method because it minimizes the problems encountered in using that method. The results obtained agree with the other methods in use.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aDrainage.
=650  \0$aLaboratory test.
=650  \0$aLoad.
=650  \0$aSettlement.
=650  \0$aVelocity.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aConsolidation.
=650  24$aDrainage.
=650  24$aVelocity.
=650  24$aLaboratory test.
=650  24$aLoad.
=650  24$aSettlement.
=700  1\$aSridharan, A.,$eauthor.
=700  1\$aKumar, KS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10079J.htm

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=024  7\$a10.1520/GTJ10075J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10075J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aReznik, YM.,$eauthor.
=245  12$aA Method for Interpretation of Plate Load Test Results /$cYM. Reznik.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe selection of allowable pressure is one of the major problems in the foundation design process. Plate load tests are considered the most reliable sources for the determination of that parameter. This paper addresses the interpretation technique of plate load test results accepted in Eastern Europe/CIS (former USSR). The "four-point" method of the proportionality limit evaluation for a plate load-settlement curve is presented and analyzed. A simple formula describing bearing plate displacements under applied loads has been developed. A new approach for the selection of allowable pressure values is proposed, and a formula for allowable pressure calculations is derived. The values of soil allowable pressure calculated using the proposed formula are compared with proportionality limits found with the traditional "four-point" method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacities.
=650  \0$aDeformation modulus.
=650  \0$aDeformation.
=650  \0$aElastic properties.
=650  \0$aFailure.
=650  \0$aField test.
=650  \0$aFoundation.
=650  \0$aInterpretation.
=650  \0$aPlates.
=650  \0$aRecommendations.
=650  \0$aSettlements.
=650  \0$aSoil layers.
=650  \0$aSoil mechanics.
=650  \0$aStress.
=650  \0$aSurcharge.
=650  \0$aTest loading.
=650  14$aBearing capacities.
=650  24$aDeformation.
=650  24$aDeformation modulus.
=650  24$aElastic properties.
=650  24$aFailure.
=650  24$aField test.
=650  24$aFoundation.
=650  24$aInterpretation.
=650  24$aPit.
=650  24$aPlates.
=650  24$aRecommendations.
=650  24$aSettlements.
=650  24$aSoil layers.
=650  24$aSoil mechanics.
=650  24$aStress.
=650  24$aSurcharge.
=650  24$aTest loading.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10075J.htm

=LDR  03390nab a2200613 i 4500
=001  GTJ10069J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10069J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10069J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aTan, T-S,$eauthor.
=245  10$aShear Strength of Very Soft Clay-Sand Mixtures /$cT-S Tan, T-C Goh, GP. Karunaratne, S-L Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aTo treat a deposit of clay slurry in situ, sand is often added with the aim of trapping the sand in the upper portion of the slurry. The presence of the trapped sand may directly improve the shear strength of the slurry or contribute indirectly to the improvement by accelerating the consolidation. For this treatment to be effective, an important consideration is the improvement in the shear strength of the slurry as sand is added. A laboratory study of this is reported here. To rapidly determine the shear strength of the mixture, the fall cone method and a penetration test that was developed to measure very low shear strength were used. For the clay slurries studied, the added sand grains seemed to "float" in the clay without increasing the shear strength if they were sufficiently far apart. Treating the clay slurry as a fluid filling the "voids" in the sand, the void ratio of the sand for which a marked increase in shear strength is observed is about 5. The liquid limit of the mixture is also found to follow approximately a linear mixture law unless the amount of sand added is enough to ensure that the void ratio of the sand is less than 5, which is in agreement with the earlier result.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aClay-sand mixture.
=650  \0$aLiquid limit.
=650  \0$aSands.
=650  \0$aShear strength and void ratio.
=650  \0$aSlurries.
=650  \0$aWater content.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSlurries.
=650  24$aClays.
=650  24$aSands.
=650  24$aClay-sand mixture.
=650  24$aWater content.
=650  24$aLiquid limit.
=650  24$aShear strength and void ratio.
=700  1\$aGoh, T-C,$eauthor.
=700  1\$aKarunaratne, GP.,$eauthor.
=700  1\$aLee, S-L,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10069J.htm

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=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10072J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10072J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aJoshi, RC.,$eauthor.
=245  13$aAn Approximate Method for Estimating the Consolidation Behavior of Soft Sensitive Clays /$cRC. Joshi, G. Achari, FJ. Griffiths.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aAn approximate, semi-theoretical method to determine the complete consolidation curve of undisturbed sensitive soils from index properties and in situ undrained shear strength is presented. The consolidation curve for the soft sensitive soils consists of three distinct zones. In order of increasing stress, these zones are described as cemented, transitional, and uncemented zones. A relationship between undrained strength and preconsolidation stress of such soils is employed in the prediction of the stress level at which the cemented zone terminates. The slope of the stress path for the loading of sensitive soils during the transition phase of consolidation is less than the slope during the cemented phase. Further, assuming that the stress path in the transitional phase is a straight line at a constant angle to the p' axis, a relationship between the end of the cemented and the end of the transitional zones of behavior can be derived. Since sensitive soils in the uncemented zone behave similarly to normally consolidated soils, the entire consolidation curve can be approximated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aConsolidation.
=650  \0$aDisturbance.
=650  \0$aIndex properties.
=650  \0$aPrediction.
=650  \0$aSensitive clays.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aClays.
=650  24$aConsolidation.
=650  24$aShear strength.
=650  24$aSensitive clays.
=650  24$aPrediction.
=650  24$aDisturbance.
=650  24$aIndex properties.
=700  1\$aAchari, G.,$eauthor.
=700  1\$aGriffiths, FJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10072J.htm

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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10073J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10073J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aSilvestri, V.,$eauthor.
=245  10$aWater Content Relationships of a Sensitive Clay Subjected to Cycles of Capillary Pressures /$cV. Silvestri.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThis paper presents the results of an experimental investigation carried out to determine the volume change response of a sensitive clay subjected to cycles of air pressure in a pressure plate apparatus. Several clay samples of varying initial water content were used in the test program. It was found that at high air pressures initially soft clay specimens become less compressible than initially stiff clay specimens of comparable water content. In addition, the clay became unsaturated at a water content varying between 25 and 30%.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCyclic test.
=650  \0$aPressure plate apparatus.
=650  \0$aSensitive clay.
=650  \0$aShrinkage.
=650  \0$aSwelling.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aShrinkage.
=650  24$aSwelling.
=650  24$aPressure plate apparatus.
=650  24$aSensitive clay.
=650  24$aCyclic test.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10073J.htm

=LDR  03180nab a2200589 i 4500
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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10068J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10068J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aKim, D-S,$eauthor.
=245  10$aTorsional Motion Monitoring System for Small-Strain (10?5 to 10?3%) Soil Testing /$cD-S Kim, KH. Stokoe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aFor accurate measurements of stress-strain hysteresis loops at strains below 10?3%, a torsional motion monitoring system was modified to incorporate micro-proximitors. A micro-proximitor system with enlarged target arms resulted in about 50 times higher resolution in motion monitoring than previously possible. The four proximitor signals (instead of two) were measured, compared, and averaged to insure that pure torsion of the system was generated and that any bending did not enter the measurement. Ambient noise was controlled by using a low-pass filter and/or a vibration isolation table. With this new system, shear modulus was measured at strains as low as 2 · 10-5%, and hysteretic damping was measured at strains as low as 6 · 10-5%. Below the elastic threshold strain, shear modulus of dry sand measured in the cyclic torsional shear test is independent of strain amplitude. Hysteretic damping exists below the elastic threshold and is independent of strain amplitude, even though the value is quite small.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDry sand.
=650  \0$aHysteresis loops.
=650  \0$aHysteretic damping.
=650  \0$aResonant column test.
=650  \0$aShear modulus.
=650  \0$aSmall strains.
=650  \0$aTorsional shear test.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aTorsional shear test.
=650  24$aResonant column test.
=650  24$aShear modulus.
=650  24$aHysteretic damping.
=650  24$aSmall strains.
=650  24$aHysteresis loops.
=650  24$aDry sand.
=700  1\$aStokoe, KH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10068J.htm

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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10071J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10071J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aSabin, GCW,$eauthor.
=245  14$aThe Effects of Particle Shape and Surface Roughness on the Hydraulic Mean Radius of a Porous Medium Consisting of Quarried Rock /$cGCW Sabin, D. Hansen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe influence of particle shape and surface roughness on the hydraulic mean radius are investigated, and quantitative measures for each are proposed. A particle shape factor is estimated with the aid of a new mathematical approximation for the surface area of an ellipsoid. The particle surface roughness is calculated based on inferences made from surface area data previously obtained for a sample of rocks described in Garga et al. (1991). The effect of surface roughness on the hydraulic mean radius was found to be greater than that of shape for this sample of crusher-run quarried limestone. A diagram is presented to show the relative importance particle shape and surface roughness.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aCrushed rock.
=650  \0$aHydraulic mean radius.
=650  \0$aPore geometry.
=650  \0$aPorous medium.
=650  \0$aRock surface area.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aPore geometry.
=650  24$aHydraulic mean radius.
=650  24$aRock surface area.
=650  24$aPorous medium.
=650  24$aAggregate.
=650  24$aCrushed rock.
=700  1\$aHansen, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10071J.htm

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=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10074J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10074J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aGiroud, JP.,$eauthor.
=245  10$aStrain Measurement in HDPE Geomembrane Tensile Tests /$cJP. Giroud, M. Monroe, R. Charron.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aAccording to ASTM D 638, the tensile strain in an HDPE geomembrane dumbbell specimen subjected to a tensile test should be evaluated using an extensometer that records the elongation of a defined length of the central portion of the specimen. However, the current practice in the United States for HDPE geomembrane quality control and conformance testing consists of following the 1991 NSF standard that recommends to conventionally evaluate the tensile strain by dividing the change in grip separation by an arbitrary gauge length. A theoretical analysis and test results presented in this paper show that the strain derived from grip separation using the gauge length specified by the 1991 NSF standard is significantly different from the actual strain, which is obtained using an extensometer as recommended by ASTM D 638. The discrepancy between the conventionally calculated strain and the actual strain may lead to unconservative design of HDPE geomembrane applications. A modification to the NSF standard is proposed to obtain a strain derived from grip separation that is close to the actual strain.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHDPE geomembranes.
=650  \0$aSpecimens.
=650  \0$aStandards.
=650  \0$aStrains.
=650  \0$aTensile test.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aHDPE geomembranes.
=650  24$aStrains.
=650  24$aTensile test.
=650  24$aStandards.
=650  24$aSpecimens.
=700  1\$aMonroe, M.,$eauthor.
=700  1\$aCharron, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10074J.htm

=LDR  02531nab a2200517 i 4500
=001  GTJ100735
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100735$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100735$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMesserklinger, S.,$eauthor.
=245  10$aLocal Radial Displacement Measurements of Soil Specimens in a Triaxial Test Apparatus Using Laser Transducers /$cS. Messerklinger, S. M. Springman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b41
=520  3\$aA laser scanning device is introduced to measure radial displacements in triaxial testing apparatuses. The equipment provides contactless measurement of the radial displacement of the test specimen over the whole specimen height. Additionally, a method is proposed for determining the initial specimen volume from the scanned specimen profiles as well as the change in volume during test performance. These methods are then evaluated, based on test results from a drained stress path test on Swiss lacustrine clay.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaser.
=650  \0$aLocal radial strains.
=650  \0$aRadial displacement measurement.
=650  \0$aTriaxial test apparatus.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  14$aRadial displacement measurement.
=650  24$aTriaxial test apparatus.
=650  24$aLocal radial strains.
=650  24$aLaser.
=700  1\$aSpringman, S. M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100735.htm

=LDR  03187nab a2200493 i 4500
=001  GTJ100011
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100011$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100011$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aCha, Minsu,$eauthor.
=245  10$aShear Strength Estimation of Sandy Soils Using Shear Wave Velocity /$cMinsu Cha, Gye-Chun Cho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aTypically, shear strength is associated with large strain phenomena, while shear wave propagation is associated with small strain phenomena. Yet, the effective stress and void ratio, both key determinants of sandy soil shear strength, are also the primary factors affecting shear wave velocity. This study presents a shear wave velocity-void ratio-shear strength correlation through experimental tests. Natural sands taken from various reclaimed or recently deposited sandy fields are used for reconstituting specimens at different void ratios in an oedometer cell. Shear wave velocities are measured while changing the state of the stress in the cell for each specimen prepared at a specific void ratio. The relationship between shear wave velocity and vertical effective stress is found at extreme values of void ratios (emin and emax). Direct shear tests are also performed on specimens with various void ratios. Experimental results show that the internal friction angle of each sand type increases with decreasing void ratio, rendering a unique relationship between friction angle and void ratio. Finally, a procedure is suggested to evaluate the in-situ shear strengths of a sandy soil based on in-situ shear wave velocities. Results show that the suggested method effectively estimates in-situ shear strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear strength.
=650  \0$aShear wave velocity.
=650  \0$aVoid ratio.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aShear wave velocity.
=650  24$aVoid ratio.
=650  24$aShear strength.
=700  1\$aCho, Gye-Chun,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100011.htm

=LDR  03148nab a2200553 i 4500
=001  GTJ100954
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100954$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100954$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBathurst, Richard J.,$eauthor.
=245  12$aA Column Apparatus for Investigation of 1-D Unsaturated-Saturated Response of Sand-Geotextile Systems /$cRichard J. Bathurst, Alvin F. Ho, Greg Siemens.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThis paper is focused on the details of an experimental device that was used to investigate the transient unsaturated-saturated hydraulic response of sand-geotextile layers under conditions of 1-D constant head surface infiltration. The column was instrumented with inexpensive tensiometer-transducer devices to measure pore water pressures and conductivity probes to measure wetting front migration. The results of two tests are presented to demonstrate the use of the apparatus. One test was carried out using a sand column and the second test was nominally identical but included a horizontal woven geotextile layer at about mid-depth. The test results demonstrate that the apparatus can detect differences in the unsaturated response of the two systems. For example, transient ponding of water was measured above the surface of the geotextile layer commencing from an initial unsaturated condition despite the relatively high saturated permeability of the woven material. In addition, there was a small but detectable delay in the hydraulic flow after the wetting front reached the geotextile layer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotextile.
=650  \0$aInfiltration.
=650  \0$aSand.
=650  \0$aUnsaturated flow.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aInfiltration.
=650  24$a1-D column testing.
=650  24$aSand.
=650  24$aGeotextile.
=650  24$aUnsaturated flow.
=700  1\$aHo, Alvin F.,$eauthor.
=700  1\$aSiemens, Greg,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100954.htm

=LDR  02770nab a2200577 i 4500
=001  GTJ101017
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101017$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101017$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aMeehan, Christopher L.,$eauthor.
=245  10$aMeasuring Drained Residual Strengths in the Bromhead Ring Shear /$cChristopher L. Meehan, Thomas L. Brandon, J. Michael Duncan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA series of Bromhead ring shear tests were conducted to measure the drained residual strength of Rancho Solano Fat Clay. Tests conducted using different test procedures demonstrate the significant effect that wall friction can have in the Bromhead ring shear device. This problem was addressed by beveling the top loading platen, which led to measurements of drained residual strength that were 21-23 % lower than those measured with the unmodified platen. Using the modified platen, similar test results can be achieved independent of the details of the test procedure that is followed, giving greater confidence in the measured residual shear strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aLaboratory test.
=650  \0$aResidual strength.
=650  \0$aRing shear tests.
=650  \0$aShear tests.
=650  \0$aSlickensides.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aRing shear tests.
=650  24$aClays.
=650  24$aResidual strength.
=650  24$aSlickensides.
=650  24$aLaboratory test.
=650  24$aShear tests.
=700  1\$aBrandon, Thomas L.,$eauthor.
=700  1\$aDuncan, J. Michael,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101017.htm

=LDR  03285nab a2200529 i 4500
=001  GTJ100850
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100850$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100850$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD321
=082  04$a547.7/8046$223
=100  1\$aChen, Lixia,$eauthor.
=245  10$aRapid Pseudo-Static Measurement of Hysteretic Capillary Pressure-Saturation Relationships in Unconsolidated Porous Media /$cLixia Chen, Gerald A. Miller, Tohren C. G. Kibbey.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aAn automated system was developed for a rapid measurement of detailed hysteretic capillary pressure-saturation (Pc-S) relationships, including primary drainage, main imbibition, and scanning loops. The method makes use of a slow-dynamic (pseudo-static) measurement method which is able to duplicate static results while expanding the pressure range over which high permeability capillary barriers can be applied, and increasing the quantity of hysteretic data that can be collected. The method is demonstrated for two sands and three silts for capillary pressures as high as 1000 cm water (98 kPa). For the experiments shown, primary drainage and main imbibition loops were completed within approximately 6.5 h for all materials, with full runs, including multiple scanning curves, completed in less than 20 h. A model for selection of pressure rates needed to duplicate static results is presented and is found to produce results consistent with empirically-determined rates. The model also predicts the effects of system resistance on dynamic response and is found to be in good agreement with experimental results, particularly for slower rates approaching those needed for pseudo-static conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary pressure.
=650  \0$aHysteresis.
=650  \0$aMatric suction.
=650  \0$aSaturation.
=650  \0$aCapillary electrophoresis.
=650  \0$aChromatography, High Pressure Liquid$vmethods.
=650  14$aCapillary pressure.
=650  24$aMatric suction.
=650  24$aSaturation.
=650  24$aHysteresis.
=700  1\$aMiller, Gerald A.,$eauthor.
=700  1\$aKibbey, Tohren C. G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100850.htm

=LDR  03406nab a2200589 i 4500
=001  GTJ100889
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100889$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100889$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aYe, Guanlin,$eauthor.
=245  10$aInfluence of Membrane and Filter Paper on Plane-Strain Testing of Soft Sedimentary Rock /$cGuanlin Ye, Feng Zhang, Atsushi Yashima, Hla Aung, Kiyokaza Naito.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aIt is recognized that the intermediate principal stress plays an important role in the strength and the stress-dilatancy relation of soft sedimentary rock. However, few plane-strain/true triaxial experiments on soft rock have been referenced in literature due to the relatively high strength of geomaterials. With a conventional plane-strain apparatus, equipped with a prefixed plane-strain confining frame, it is difficult to obtain real isotropic consolidation before shearing. On the other hand, it has been found that the influence of the membrane/covering material on a high-strength specimen cannot be ignored. In this study, therefore, an innovative plane-strain test system for soft rock, that can overcome the shortcomings of the conventional type of apparatus, and issues related to specimen preparation are introduced. The results of drained compression tests and drained creep tests, along with theoretical simulations, are reported. The influence of the membrane and the filter paper are illustrated by a simple finite element method. A combination of experimental and theoretical approaches is employed to facilitate the understanding of the mechanical behavior of soft rock.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrained creep.
=650  \0$aDrained shear.
=650  \0$aMembrane.
=650  \0$aPlane-strain experiment.
=650  \0$aSoft sedimentary rock.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aPlane-strain experiment.
=650  24$aSoft sedimentary rock.
=650  24$aDrained shear.
=650  24$aDrained creep.
=650  24$aMembrane.
=650  24$aFEM.
=700  1\$aZhang, Feng,$eauthor.
=700  1\$aYashima, Atsushi,$eauthor.
=700  1\$aAung, Hla,$eauthor.
=700  1\$aNaito, Kiyokaza,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100889.htm

=LDR  02276nab a2200469 i 4500
=001  GTJ100781
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100781$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100781$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aFair, Peter,$eauthor.
=245  12$aA New Automatic Device for Measuring Large Volume Changes /$cPeter Fair, William F. Anderson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe design and construction of a new automatic volume change unit, which is capable of measuring large volume changes without the need for reversing flow direction, is described. It works on the principle of a floating magnet at an air-water interface activating a magnetorestrictive sensor. Its performance is assessed against the criteria listed by Lade (1988) as desirable for any automatic volume change measuring device, and is shown to satisfy these criteria.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aTriaxial test.
=650  \0$aVolume change measurement.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aVolume change measurement.
=650  24$aTriaxial test.
=700  1\$aAnderson, William F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100781.htm

=LDR  02736nab a2200577 i 4500
=001  GTJ100653
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100653$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100653$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aPirapakaran, Kandiah,$eauthor.
=245  12$aA Laboratory Model to Study Arching within a Hydraulic Fill Stope /$cKandiah Pirapakaran, Nagaratnam Sivakugan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aA simple laboratory apparatus, to study the effects of arching within a hydraulic fill mine stope, was developed. Four different model stopes, two circular and two square, made from Perspex, were used in the study. A dry hydraulic fill obtained from a local mine was used in the study. The model was filled in 100-mm layers, and the fractions of the fill weight, carried by the bottom and the wall of the stope, were separately measured. From these measurements, the variation of average vertical stress with depth could be computed. These experimental values were compared against those obtained from numerical modeling using FLAC and FLAC3D, and the agreement was excellent, thus validating the numerical model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArching.
=650  \0$aAxisymmetric.
=650  \0$aBackfill.
=650  \0$aMining.
=650  \0$aOverburden.
=650  \0$aStopes.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aArching.
=650  24$aStopes.
=650  24$aBackfill.
=650  24$aAxisymmetric.
=650  24$aMining.
=650  24$aOverburden.
=700  1\$aSivakugan, Nagaratnam,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100653.htm

=LDR  02948nab a2200565 i 4500
=001  GTJ100534
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100534$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100534$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aSanzeni, Alex,$eauthor.
=245  12$aA Novel Trimming Technique for Frozen Sand Specimens /$cAlex Sanzeni, John T. Germaine, Andrew J. Whittle, Francesco Colleselli.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aA trimming technique is described for the preparation of specimens of frozen sand for one-dimensional thawing and consolidation tests. Specimens are trimmed directly into the apparatus' confining ring using its cylindrical cutting edge; a heated metal blade is employed to remove the excess soil, while dry ice is used as coolant. The technique is performed at room temperature and is particularly suitable for 1-D thaw-consolidation tests where dimensional tolerances are critical. The technique was applied for preparing specimens of frozen sand from the Venice Lagoon deposits for 1-D compression tests in the Constant Rate of Strain (CRS) apparatus (Wissa  1971). Specimen handling and test setup are described in detail; testing procedure included measurement of axial strain during thawing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFrozen cohesionless soils.
=650  \0$aOne-dimensional consolidation.
=650  \0$aSample disturbance.
=650  \0$aSpecimen preparation.
=650  \0$aVenice.
=650  \0$aSand.
=650  14$aSpecimen preparation.
=650  24$aSand.
=650  24$aOne-dimensional consolidation.
=650  24$aFrozen cohesionless soils.
=650  24$aSample disturbance.
=650  24$aVenice.
=700  1\$aGermaine, John T.,$eauthor.
=700  1\$aWhittle, Andrew J.,$eauthor.
=700  1\$aColleselli, Francesco,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100534.htm

=LDR  02838nab a2200517 i 4500
=001  GTJ100923
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100923$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100923$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aJacobson, Douglas E.,$eauthor.
=245  12$aA Numerical View into Direct Shear Specimen Size Effects /$cDouglas E. Jacobson, Julio R. Valdes, T. Matthew Evans.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe ASTM D 3080-04 standard, Standard Test Method for Direct Shear Test of Soils under Consolidated Drained Conditions, indicates that the direct shear test specimen width L must be at least ten times larger than the largest particle in the specimen, L/d >= 10. The results documented in this note provide visual insight into specimen size and boundary effects through discrete element simulations conducted with numerical specimens ranging in size from L/d = 6.5 to L/d = 177. Particle translation data indicate that in the tested configuration, localized shear zones located far from the specimen boundaries develop only when the specimen size is L/d > 58. The results provide a description of the microstructure evolution during shearing and suggest that the ASTM specimen size criterion may be inappropriate when localized shear banding in uniform granular materials is sought.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear.
=650  \0$aLocalization.
=650  \0$aScale effects.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aDEM.
=650  24$aDirect shear.
=650  24$aLocalization.
=650  24$aScale effects.
=700  1\$aValdes, Julio R.,$eauthor.
=700  1\$aEvans, T. Matthew,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100923.htm

=LDR  02730nab a2200589 i 4500
=001  GTJ10822J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10822J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10822J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aSimcock, KJ.,$eauthor.
=245  10$aCyclic Triaxial Tests with Continuous Measurement of Dissipated Energy /$cKJ. Simcock, RO. Davis, JB. Berrill, G. Mullenger.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aThis article describes conventional cyclic triaxial tests on a uniform sand in which the amount of energy dissipated by the specimen was continuously monitored. Energy monitoring was achieved by means of a digital circuit that automatically integrated the force-displacement signals as the test progressed. The resulting energy trace was plotted against the pore pressure buildup within the specimen. From a total of 21 tests, it appears that pore pressure generation and dissipated energy are functionally related, but this relationship appears to depend strongly on the level of cyclic deviator stress.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic tests.
=650  \0$aInstrumentation.
=650  \0$aLiquefaction.
=650  \0$aSands.
=650  \0$aTest procedures.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aDissipated Energy.
=650  14$aSands.
=650  24$aInstrumentation.
=650  24$aLiquefaction.
=650  24$aTest procedures.
=650  24$aDynamic tests.
=650  24$aDissipated energy.
=700  1\$aDavis, RO.,$eauthor.
=700  1\$aBerrill, JB.,$eauthor.
=700  1\$aMullenger, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10822J.htm

=LDR  02313nab a2200577 i 4500
=001  GTJ10823J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10823J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10823J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/08 s$223
=100  1\$aHorvath, JS.,$eauthor.
=245  10$aDrilling and Sampling Frozen Fine-Grained Soils /$cJS. Horvath, FW. Johnson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aA frozen, moderately plastic clay with a few lenses of shell fragments and sand was successfully sampled using a Denison sampler with a plastic liner. Chilled diesel fuel was used as the drilling fluid. Improvements to this approach are suggested.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity tests.
=650  \0$aDouble-tube core samplers.
=650  \0$aDrill holes.
=650  \0$aFrozen soils.
=650  \0$aSoil samplers.
=650  \0$aUndisturbed samples.
=650  \0$aFinegrainedsoils.
=650  \0$aClaysoils.
=650  \0$aLandslides.
=650  14$aDouble-tube core samplers.
=650  24$aDrill holes.
=650  24$aFrozen soils.
=650  24$aSoil samplers.
=650  24$aUndisturbed samples.
=650  24$aDensity tests.
=700  1\$aJohnson, FW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10823J.htm

=LDR  02341nab a2200553 i 4500
=001  GTJ10819J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10819J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10819J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aSwan, G.,$eauthor.
=245  12$aA Multi-Purpose Rock Core Testing Device /$cG. Swan, T. Olofsson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe need for a multi-purpose rock tester that incorporates a microcomputer for logging and evaluation purposes is identified. A number of semistandard test methods adaptable to such a tester are examined and found suitable from the point of view of simplicity, cheapness, and accuracy of determination. Some design aspects of this tester in its present state of development are considered.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRock cores.
=650  \0$aRock properties.
=650  \0$aTesting machines.
=650  \0$aTesting methods.
=650  \0$aRocks.
=650  \0$aMineralogy.
=650  \0$arock mechanics.
=650  14$aRocks.
=650  24$aRock mechanics.
=650  24$aTesting machines.
=650  24$aRock cores.
=650  24$aTesting methods.
=650  24$aRock properties.
=700  1\$aOlofsson, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10819J.htm

=LDR  02593nab a2200601 i 4500
=001  GTJ10820J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10820J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10820J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aDemartinecourt, JP.,$eauthor.
=245  14$aThe Modified Borehole Shear Device /$cJP. Demartinecourt, GE. Bauer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe standard borehole shear device (BHSD) as developed by Handy and Fox (1976) was modified to include pore-water pressure and load transducers, a motorized pulling mechanism, and different types of shear plates. With the modified device it is possible to monitor the drainage conditions during both the consolidation and shear phases of the test. Undrained and drained shear strength parameters have been measured within boreholes augered into a soft sensitive clay deposit.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aDrill holes.
=650  \0$aField tests.
=650  \0$aIn situ strength.
=650  \0$aShear strength.
=650  \0$aTransducers.
=650  \0$aShear strength of soils$xTesting.
=650  \0$adrainage.
=650  \0$aporewater pressures.
=650  14$aField tests.
=650  24$aDrill holes.
=650  24$aShear strength.
=650  24$aDrainage.
=650  24$aPorewater pressures.
=650  24$aTransducers.
=650  24$aIn situ strength.
=650  24$aConsolidation.
=700  1\$aBauer, GE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10820J.htm

=LDR  02643nab a2200601 i 4500
=001  GTJ10817J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10817J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10817J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.1/5132$223
=100  1\$aSundaram, PN.,$eauthor.
=245  10$aElectrical Analogy of Hydraulic Flow Through Rock Fractures /$cPN. Sundaram, D. Frink.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aElectrical analogy is used to study the influence of contact areas on the hydraulic flow through rock fractures. The investigation has shown that in the case of radial flow the location of contact zones, as well as the total contact area, influences the flow rate. It is also demonstrated that when injection tests are conducted in boreholes, where the fracture close to the borehole is partially plugged by loose particles or other debris, the flow rate may be substantially underestimated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContact area.
=650  \0$aElectrical analogy.
=650  \0$aElectrical equipment.
=650  \0$aHydraulics.
=650  \0$aInjection.
=650  \0$aRadial hydraulic flow.
=650  \0$aRock fractures.
=650  \0$arock mechanics.
=650  \0$aUnderground construction.
=650  14$aElectrical analogy.
=650  24$aRock mechanics.
=650  24$aHydraulics.
=650  24$aElectrical equipment.
=650  24$aRock fractures.
=650  24$aRadial hydraulic flow.
=650  24$aContact area.
=650  24$aInjection.
=700  1\$aFrink, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10817J.htm

=LDR  02569nab a2200565 i 4500
=001  GTJ10818J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10818J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10818J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aOsipov, VI.,$eauthor.
=245  10$aMethods of Studying Clay Microstructure /$cVI. Osipov.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b46
=520  3\$aThis paper is concerned with some methods used for evaluation of clay soil microstructure: optical, scanning electron microscopy (SEM), transmission, electron microscopy (TEM), X-ray, and magnetic methods. A brief description is given of the physical principles of the methods, their advantages and disadvantages, specific methods used for the preparation of specimens for the analysis, and methods of qualitative and quantitative interpretation of the obtained results. Special attention is given to methods not widely used yet in investigations, such as X-ray and magnetic methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay structure.
=650  \0$aClays.
=650  \0$aElectron microscopy.
=650  \0$aMagnetic surveys.
=650  \0$aOptical instruments.
=650  \0$aSoil mechanics.
=650  \0$aX-rays.
=650  \0$aClay$xHistory.
=650  14$aClays.
=650  24$aClay structure.
=650  24$aSoil mechanics.
=650  24$aOptical instruments.
=650  24$aElectron microscopy.
=650  24$aX-rays.
=650  24$aMagnetic surveys.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10818J.htm

=LDR  02479nab a2200601 i 4500
=001  GTJ10824J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10824J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10824J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aRao, NBS,$eauthor.
=245  10$aInfluence of Stress History on the Experimental Flow Rule /$cNBS Rao, . Yudhbir, MR. Madhav.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThe influence of stress history on the flow rule exhibited by anisotropically and normally consolidated clay samples has been investigated. Based on the experimental results a general equation for the flow rule, incorporating the effects of stress history, has been formulated. The flow rule suggested by Burland is shown to be a special case of the general equation formulated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropic consolidation.
=650  \0$aClays.
=650  \0$aFlow rule.
=650  \0$aSoils.
=650  \0$aStress history effects.
=650  \0$aYielding.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aanisotropy.
=650  14$aClays.
=650  24$aSoils.
=650  24$aAnisotropy.
=650  24$aStress history effects.
=650  24$aYielding.
=650  24$aFlow rule.
=650  24$aAnisotropic consolidation.
=700  1\$aYudhbir, .,$eauthor.
=700  1\$aMadhav, MR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10824J.htm

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=001  GTJ10821J
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=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10821J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10821J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.C3
=082  04$a549/.78$223
=100  1\$aDemars, KR.,$eauthor.
=245  14$aThe Rapid Carbonate Analyzer /$cKR. Demars, RC. Chaney, JA. Richter.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA gasometric method is proposed for measuring soil carbonate content. The device consists of an enclosed acrylic cylinder in which soil carbonate reacts with acid to produce carbon dioxide gas. For a constant volume reactor, the carbon dioxide gas pressure is directly related to the soil carbonate content at completion of the reaction. The effect of several variables, including particle size, acid concentration, and carbonate mineralogy, on the reaction time is considered. This method has the advantages of accuracy to within ±5%, high analytical speed, low cost, and minimal operator skill. It is well suited for both laboratory and field use.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcite.
=650  \0$aCarbonates.
=650  \0$aDolomites.
=650  \0$aGasometric method.
=650  \0$aRapid analysis.
=650  \0$aMarine sediments.
=650  14$aCarbonates.
=650  24$aCalcite.
=650  24$aDolomites.
=650  24$aRapid analysis.
=650  24$aGasometric method.
=700  1\$aChaney, RC.,$eauthor.
=700  1\$aRichter, JA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10821J.htm

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=024  7\$a10.1520/GTJ10473J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10473J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aWatts, KS.,$eauthor.
=245  12$aA Device for Automatic Logging of Volume Change in Large Scale Triaxial Tests /$cKS. Watts.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aLarge-scale (230-mm-diameter) triaxial compression tests are carried out as part of the research work of the Geotechnics Division of the Building Research Station, United Kingdom. It was considered desirable to monitor the tests by using automatic data logging facilities. A new device was designed and built to monitor sample volume change. The gage has been used in a series of tests on rock-fill samples. The device is described and its accuracy and performance are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aInstruments.
=650  \0$aLaboratory test.
=650  \0$aRock tests.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$atriaxial tests.
=650  \0$arecording systems.
=650  14$aRock tests.
=650  24$aTriaxial tests.
=650  24$aRecording systems.
=650  24$aCompression.
=650  24$aInstruments.
=650  24$aLaboratory test.
=650  24$aShear strength.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10473J.htm

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=001  GTJ10471J
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=005  20161219061000.0
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=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10471J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10471J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aT50
=082  04$a620/.0044$223
=100  1\$aTatsuoka, F.,$eauthor.
=245  10$aNew Method for the Calibration of the Inertia of Resonant Column Devices /$cF. Tatsuoka, ML. Silver.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aResonant column devices are popularly used to evaluate the shear moduli and damping characteristics of soils at small strain amplitude. To use the resonant column technique it is necessary to accurately know the value of the rotational inertia of the top mass of the apparatus JA to evaluate shear modulus values derived from resonant frequency values. The paper describes a new and simple method for evaluating JA for a resonant column device using two calibration rods of known geometry. The advantage of this calibration method is that a value of JA may be determined without having to know the material properties of the calibration specimen. The paper describes the theory of the calibration technique and gives dimensions of typical calibration samples that can be used for resonant column studies. Typical measured calibration values are presented to show the accuracy of the calibration technique.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotechnical engineering.
=650  \0$aLaboratory tests.
=650  \0$aResonance.
=650  \0$aShear.
=650  \0$aSoil tests.
=650  \0$acalibrations.
=650  \0$aresonant column.
=650  \0$asoil dynamics.
=650  14$aSoil tests.
=650  24$aResonance.
=650  24$aShear.
=650  24$aCalibrations.
=650  24$aGeotechnical engineering.
=650  24$aResonant column.
=650  24$aSoil dynamics.
=650  24$aLaboratory tests.
=700  1\$aSilver, ML.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10471J.htm

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=024  7\$a10.1520/GTJ10470J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10470J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP808
=082  04$a738.1$223
=100  1\$aYudhbir, .,$eauthor.
=245  10$aTesting for Evaluation of Stress-Strain Behavior of Clays /$c. Yudhbir, KK. Jain.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA technique to predict the stress-strain behavior of clays along various stress paths is presented. The experimental results of stress-controlled triaxial pure shear and consolidation tests conducted on normally consolidated and lightly overconsolidated samples are given, and a method to evaluate the parameters required for prediction by the proposed technique is discussed. Comparison between experimental and predicted stress-strain behavior of normally consolidated and lightly overconsolidated samples along stress paths shows that the technique predicts the behavior quite well.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrained shear tests.
=650  \0$aStress concentration.
=650  \0$aclays.
=650  \0$asoil tests.
=650  \0$astress-strain curves.
=650  14$aSoil tests.
=650  24$aClays.
=650  24$aDrained shear tests.
=650  24$aStress concentration.
=650  24$aStress-strain curves.
=700  1\$aJain, KK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10470J.htm

=LDR  03083nab a2200577 i 4500
=001  GTJ10472J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10472J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10472J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aAllam, MM.,$eauthor.
=245  10$aInfluence of the Back Pressure Technique on the Shear Strength of Soils /$cMM. Allam, A. Sridharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA series of consolidated-undrained triaxial tests with pore pressure measurement were carried out to study the influence of the back pressure technique on the shear strength of soils. Hand-remolded samples of normally consolidated and overconsolidated kaolinite, compacted samples of kaolinite, hand-remolded normally consolidated black cotton soil, and hand-remolded and undisturbed samples of red earth were tested with and without the back pressure technique. The results indicate that a back pressure can significantly influence the shear strength and pore pressure response of soils. Two mechanisms govern the influence of the back pressure; which one applies depends on whether the soils compress or dilate during shear. The effective stress parameters are essentially unaffected by the back pressure technique. A partial consolidation technique promises to be an effective time-saving method of determining the shear strength parameters.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBack pressure technique.
=650  \0$aClays.
=650  \0$aShear strength.
=650  \0$aTriaxial compression tests.
=650  \0$aUndrained shear tests.
=650  \0$aShear strength of soils$vTesting.
=650  \0$apore water pressures.
=650  \0$asoil tests.
=650  14$aSoil tests.
=650  24$aPore water pressures.
=650  24$aUndrained shear tests.
=650  24$aClays.
=650  24$aShear strength.
=650  24$aTriaxial compression tests.
=650  24$aBack pressure technique.
=700  1\$aSridharan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10472J.htm

=LDR  02623nab a2200565 i 4500
=001  GTJ10466J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10466J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10466J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a624.151362 ENGI$223
=100  1\$aLasca, NP.,$eauthor.
=245  12$aA Data Acquisition System for Testing the Mechanical Properties of Ice /$cNP. Lasca, SD. Burns, WA. Gajkowski.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aA testing system incorporating strain measuring, load application and monitoring, data acquisition and monitoring, and the capacity for an optional pulse-velocity subsystem was designed to determine the mechanical properties of ice. The testing system enables determination of the following test parameters and types of specimen behavior: axial stress and stress rate, axial and circumferential strain and strain rates, and optional P- and S-wave pulse velocities. These data allow the determination of a variety of static and dynamic ice properties.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComputers.
=650  \0$aDynamic tests.
=650  \0$aStatic tests.
=650  \0$atest procedures.
=650  \0$amechanical properties.
=650  \0$ameasuring instruments.
=650  14$aTest procedures.
=650  24$aIce.
=650  24$aComputers.
=650  24$aMeasuring instruments.
=650  24$aStatic tests.
=650  24$aDynamic tests.
=650  24$aMechanical properties.
=700  1\$aBurns, SD.,$eauthor.
=700  1\$aGajkowski, WA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10466J.htm

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=001  GTJ10558J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10558J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10558J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHV551.4.A4
=082  04$a363.34/921809798$223
=100  1\$aRohan, K.,$eauthor.
=245  10$aHydrodynamic Aspects in the Rotating Clyinder Erosivity Test /$cK. Rohan, G. Lefebvre.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA comparison of different experimental installations used to study clay erosivity is presented. Flow in a rotating cylinder used in geotechnical laboratories is studied in detail. Analysis of the shear stress is presented, and conclusions are drawn as to the limitations of the quantitative evaluations of the critical shear stress in the rotating cylinder test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aStability of river channels.
=650  \0$aerosion.
=650  \0$aresearch devices.
=650  14$aErosion.
=650  24$aClays.
=650  24$aResearch devices.
=650  24$aStability of river channels.
=700  1\$aLefebvre, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10558J.htm

=LDR  03167nab a2200529 i 4500
=001  GTJ10560J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10560J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10560J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aTalesnick, M.,$eauthor.
=245  10$aSimple Shear of an Undisturbed Soft Marine Clay in NGI and Torsional Shear Equipment /$cM. Talesnick, S. Frydman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aA series of undrained, simple shear tests were performed on undisturbed, soft, marine clay from the continental slope of Israel in a direct simple shear device (NGI) and in a new torsional shear apparatus. The new apparatus is described, and the problematics of simple shear testing in both devices are discussed. Most previous torsional shear testing on clays reported in the literature has been performed on remolded specimens. In order to prepare specimens from undisturbed samples of the soft, marine clay, whose natural moisture content is close to the liquid limit, a special preparation technique was developed. A comparison of the stress-strain curves obtained in the two devices indicates higher stiffness and strength of the specimens tested in the torsional equipment; a similar observation has been reported in the literature from tests on sands and remolded clays. It is the authors' view that the main cause for the discrepancy is flexibility of the confining membrane in the NGI equipment. In view of the relevance of simple shear conditions to actual field problems, it appears important to further clarify this difference and to establish an accepted method for simple shear testing in the laboratory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils.
=650  \0$aTorsional shear.
=650  \0$aUndrained cyclic test.
=650  \0$asoil.
=650  \0$amarine clay.
=650  \0$ashear tests.
=650  14$aMarine clay.
=650  24$aSoils.
=650  24$aShear tests.
=650  24$aTorsional shear.
=650  24$aUndrained cyclic test.
=700  1\$aFrydman, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10560J.htm

=LDR  02973nab a2200505 i 4500
=001  GTJ10557J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10557J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10557J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a624.151362 ENGI$223
=100  1\$aWu, JTH,$eauthor.
=245  10$aMeasuring Inherent Load-Extension Properties of Geotextiles for Design of Reinforced Structures /$cJTH Wu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aExisting test methods for measuring the load-extension properties, including the stiffness and the ultimate strength, of geotextiles as they are subjected to confining pressures are reviewed and critically evaluated. In addition, a new test method which surmounts the drawbacks of the existing methods is presented. The new method has three distinct characteristics: (1) it is an "element" test, thus the load-extension properties determined from the test are the inherent properties of the geotextile; (2) the test measures the confined stiffness and strength of geotextiles without inducing soil-geotextile interface adhesion, thereby simulating the predominant operational condition in typical geotextile-reinforced soil structures; and (3) the stiffness and strength obtained from the test are conservative values if soil-geotextile interface slippage does occur in a reinforced structure. The new test method offers a unified and more rational method for determining the load-extension properties of geotextiles in the design and specification of geotextile-reinforced soil structures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConfinement.
=650  \0$aDesign.
=650  \0$atest procedures.
=650  \0$ageotextiles.
=650  \0$astress-strain curves.
=650  14$aGeotextiles.
=650  24$aStress-strain curves.
=650  24$aTest procedures.
=650  24$aConfinement.
=650  24$aDesign.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10557J.htm

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=001  GTJ10562J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10562J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10562J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624.162$223
=100  1\$aHanafy, EADE,$eauthor.
=245  10$aSwelling/Shrinkage Characteristic Curve of Desiccated Expansive Clays /$cEADE Hanafy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe change in void ratio with change in water content of expansive clayey soils due to soil desiccation and water absorption has been identified as the integral/combined curve referred to as S-curve, which describes both swelling and shrinkage paths in the form of the void ratio versus moisture content relationship.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDesiccated expansive clay.
=650  \0$aMoisture-voids relationship.
=650  \0$aPhase diagram.
=650  \0$aS-curve.
=650  \0$aSwelling/shrinkage path.
=650  \0$aVolume change potential.
=650  \0$aExpansive Clays.
=650  \0$aMoisture content.
=650  \0$aSwelling soils.
=650  14$aDesiccated expansive clay.
=650  24$aPhase diagram.
=650  24$aSwelling/shrinkage path.
=650  24$aS-curve.
=650  24$aMoisture-voids relationship.
=650  24$aVolume change potential.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10562J.htm

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=024  7\$a10.1520/GTJ10561J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10561J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aBellotti, R.,$eauthor.
=245  10$aUniformity Tests in Calibration Chamber Samples by the Thermal Probe Method /$cR. Bellotti, VN. Ghionna, P. Morabito.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe calibration of geotechnical instruments for in-situ tests, performed on sand samples reconstituted in huge calibration chambers (CC), requires the reproduction of large specimens at given relative densities with good repeatability and satisfactory homogeneity. A test method has been developed with the purpose of evaluating the relative density, DR, in different locations of the CC samples without removing sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aSands.
=650  \0$aThermal conductivity.
=650  \0$aThermal probe.
=650  \0$aUniformity test.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$arelative density.
=650  14$aCalibrations.
=650  24$aSands.
=650  24$aRelative density.
=650  24$aThermal conductivity.
=650  24$aThermal probe.
=650  24$aUniformity test.
=700  1\$aGhionna, VN.,$eauthor.
=700  1\$aMorabito, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10561J.htm

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=024  7\$a10.1520/GTJ10555J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10555J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA465
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=100  1\$aFourie, AB.,$eauthor.
=245  10$aAdvantages of Midheight Pore Pressure Measurements in Undrained Triaxial Testing /$cAB. Fourie, D. Xiaobi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aMost soil mechanics laboratories still prefer the use of rough end platens during triaxial testing despite an awareness that nonuniform stress conditions occur within the soil specimen. This practice may to some extent be due to a lack of awareness of the magnitude of inaccuracies which may result. This paper describes results from unconsolidated undrained triaxial compression and extension tests in which pore pressures were monitored at the specimen base and at midheight using a circumferentially mounted miniature transducer. The rate of imposed displacement was varied by two orders of magnitude. The significance of displacement rate and specimen end condition is illustrated by presentation of resulting stress ratios and stress paths. Base measured pore pressures were found to be up to 50% higher than the midheight values, depending on the testing rate used. The results indicated that currently accepted criteria for the determination of acceptable displacement rates are adequate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDisplacements.
=650  \0$aEnd conditions.
=650  \0$aMeasurements.
=650  \0$atriaxial tests.
=650  \0$apore pressures.
=650  14$aTriaxial tests.
=650  24$aPore pressures.
=650  24$aDisplacements.
=650  24$aEnd conditions.
=700  1\$aXiaobi, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10555J.htm

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=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10565J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10565J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aKumbhojkar, AS.,$eauthor.
=245  12$aA Discussion on "Automated Triaxial Testing of Soft Clays :$bAn Upgraded Commercial System" by T. C. Sheahan, J. T. Germaine, and C. C. Ladd /$cAS. Kumbhojkar, S. Hashim, U. Kale.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b1
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomation.
=650  \0$aCohesive soils.
=650  \0$aComputer application.
=650  \0$aConsolidated undrained tests.
=650  \0$aK0 consolidation.
=650  \0$aLaboratory equipment.
=650  \0$aShear strength.
=650  \0$aTriaxial tests.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aAutomation.
=650  24$aCohesive soils.
=650  24$aComputer application.
=650  24$aConsolidated undrained tests.
=650  24$aK0 consolidation.
=650  24$aLaboratory equipment.
=650  24$aShear strength.
=650  24$aTriaxial tests.
=700  1\$aHashim, S.,$eauthor.
=700  1\$aKale, U.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10565J.htm

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=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10559J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10559J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aShackelford, CD.,$eauthor.
=245  10$aLarge-Scale Laboratory Permeability Testing of a Compacted Clay Soil /$cCD. Shackelford, F. Javed.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aConstant-head permeability (hydraulic conductivity) tests were performed on samples of a compacted clay soil using a 0.914 by 0.914 by 0.457-m (3 by 3 by 1.5-ft) large-scale, double-ring, rigid-wall permeameter. A naturally occurring silty clay soil was used for the permeability tests. The soil was separated into five different fractions representing five different ranges in precompaction clod sizes. Soil from each of the soil fractions was used for soil specimens. The soil for the large-scale permeameter was compacted in two 7.62-cm (3-in) lifts. Small-scale, constant-head permeability tests also were performed on soil specimens compacted into standard Proctor molds (9.44 × 10-4 m3). Comparison of the results from the two different scales of permeameters indicated that, in all cases, the permeability for a given soil fraction was higher in the large-scale permeameter than it was in the small-scale permeameter. In addition, the permeability for all soil fractions measured in the large-scale permeameter ranged from 0.6 to 2.4 orders of magnitude higher than the value measured in the small-scale permeameter. As a result of the permeability tests performed in this study, there appears to be a scale effect associated with laboratory permeability testing, especially when a significant proportion of the soil being tested consists of precompaction clod sizes which are large relative to the size of the permeameter. The scale effect in this study is thought to be due to the relationship between the compactive effort and the different degrees of confinement associated with the different scales of permeameters. The implication of the study is that a more realistic evaluation of the fieldmeasured permeability of a compacted clay soil may be possible in the laboratory if the permeameter is sufficiently large to test a representative sample of soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aWaste disposal.
=650  \0$apermeability.
=650  \0$aSoil.
=650  14$aCompaction.
=650  24$aPermeability.
=650  24$aWaste disposal.
=700  1\$aJaved, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10559J.htm

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=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10556J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10556J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP808
=082  04$a738.1$223
=100  1\$aStark, TD.,$eauthor.
=245  10$aEffective Stress Hyperbolic Stress-Strain Parameters for Clay /$cTD. Stark, JJ. Vettel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThis paper presents a procedure for estimating the effective stress hyperbolic stress-strain parameters for normally consolidated clays from the results of consolidation and direct shear tests. The procedure for calculating Young's modulus and the modulus number includes: (1) estimating the failure ratio from the shear stress-horizontal displacement curve obtained from a direct shear test; (2) using a tangent modulus at the end of each normally consolidated load increment in the consolidation test and the void ratio at the beginning of each load increment to calculate Young's modulus; and (3) multiplying the resulting modulus number by 1.9 to obtain a reasonable estimate of the isotropically consolidated-drained triaxial (CID) modulus number. The modulus exponent was approximately unity for both the consolidation and CID triaxial tests. A procedure for estimating the bulk modulus number, the bulk modulus exponent, and the unload-reload modulus number is also presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformation modulus.
=650  \0$aElasticity modulus.
=650  \0$aclays.
=650  \0$aeffective stress.
=650  \0$afinite element.
=650  14$aClays.
=650  24$aEffective stress.
=650  24$aFinite element.
=650  24$aElasticity modulus.
=650  24$aDeformation modulus.
=700  1\$aVettel, JJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10556J.htm

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=024  7\$a10.1520/GTJ10563J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10563J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aSmith, TD.,$eauthor.
=245  10$aMulticylinder Control Units for Prebored Hydraulic Pressuremeters /$cTD. Smith, M. Denham.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aA control unit for hydraulic single-cell pressurementers is described which employs multiple cylinders. The basic control unit can function with a single cylinder for small low-capacity pressuremeter probes and with additional cylinders added to increase the system capacity to serve larger probes. The unit described is portable, rugged, lightweight, and cost effective.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField tests.
=650  \0$aStress-strain curves.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$apressuremeter test.
=650  14$aPressuremeter test.
=650  24$aField tests.
=650  24$aSoil tests.
=650  24$aStress-strain curves.
=700  1\$aDenham, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10563J.htm

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=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10564J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10564J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aLo, S-CR,$eauthor.
=245  10$aDiscussion on "Automated Triaxial Testing of Soft Clays :$bAn Upgraded Commercial System" by T. C. Sheahan, J. T. Germaine, and C. C. Ladd /$cS-CR Lo, J. Chu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b1
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomation.
=650  \0$aCohesive soils.
=650  \0$aComputer application.
=650  \0$aConsolidated undrained tests.
=650  \0$aK0 consolidation.
=650  \0$aLaboratory equipment.
=650  \0$aShear strength.
=650  \0$aTriaxial tests.
=650  \0$aShear (Mechanics)
=650  \0$aDeformations (Mechanics)
=650  14$aAutomation.
=650  24$aCohesive soils.
=650  24$aComputer application.
=650  24$aConsolidated undrained tests.
=650  24$aK0 consolidation.
=650  24$aLaboratory equipment.
=650  24$aShear strength.
=650  24$aTriaxial tests.
=700  1\$aChu, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10564J.htm

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=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10554J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10554J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a551.8/7$223
=100  1\$aLin, Y.,$eauthor.
=245  10$aImpact-Echo Response of Concrete Shafts /$cY. Lin, M. Sansalone, NJ. Carino.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aNumerical and experimental studies of the transient response of concrete shafts subjected to elastic impact were carried out using the finite element method and the impact-echo testing technique. Two- and three-dimensional finite element studies of concrete shafts were performed for: (a) solid shafts; (b) shafts containing cracks, voids, layers of low-quality concrete, and changes in cross section, such as bulges and necks; and (c) shafts in soil. These studies were carried out to gain an improved understanding of the impact response of concrete shafts containing flaws, problems for which there are currently no analytical solutions. It was also the intent of the numerical studies to determine whether information in addition to that obtained with existing nondestructive testing techniques could be obtained during impact testing of concrete shafts. Laboratory studies of solid concrete shafts were carried out to verify the finite element models. Subsequently, experimental studies were carried out on concrete shafts embedded in soil. These shafts contained flaws at known locations. The results of these studies show that additional information about the integrity of drilled shafts and piles can be obtained using impact techniques. The numerical studies also show that the finite element method is a powerful tool for studying the impact response of concrete foundation elements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete shafts.
=650  \0$aFlaws.
=650  \0$aImpact tests.
=650  \0$aIntegrity testing.
=650  \0$aNondestructive tests.
=650  \0$aStress wave propagation.
=650  \0$aShafts.
=650  \0$aShafts(Excavations)
=650  \0$afinite element.
=650  14$aFinite element.
=650  24$aImpact tests.
=650  24$aNondestructive tests.
=650  24$aIntegrity testing.
=650  24$aStress wave propagation.
=650  24$aConcrete shafts.
=650  24$aFlaws.
=700  1\$aSansalone, M.,$eauthor.
=700  1\$aCarino, NJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10554J.htm

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=024  7\$a10.1520/GTJ11285J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11285J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aMatsuoka, H.,$eauthor.
=245  10$aDevelopment of a New In-Situ Direct Shear Test /$cH. Matsuoka, S. Liu, D. Sun, U. Nishikata.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aAn in-situ direct shear test apparatus, in both small and large sizes, and its testing techniques have been developed. This test is performed simply by pulling horizontally a latticed shearing frame, embedded in the ground, with a flexible rope or chain under the application of a constant vertical load on the sample. In the new test, the real normal and shear stresses acting on the shear plane can be exactly measured. A number of the large-sized in-situ direct shear tests have been performed on eight kinds of coarse-grained granular materials including rockfills at different construction sites of embankments. The measured shear strengths approximate those of large-sized triaxial compression tests on samples with parallel grain-size distributions. The smaller version of this new test has been used successfully for testing sands and clays. For clays, artificially produced or in-situ, the measured undrained shear strengths are nearly equal to qu/2 by unconfined compression tests on the same clays. The extreme simplicity and high accuracy of this newly developed test are emphasized.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aCoarse-grained soil.
=650  \0$aDirect shear test.
=650  \0$aEmbankment.
=650  \0$aIn-situ test.
=650  \0$aSand.
=650  \0$aShear strength.
=650  \0$aTriaxial compression test.
=650  \0$aUnconfined compression test.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aClay.
=650  24$aCoarse-grained soil.
=650  24$aDirect shear test.
=650  24$aEmbankment.
=650  24$aIn-situ test.
=650  24$aSand.
=650  24$aShear strength.
=650  24$aTriaxial compression test.
=650  24$aUnconfined compression test.
=700  1\$aLiu, S.,$eauthor.
=700  1\$aSun, D.,$eauthor.
=700  1\$aNishikata, U.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11285J.htm

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=024  7\$a10.1520/GTJ11277J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11277J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.3
=082  04$a631.4/3$223
=100  1\$aHoyos, LR.,$eauthor.
=245  10$aDevelopment of a Stress/Suction-Controlled True Triaxial Testing Device for Unsaturated Soils /$cLR. Hoyos, EJ. Macari.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA servo-controlled, true triaxial (cubical) testing apparatus has been modified to test 10-cm cubical specimens of unsaturated soil under suction-controlled conditions and for a wide range of stress paths. The equipment is a mixed-boundary type of device, with the specimen seated on top of a saturated high-air-entry disk and between five flexible membranes on the remaining sides of the cube. This paper describes the development of the device, including details of main apparatus components, specimen preparation, step-by-step assembling procedure, and the corresponding validation of its suitability for testing unsaturated soils. The device features two independent pore-air pressure and pore-water pressure control/monitoring systems. Matric suction states in the specimens are induced and maintained constant during testing by using the axis-translation technique. A companion paper (Macari and Hoyos Jr. 2001) presents the results from a comprehensive experimental study of the stress-strain response of a recompacted silty sand following simple-to-complex stress paths under suction-controlled conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxis-translation technique.
=650  \0$aHigh-air-entry disk.
=650  \0$aMatric suction.
=650  \0$aMultiaxial stress state.
=650  \0$aPore-air pressure.
=650  \0$aPore-water pressure.
=650  \0$aTrue triaxial apparatus.
=650  \0$asoil-moisture.
=650  \0$aSoils$xEnvironmental aspects.
=650  \0$aunsaturated soils.
=650  14$aUnsaturated soils.
=650  24$aMatric suction.
=650  24$aPore-air pressure.
=650  24$aPore-water pressure.
=650  24$aHigh-air-entry disk.
=650  24$aAxis-translation technique.
=650  24$aTrue triaxial apparatus.
=650  24$aMultiaxial stress state.
=700  1\$aMacari, EJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11277J.htm

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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11287J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11287J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aConsolidation and Permeability Behavior of Segregated and Homogeneous Sediments /$cA. Sridharan, K. Prakash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe ever-increasing demand for the use of marginal lands for various human activities necessitates the need to understand the behavior of soft sediments under the action of external forces. As the segregated sediments are of common occurrence in a freshwater depositional environment, it is essential to understand the compressibility and permeability characteristics of segregated sediments, in addition to those of homogeneous sediments. The present paper discusses the compressibility and permeability behaviors of soft segregated and homogeneous sediments, making use of a simplified seepage consolidation testing procedure developed by the authors. The other variables included in the study are the clay mineralogy of the soil and the stress history of the sediments. The study clearly brings out the significant effect of clay mineralogy on the compressibility characteristics of segregated, normally consolidated sediments. The compressibility behavior of homogeneous soil sediments formed under a given depositional environment, having different clay mineralogy, appears to be similar. It is shown that the coefficient of permeability of any soil is a function of stress history in addition to void ratio and soil type.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aConsolidation.
=650  \0$aPermeability.
=650  \0$aSediments.
=650  \0$amineralogy.
=650  \0$aRocks.
=650  \0$aclays.
=650  14$aClays.
=650  24$aCompressibility.
=650  24$aConsolidation.
=650  24$aMineralogy.
=650  24$aPermeability.
=650  24$aSediments.
=700  1\$aPrakash, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11287J.htm

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=024  7\$a10.1520/GTJ11281J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11281J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC281.5.E9
=082  04$a536/.41$223
=100  1\$aAkbar, A.,$eauthor.
=245  12$aA Flat Dilatometer to Operate in Glacial Tills /$cA. Akbar, BG. Clarke.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe Marchetti flat dilatometer is a simple to operate in-situ testing device that was designed for use in clays, silts, and sands. A new dilatometer has been developed for use in a greater variety of soil types, in particular glacial tills. This probe is more robust than the Marchetti dilatometer because it uses a rigid piston instead of a flexible membrane to load the soil. The new dilatometer is also a research dilatometer incorporating a displacement transducer and pressure transducer. This allows an applied pressure displacement curve to be produced. Tests have been carried out at several sites to compare results from the two dilatometers, check the robustness of the new dilatometer, and produce data to establish new correlations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aDilatometer.
=650  \0$aShear modulus.
=650  \0$aShear strength.
=650  \0$aTills.
=650  \0$aFlat Dilatometer.
=650  \0$aSoils$xCreep.
=650  \0$adilatometers.
=650  14$aDilatometer.
=650  24$aClay.
=650  24$aTills.
=650  24$aShear modulus.
=650  24$aShear strength.
=700  1\$aClarke, BG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11281J.htm

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=024  7\$a10.1520/GTJ11280J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11280J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aChang, M-F,$eauthor.
=245  10$aEvaluation of Initial Specimen Condition and Its Effect on Consolidation Properties of Saturated Clay /$cM-F Chang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThe reliability of results of laboratory tests on soils depends on the specimen quality or the initial specimen condition. The quality of specimens prepared using different methods, from clay samples extracted using different techniques and subjected to different periods of storage, can be evaluated based on the measurement of residual porewater pressure. For a laboratory-fabricated normally consolidated clay, the residual porewater pressure decreases when using an inferior sampling technique or preparation method and when the storage time increases, with the effect from the method of specimen preparation dominating. Results of oedometer tests indicate that consolidation properties are noticeably affected by the initial specimen condition, and reasonably strong correlations exist between the preconsolidation pressure and the coefficient of volume compressibility of the clay and the residual porewater pressures in the test specimens. These corrections can be potentially applied to natural clays, although prior verification is necessary.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aCoefficient of consolidation.
=650  \0$aCompressibility.
=650  \0$aConsolidation.
=650  \0$aOedometer test.
=650  \0$aPreconsolidation pressure.
=650  \0$aResidual porewater pressure.
=650  \0$aSample disturbance.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aCoefficient of consolidation.
=650  24$aClay.
=650  24$aConsolidation.
=650  24$aCompressibility.
=650  24$aOedometer test.
=650  24$aPreconsolidation pressure.
=650  24$aResidual porewater pressure.
=650  24$aSample disturbance.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11280J.htm

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=024  7\$a10.1520/GTJ11278J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11278J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aMacari, EJ.,$eauthor.
=245  10$aMechanical Behavior of an Unsaturated Soil Under Multi-Axial Stress States /$cEJ. Macari, LR. Hoyos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aA series of drained (constant suction) true triaxial tests has been conducted on several identically prepared, 10-cm side, cubical specimens of recompacted silty sand to study the stress-strain-strength behavior of an unsaturated soil under multiaxial stress states and suction-controlled conditions. The experiments were conducted in a stress/suction-controlled true triaxial (cubical) setup following a multi-stage testing scheme. Matric suction states in the specimens were induced and maintained constant during testing by using the axis-translation technique. Imposed stress paths included an initial hydrostatic compression followed by conventional traxial compression, triaxial compression, or simple shear in the first octant of the octahedral stress plane. Test results are used to evaluate the nature of principal strain response of an unsaturated soil along multi-axial stress paths, and to observe the influence of matric suction on the shape, size, and position of the failure envelopes in the octahedral stress plane.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxis-translation technique.
=650  \0$aFailure envelope.
=650  \0$aMatric suction.
=650  \0$aMulti-axial stress state.
=650  \0$aOctahedral stress plane.
=650  \0$aTrue triaxial testing.
=650  \0$aUnsaturated soils.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soils.
=650  24$aMatric suction.
=650  24$aAxis-translation technique.
=650  24$aTrue triaxial testing.
=650  24$aMulti-axial stress state.
=650  24$aFailure envelope.
=650  24$aOctahedral stress plane.
=700  1\$aHoyos, LR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11278J.htm

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=024  7\$a10.1520/GTJ11282J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11282J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGB1003
=082  04$a551.49$223
=100  1\$aFilz, GM.,$eauthor.
=245  10$aDetermining Hydraulic Conductivity of Soil-Bentonite Using the API Filter Press /$cGM. Filz, LB. Henry, GM. Heslin, RR. Davidson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe American Petroleum Institute (API) filter press is commonly used to measure the hydraulic conductivity of soil-bentonite, both during mix design and as a part of construction quality assurance and quality control. However, interpretation of the test results is complicated by the fact that, during the test, the soil-bentonite specimen is consolidated by seepage forces, which produce a variation in effective consolidation stress from the top of the specimen to the bottom. This paper presents the results of a laboratory investigation undertaken to illustrate that seepage consolidation theory provides a logical way to interpret filter press test results. A description of seepage consolidation theory, which relates stress, compressibility, and hydraulic conductivity in soil consolidated by seepage forces, is presented. Following this is a description of the laboratory testing program that involved comparing the hydraulic conductivity of two soil-bentonite mixes, as measured in rigid wall consolidometer permeameter cells, a flexible wall permeameter, and an API filter press. Using seepage consolidation theory to interpret the filter press tests produces hydraulic conductivities consistent with those obtained from the other tests. The filter press test results are used to illustrate a method for estimating the hydraulic conductivity of soil-bentonite in a cutoff wall by taking backfill consolidation pressures into account.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAPI filter press.
=650  \0$aHydraulic conductivity.
=650  \0$aSoil-bentonite.
=650  \0$aseepage.
=650  \0$aSoil consolidation.
=650  \0$aseepage consolidation.
=650  14$aHydraulic conductivity.
=650  24$aSoil-bentonite.
=650  24$aAPI filter press.
=650  24$aSeepage consolidation.
=700  1\$aHenry, LB.,$eauthor.
=700  1\$aHeslin, GM.,$eauthor.
=700  1\$aDavidson, RR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11282J.htm

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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11286J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11286J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aMendoza, MJ.,$eauthor.
=245  10$aQuick and Reliable Procedure for Liquid Limit Determination of Fine-Grained Soils /$cMJ. Mendoza, M. Orozco.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThis paper describes comparative results of liquid limits for fine-grained soils, determined by the percussion-cup standard procedure and alternative techniques with penetrating cones. Microwave oven drying is used as a complement to fall-cone tests. In this way, the liquid limit for a soil sample can be accurate and reliably obtained in about 45 min. The studied cones were the pioneer Swedish cone with 60°  angle and 60 g mass, and the English cone with 30°  and 80 g. Percussion liquid limits differ from those obtained with the cones; however, results of a comprehensive experimental program evince that there exist linear correlations between their liquid limits.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFall-cone test.
=650  \0$aFine-grained soils.
=650  \0$aLiquid limit.
=650  \0$aMicrowave drying.
=650  \0$aPercussion or Casagrande procedure.
=650  \0$aSoil mechanics.
=650  \0$aPlastic analysis (Engineering)
=650  14$aLiquid limit.
=650  24$aFall-cone test.
=650  24$aPercussion or Casagrande procedure.
=650  24$aMicrowave drying.
=650  24$aFine-grained soils.
=700  1\$aOrozco, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11286J.htm

=LDR  03312nab a2200553 i 4500
=001  GTJ11284J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11284J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11284J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD462.6.D46
=082  04$a541.2/8$223
=100  1\$aLikos, WJ.,$eauthor.
=245  12$aA Laser Technique to Quantify the Size, Porosity, and Density of Clay Clusters During Sedimentation /$cWJ. Likos, N. Lu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aA technique is developed for measuring the size, porosity, and density of clay clusters (flocs) and the distributions of these fundamental quantities during sedimentation. A laser-particle counter is used to detect cluster size and size distribution. Cluster velocities are computed by taking measurements at successive time intervals. By comparing the initial cluster size distribution with the measured distribution as sedimentation proceeds, a unique relationship between cluster size and settling velocity can be established. By applying a settling model for porous spheres, a unique relationship between cluster diameter and porosity is then established. Cluster density is calculated using fundamental mass-volume relationships. The technique and its working principles are illustrated via two sets of experiments, one for kaolinite clusters in distilled water and another for kaolinite clusters in 0.5 M NaCl. Consistent with double-layer theory, the results show that the porosity of clusters in distilled water is higher than the porosity of clusters in NaCl solution. The results also show that power-law relationships, which state that cluster porosity increases with cluster size, may not be valid for clusters very close to the primary particle size.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aIntraporosity.
=650  \0$aLaser-particle counter.
=650  \0$aSedimentation testing.
=650  \0$aSoil fabric.
=650  \0$acluster density.
=650  \0$aCluster.
=650  \0$aclay clusters.
=650  14$aClay clusters.
=650  24$aCluster density.
=650  24$aIntraporosity.
=650  24$aSoil fabric.
=650  24$aSedimentation testing.
=650  24$aLaser-particle counter.
=700  1\$aLu, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11284J.htm

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=001  GTJ11288J
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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11288J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11288J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aBarton, ME.,$eauthor.
=245  10$aMeasuring the Effect of Mixed Grading on the Maximum Dry Density of Sands /$cME. Barton, A. Cresswell, R. Brown.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aDuring cut and fill operations, compaction using sands from different sources may be carried out. The resulting mixed sand will have different compaction characteristics than those of the parent sands. An increase in dry density will result as the grading moves towards more ideal characteristics for dense packing. Laboratory compaction tests using pluviation and the vibrating hammer method have been carried out to measure this increase in dry density. The resulting value is generally significantly greater than the result predicted by taking the mean value of dry density given by the parent sands.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction tests.
=650  \0$aCut and fill earthworks.
=650  \0$aPluviation.
=650  \0$aSands.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aSands.
=650  24$aCompaction tests.
=650  24$aPluviation.
=650  24$aCut and fill earthworks.
=700  1\$aCresswell, A.,$eauthor.
=700  1\$aBrown, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11288J.htm

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=001  GTJ11283J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11283J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11283J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.1509789$223
=100  1\$aIskander, MG.,$eauthor.
=245  10$aDesign and Performance of an Electro-Pneumatic Pile Hammer for Laboratory Applications /$cMG. Iskander, RE. Olson, JA. Bay.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aSmall piles used in research programs have generally been installed by pushing or driving using slow mechanical drop hammers, because of the expense and technical difficulties associated with manufacture of realistic small-scale pile driving hammers. However, pushing does not model inertial effects and slow driving does not model diffusive effects in the soil. It remains to be demonstrated whether these effects are important or not. To help clarify this issue, an electronically controlled, single-acting air hammer, with a rated energy of 211 J (156 ft · lb), and an operating frequency of up to 1.2 Hz, was designed and built. The hammer was used successfully to drive 90 mm (3.5 in.) diameter piles into dense sand under a confining pressure of 138 kPa (20 psi). The behavior of the hammer was documented using detailed measurements of time-dependent ram movements, accelerations, and chamber pressures. This paper is concerned with the design and performance of the hammer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration chamber.
=650  \0$aDeep foundation.
=650  \0$aDrivability.
=650  \0$aDriving.
=650  \0$aHammer.
=650  \0$aInstallation.
=650  \0$aPile hammer.
=650  \0$aPile.
=650  \0$aPiling.
=650  \0$aPressure chamber.
=650  \0$aSand.
=650  \0$aSoil.
=650  \0$aPile driving.
=650  \0$aGranular soils.
=650  \0$aFoundation soils.
=650  14$aPile hammer.
=650  24$aHammer.
=650  24$aDriving.
=650  24$aInstallation.
=650  24$aDrivability.
=650  24$aPile.
=650  24$aPiling.
=650  24$aDeep foundation.
=650  24$aCalibration chamber.
=650  24$aPressure chamber.
=650  24$aSoil.
=650  24$aSand.
=700  1\$aOlson, RE.,$eauthor.
=700  1\$aBay, JA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11283J.htm

=LDR  03338nab a2200529 i 4500
=001  GTJ11279J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11279J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11279J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a625.732$223
=100  1\$aBergado, DT.,$eauthor.
=245  10$aInteraction Between Hexagonal Wire Mesh Reinforcement and Silty Sand Backfill /$cDT. Bergado, C. Teerawattanasuk, T. Wongsawanon, P. Voottipruex.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aPullout tests were conducted on hexagonal wire mesh embedded in silty sand locally known as Ayuttaya sand to investigate the soil reinforcement interaction. Two types of hexagonal wire mesh were tested, namely: (a) galvanized (zinc-coated) which has smaller aperture (cell) dimension of 60 by 80 mm and (b) PVC-coated which has larger aperture (cell) dimension of 80 by 100 mm. The tests were conducted under normal pressures ranging from 35 to 91 kPa and the specimens were pulled at a rate of 1 mm/min. The total pullout resistance of hexagonal wire mesh reinforcement consists of two components, namely; friction and bearing resistance. The bearing resistance is higher than the friction resistance for both types of reinforcement. Higher friction and bearing resistances were obtained with increasing normal pressures. The friction and bearing resistances mobilized on the galvanized wire mesh were greater than the PVC-coated wire mesh, due to higher friction coefficient as well as greater number of transverse and longitudinal members (elements) per unit width in the former than the latter. The proposed analytical method of predicting the pullout resistance and displacement relation using the basic soil and reinforcement properties agreed with the test results reasonably well.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing resistance.
=650  \0$aFriction resistance.
=650  \0$aHexagonal wire mesh.
=650  \0$asilty soil.
=650  \0$aSilty sands.
=650  \0$aSoil stabilization.
=650  14$aHexagonal wire mesh.
=650  24$aFriction resistance.
=650  24$aBearing resistance.
=700  1\$aTeerawattanasuk, C.,$eauthor.
=700  1\$aWongsawanon, T.,$eauthor.
=700  1\$aVoottipruex, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11279J.htm

=LDR  03097nab a2200565 i 4500
=001  GTJ100646
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100646$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100646$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aAlramahi, Bashar,$eauthor.
=245  12$aA Suction-Control Apparatus for the Measurement of P and S-wave Velocity in Soils /$cBashar Alramahi, Khalid A. Alshibli, Dante Fratta, Stephen Trautwein.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aThis paper presents a new apparatus for the measurement of P and S-wave velocities in unsaturated soil specimens under controlled net stress and matric suction conditions. The system consists of a triaxial cell modified to enable an independent control of the pore air and water pressures as well as the confining pressure, and to accommodate P and S-wave sources and receivers. The system also includes three servo-controlled pressure pumps, and a computer control system that drives the pressures and acquires volume changes. Three sets of experiments were conducted to verify the system performance. Specific matric suction values were applied while monitoring the stabilization process of capillary pressures using the P and S-wave velocity measurements. Both P and S-wave velocities increase due to the rise in interparticle forces resulting from the increase in matric suction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElastic wave propagation.
=650  \0$aMatric suction control.
=650  \0$aNon-destructive testing.
=650  \0$aSmall-strain stiffness.
=650  \0$aUnsaturated soils.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soils.
=650  24$aMatric suction control.
=650  24$aNon-destructive testing.
=650  24$aElastic wave propagation.
=650  24$aSmall-strain stiffness.
=700  1\$aAlshibli, Khalid A.,$eauthor.
=700  1\$aFratta, Dante,$eauthor.
=700  1\$aTrautwein, Stephen,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100646.htm

=LDR  03479nab a2200601 i 4500
=001  GTJ100773
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100773$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100773$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aWu, Po-Kai,$eauthor.
=245  10$aEffects of Specimen Size and Some Other Factors on the Strength and Deformation of Granular Soil in Direct Shear Tests /$cPo-Kai Wu, Kenichi Matsushima, Fumio Tatsuoka.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (20 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aFour direct shear (DS) apparatuses having different sizes with the specimen lengths ranging from 40 to 800 mm were constructed in the study. The vertical and shear stresses acting on the shear zone were measured as accurately as possible confirming its importance. Noticeable effects of specimen shape were observed. The effects of specimen size were evaluated by performing constant pressure DS tests on a fine poorly graded sand (Toyoura sand) in the small, semimedium, medium and large DS apparatuses and a well-graded sandy gravel in the medium DS apparatus. The residual shear strength of Toyoura sand was independent of the specimen size and initial density. Due likely to specimen size effects on both progressive failure and boundary mechanical restraint, the peak strength decreased with an increase in the specimen size. As the specimen size increased with dense Toyoura sand and as the particle size increased in the medium DS tests, the shear displacement at the peak stress and the ultimate volume increase at the residual state consistently increased while the postpeak strain softening became slower. These specimen size effects can be attributed to the thickness of shear zone and the number of shear bands included in the shear zone.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDilatancy.
=650  \0$aDirect shear test.
=650  \0$aGranular material.
=650  \0$aScale effect.
=650  \0$aShear band.
=650  \0$aShear strength.
=650  \0$aShear zone.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aDirect shear test.
=650  24$aGranular material.
=650  24$aScale effect.
=650  24$aShear band.
=650  24$aShear strength.
=650  24$aShear zone.
=650  24$aDilatancy.
=700  1\$aMatsushima, Kenichi,$eauthor.
=700  1\$aTatsuoka, Fumio,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100773.htm

=LDR  03155nab a2200589 i 4500
=001  GTJ100217
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100217$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100217$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aChoi, Changho,$eauthor.
=245  10$aDevelopment of a True Triaxial Apparatus for Sands and Gravels /$cChangho Choi, Pedro Arduino, Michael D. Harney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aThis paper presents a recently developed true triaxial apparatus and a series of verification studies. The apparatus is capable of handling 241-mm cubical specimens providing the means for testing specimens under a wide variety of stress paths under drained and undrained conditions. It uses flexible boundaries to apply three independently controlled principal stresses with back pressure. The apparatus also uses a fully computer-controlled electro-pneumatic loading system with advanced technology for data control. A testing program is presented for the purpose of verification. Pea-gravel specimens with D50=6.6 mm were tested under fully stress-controlled loading conditions. Stress paths used in this verification study include undrained and drained constant total mean stress paths and conventional triaxial compression and extension stress paths. Results from this study indicate that the newly developed apparatus is capable of capturing the stress-strain characteristics of coarse-grained soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse-grained soil.
=650  \0$aData acquisition.
=650  \0$aGravel.
=650  \0$aStress path.
=650  \0$aStress-strain behavior.
=650  \0$aTrue triaxial testing.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aGravel.
=650  24$aTrue triaxial testing.
=650  24$aStress-strain behavior.
=650  24$aData acquisition.
=650  24$aCoarse-grained soil.
=650  24$aStress path.
=700  1\$aArduino, Pedro,$eauthor.
=700  1\$aHarney, Michael D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100217.htm

=LDR  02925nab a2200433 i 4500
=001  GTJ100878
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100878$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100878$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aBareither, Christopher A.,$eauthor.
=245  10$aReproducibility of Direct Shear Tests Conducted on Granular Backfill Materials /$cChristopher A. Bareither, Craig H. Benson, Tuncer B. Edil.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aIntra-laboratory and inter-laboratory testing was conducted to assess the bias, repeatability, and reproducibility of the shear strength of compacted granular backfill materials tested in direct shear using AASHTO T 236. Inter-laboratory testing was conducted by ten laboratories using four granular backfill materials. Triaxial compression tests were also conducted on the granular backfill materials to establish a reference friction angle (?') for computing bias. Comparison of failure envelopes and friction angles from the intra-laboratory study showed that the test method is highly repeatable (?'±0.1°) when conducted in a single laboratory by a single operator using the same equipment. In contrast, data from the inter-laboratory study showed high variability in the failure envelopes and friction angles, with ?' varying by as much as 18.2°  for a given backfill. Analysis of the data from the inter-laboratory study showed that the reproducibility of direct shear tests on granular backfill is 8.8° . The bias in ?' is -2.5°  when area corrections are not applied and -1.5°  when area corrections are applied.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=700  1\$aBenson, Craig H.,$eauthor.
=700  1\$aEdil, Tuncer B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100878.htm

=LDR  02998nab a2200565 i 4500
=001  GTJ100207
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100207$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100207$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a625.732$223
=100  1\$aCarraro, J. Antonio H.,$eauthor.
=245  12$aA New Slurry-Based Method of Preparation of Specimens of Sand Containing Fines /$cJ. Antonio H. Carraro, Monica Prezzi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b47
=520  3\$aA new method of specimen reconstitution is presented that is appropriate for element testing of sands containing either plastic or nonplastic fines. The method allows reconstitution of homogeneous, saturated specimens of sands containing fines whose stress-strain response closely resembles the stress-strain response of natural soil deposits formed underwater (e.g., alluvial and offshore submarine deposits, hydraulic fills, and tailings dams). A procedure is described to evaluate the maximum void ratio (emax) of sands containing fines under conditions that more appropriately represent soil deposition at its loosest state in aquatic environments. For soils deposited in water, the data obtained with the procedure proposed in this paper suggest that ASTM D 4254 overestimates the emax of sands containing plastic fines and underestimates the emax of sands containing nonplastic fines.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClayey sand.
=650  \0$aFines.
=650  \0$aMaximum and minimum void ratios.
=650  \0$aSilty sand.
=650  \0$aSlurry deposition.
=650  \0$aSpecimen reconstitution method.
=650  \0$aSilty sands.
=650  \0$asands.
=650  14$aSilty sand.
=650  24$aClayey sand.
=650  24$aFines.
=650  24$aMaximum and minimum void ratios.
=650  24$aSpecimen reconstitution method.
=650  24$aSlurry deposition.
=700  1\$aPrezzi, Monica,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100207.htm

=LDR  03025nab a2200577 i 4500
=001  GTJ100769
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100769$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100769$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aCui, Yu-Jun,$eauthor.
=245  10$aMonitoring Field Soil Suction Using a Miniature Tensiometer /$cYu-Jun Cui, Anh-Minh Tang, Altin Theodore Mantho, Emmanuel De Laure.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aAn experimental device was developed to monitor the field soil suction using a miniature tensiometer. This device consists of a double tube system that ensures a good contact between the tensiometer and the soil surface at the bottom of the testing borehole. This system also ensures the periodical retrieving of the tensiometer without disturbing the surrounding soil. This device was used to monitor the soil suction at the site of Boissy-le-Cha?tel, France. The measurement was performed at two depths (25 and 45 cm) during two months (May and June 2004). The recorded suction data are analyzed by comparing with the volumetric water content data recorded using TDR (Time Domain Reflectometer) probes as well as the meteorological data. A good agreement between these results was observed, showing a satisfactory performance of the developed device.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField monitoring.
=650  \0$aMiniature tensiometer.
=650  \0$aSuction.
=650  \0$aVolumetric water content.
=650  \0$aWater retention curve.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aField monitoring.
=650  24$aSuction.
=650  24$aMiniature tensiometer.
=650  24$aTDR.
=650  24$aVolumetric water content.
=650  24$aWater retention curve.
=700  1\$aTang, Anh-Minh,$eauthor.
=700  1\$aMantho, Altin Theodore,$eauthor.
=700  1\$aDe Laure, Emmanuel,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100769.htm

=LDR  03275nab a2200541 i 4500
=001  GTJ100552
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100552$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100552$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aRayhani, M. H. T.,$eauthor.
=245  10$aCharacterization of Glyben for Seismic Applications /$cM. H. T. Rayhani, M. H. El Naggar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aGlyben is artificial clay that is prepared by mixing sodium bentonite powder and glycerin. It is used for laboratory tests and scale modeling for geotechnical applications. The mechanical properties of glyben depend on the bentonite and glycerin mix proportions. The shear strength, dynamic shear modulus, damping ratio, and Poisson's ratio were evaluated for glyben samples prepared with different glycerin/bentonite ratios. Vane shear tests, T-bar tests, hammer tests, and resonant column tests were conducted on glyben specimens and the shear strength and dynamic properties were evaluated considering a wide range of strain values and confining pressure. The measured glyben properties were compared with properties of natural cohesive soils to verify the range of applicability of glyben as a test bed material. It was found that glyben has the same range of strength and dynamic properties as soft to medium stiff clay. The trend of variation of the shear modulus and damping ratios of glyben is similar to that of natural clays. It is noted, however, that the damping ratio of glyben is higher than that of natural clays for shear strains below 0.01%. It was concluded that glyben can reasonably model the nonlinear behavior of natural soil under strong dynamic excitation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDamping ratio.
=650  \0$aGlyben clay.
=650  \0$aResonant column.
=650  \0$aShear modulus.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aGlyben clay.
=650  24$aShear strength.
=650  24$aShear modulus.
=650  24$aDamping ratio.
=650  24$aResonant column.
=700  1\$aEl Naggar, M. H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100552.htm

=LDR  03329nab a2200553 i 4500
=001  GTJ100305
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100305$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100305$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aKhan, Zahid H.,$eauthor.
=245  10$aEvaluation of the First Mode of Vibration and Base Fixidity in Resonant-Column Testing /$cZahid H. Khan, Giovanni Cascante, M. Hesham El-Naggar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aIn resonant column testing (ASTM standard), the shear strain distribution along the height of a specimen is assumed linear and fixed at the base. To investigate these assumptions, specimens of dry sand, mine tailings, and cemented sand are tested at different confinement and shear strain levels. The measured mode shapes for dry sands and mine tailings are linear at low and high strain levels; however, for a stiff cemented-sand specimen the first mode shape presents slippage at the end platens. Resonant frequencies decrease up to 50 % while the damping ratios increase up to 200 % because of this slippage. The coupling between the specimen and end-platens is enhanced using three different agents: gypsum cement, portland cement, and epoxy resin. The epoxy resin produces the best coupling, whereas portland and gypsum cements are effective only at low confinements and strain levels. Even after eliminating the slippage at the end-platens, the shear wave velocity of aluminum and PVC probes decreases with the increase in specimen stiffness because of the lack of base fixidity. To correct this apparent reduction, a new model and calibration procedure based on a two-degree-of-freedom system are proposed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBase stiffness.
=650  \0$aDynamic properties.
=650  \0$aMode shapes.
=650  \0$aResonant column.
=650  \0$aTwo-degree-of-freedom system.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aDynamic properties.
=650  24$aResonant column.
=650  24$aMode shapes.
=650  24$aTwo-degree-of-freedom system.
=650  24$aBase stiffness.
=700  1\$aCascante, Giovanni,$eauthor.
=700  1\$aEl-Naggar, M. Hesham,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100305.htm

=LDR  03205nab a2200517 i 4500
=001  GTJ100800
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100800$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100800$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aOliveira, O. M.,$eauthor.
=245  10$aSuction Equilibration Time for a High Capacity Tensiometer /$cO. M. Oliveira, F. A. M. Marinho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aIt is well established, the importance of the measurement of soil suction for the assessment of mechanical and hydraulic behavior of unsaturated soils. Among the methods to obtain the soil suction, the tensiometer is one of the most convenient and reliable. However conventional tensiometer has a limitation related to the maximum suction it is capable of measure. This limitation was overcome by Ridley and Burland (1993), with the development of a high capacity tensiometer, which is capable of measure suction well above 100 kPa. The equipment has a quick response time, allowing the determination of suction in minutes. This paper presents a study about the factors that affect the equilibrium time for high capacity tensiometers in the laboratory. Soil specimens were prepared at three different conditions, creating different soil structures. In addition to that an investigation about the characteristic of the interface that is required between the soil sample and the porous ceramic of the tensiometer was carried out; showing the role of the paste on the technique. The results also suggested that it is possible to infer the hydraulic conductivity function using the equilibrium curve obtained during the measurement of the soil suction using the high capacity tensiometer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory tests.
=650  \0$aPartial saturation.
=650  \0$aPore pressure.
=650  \0$aSuction.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aLaboratory tests.
=650  24$aPartial saturation.
=650  24$aPore pressure.
=650  24$aSuction.
=700  1\$aMarinho, F. A. M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100800.htm

=LDR  02978nab a2200541 i 4500
=001  GTJ101007
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101007$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101007$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBarros, Pe?rsio L. A.,$eauthor.
=245  10$aOedometer Consolidation Test Analysis by Nonlinear Regression /$cPe?rsio L. A. Barros, Paulo R. O. Pinto.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA numerical method based on least squares nonlinear regression for the evaluation of the consolidation parameters of soils from consolidation tests is presented. A model which includes the initial compression, the primary consolidation, and the secondary compression is used in the regression. This approach allows the resulting regression curve to better fit the experimental data. The method takes the settlement-time readings from the oedometer step-loading consolidation test and calculates automatically the magnitudes of the coefficients of consolidation and of secondary compression. The performance of the proposed method is accessed through consolidation tests executed on four different clay soils, which are analyzed by nonlinear regression and by the usual graphical methods. It is concluded that the proposed method gives results that are close to those obtained by the standard methods of analysis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficient of consolidation.
=650  \0$aConsolidation test.
=650  \0$aLeast squares.
=650  \0$aNonlinear regression.
=650  \0$aSecondary compression.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aConsolidation test.
=650  24$aNonlinear regression.
=650  24$aLeast squares.
=650  24$aCoefficient of consolidation.
=650  24$aSecondary compression.
=700  1\$aPinto, Paulo R. O.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101007.htm

=LDR  02892nab a2200541 i 4500
=001  GTJ102607
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102607$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102607$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aZhao, Honghua,$eauthor.
=245  10$aLow Viscosity Pore Fluid to Manufacture Transparent Soil /$cHonghua Zhao, Louis Ge, Ronaldo Luna.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aTransparent soil has been investigated for its potential as a substitute research media for natural soil. The mechanism for manufacturing the transparent soil is through adding an appropriate pore fluid to silica gel particles with the same refractive index. Two types of high viscosity pore fluids were identified by Iskander in 1994. However, because of the high viscosity of these two pore fluids, air was easily entrapped, which made the manufacture of a large mass of transparent soil difficult. In addition, the identified pore fluids caused serious membrane deterioration during triaxial laboratory testing. This research presented herein is an experimental investigation on low viscosity pore fluids to manufacture transparent soil, including the fluid/particle interaction in the stimulant matrix. Two low viscosity pore fluids were identified with minimum interaction with latex membranes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLow viscosity pore fluids.
=650  \0$aRefractive index.
=650  \0$aSilica gel.
=650  \0$aTransparent soil.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aLow viscosity pore fluids.
=650  24$aTransparent soil.
=650  24$aSilica gel.
=650  24$aRefractive index.
=700  1\$aGe, Louis,$eauthor.
=700  1\$aLuna, Ronaldo,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102607.htm

=LDR  03448nab a2200673 i 4500
=001  GTJ102880
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102880$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102880$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMeric, Dogus,$eauthor.
=245  12$aA Consolidation and Contaminant Transport Device for Assessing Reactive Mat Effectiveness for Subaqueous Sediment Remediation /$cDogus Meric, Thomas C. Sheahan, Akram Alshawabkeh, James Shine.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b44
=520  3\$aThis paper describes the design and fabrication of a new laboratory testing column to assess the effectiveness of a permeable reactive mat for in situ sediment remediation. After the composite mat, which consists of top and bottom filtering geotextile layers and a middle reactive core, is placed on the sediment surface, hydrodynamic dispersion and pore fluid flow carry contaminants through the mat. In the reactive layer, the contaminants react with one or more amendments. A thin cap of new sediment material can be placed on top of the geocomposite to promote a new, healthy benthic community. The processes controlling these geocomposites have not been physically modeled to assess their effectiveness. The new device is fundamentally a sediment column, but with the capability to apply a constant, overlying stress to the sediment-reactive mat column to cause its consolidation. Pressure-volume controllers at the top and bottom of the sediment column allow in situ pressure conditions to be imposed and allow for chemical sampling of inflow/outflow fluids.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aContamination.
=650  \0$aGeotextile.
=650  \0$aLarge strain.
=650  \0$aRemediation.
=650  \0$aSediment.
=650  \0$aSorption.
=650  \0$aTest equipment.
=650  \0$aTransport.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aSediment.
=650  24$aRemediation.
=650  24$aLarge strain.
=650  24$aConsolidation.
=650  24$aGeotextile.
=650  24$aTest equipment.
=650  24$aContamination.
=650  24$aSorption.
=650  24$aTransport.
=700  1\$aSheahan, Thomas C.,$eauthor.
=700  1\$aAlshawabkeh, Akram,$eauthor.
=700  1\$aShine, James,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102880.htm

=LDR  03066nab a2200565 i 4500
=001  GTJ102691
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102691$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102691$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aRajesh, S.,$eauthor.
=245  10$aDevelopment of a Motor-Based Differential Settlement Simulator Setup for a Geotechnical Centrifuge /$cS. Rajesh, B. V. S. Viswanadham.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThis paper presents the design details of a motor-based differential settlement simulator (MDSS) setup for inducing differential settlement in a high gravity environment. The MDSS setup comprises of a motor, controller, screw jack, central platform, gear trains, connecting shaft, and bearings. Various features of the MDSS setup along with its design procedure are described. Calibration and performance tests were performed in a large beam geotechnical centrifuge facility available at Indian Institute of Technology Bombay for inducing differential settlement using the MDSS setup. A design chart was developed for obtaining prototype settlement rates from the speed of the motor and gravity level. The usage of this setup in assessing the deformation behavior of the clay barrier of landfill cover system under various settlement rates is briefly illustrated. The versatility of the developed setup for the applications involving ground loss or boundary displacement problems is highlighted.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aClay barrier.
=650  \0$aDeformability.
=650  \0$aDifferential settlement.
=650  \0$aDistortion.
=650  \0$aModel test.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aCentrifuge.
=650  24$aModel test.
=650  24$aDeformability.
=650  24$aClay barrier.
=650  24$aDifferential settlement.
=650  24$aDistortion.
=700  1\$aViswanadham, B. V. S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102691.htm

=LDR  03660nab a2200589 i 4500
=001  GTJ102935
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102935$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102935$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aCote, Benjamin,$eauthor.
=245  10$aLaboratory Performance Comparison of Stabilized Undercut Subgrade Under Cyclic Loading /$cBenjamin Cote, Brent Robinson, Sangchul Pyo, Young Jin Park, Mohammed Gabr, Roy Borden.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThis study evaluated the performance of undercut subgrade stabilization measures during construction traffic loading prior to final paving. Twenty-two simulated undercut sections with different stabilization configurations over a typically undercut Coastal Plain clay subgrade were built in a large-scale test pit. The subgrade was placed at a California Bearing Ratio of ~2-3 % and stabilized with granular layers, granular layers reinforced with geosynthetics, and lime. Granular layers consisted of either aggregate base course (ABC), sandy select fill, or a multi-layer system with both soil types. The four geosynthetics tested were a woven reinforcement geotextile, a woven separation geotextile, and two biaxial polypropylene geogrids. The soft nature of the subgrade and its consequences on the ability to compact the ABC layer show the importance of carefully analyzing the results when viewed on a comparative basis. Cyclic plate loading simulating construction traffic showed that thicker granular layers produced less surface displacement, barring subgrade strength differences from remolding effects. Tests with lime stabilized subgrade showed the least magnitude of deformation over initial and post-rut repair cycles. ABC tests with geotextile showed improvement over unreinforced sections but only when placed at depths approximately equal to the loading plate diameter and after initial displacements mobilized the geosynthetic strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic plate load tests.
=650  \0$aGeosynthetics.
=650  \0$aLime.
=650  \0$aSubgrade.
=650  \0$aUnpaved roads.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  14$aCyclic plate load tests.
=650  24$aGeosynthetics.
=650  24$aLime.
=650  24$aSubgrade.
=650  24$aUnpaved roads.
=700  1\$aRobinson, Brent,$eauthor.
=700  1\$aPyo, Sangchul,$eauthor.
=700  1\$aPark, Young Jin,$eauthor.
=700  1\$aGabr, Mohammed,$eauthor.
=700  1\$aBorden, Roy,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102935.htm

=LDR  03273nab a2200529 i 4500
=001  GTJ102894
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102894$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102894$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.432028$223
=100  1\$aKim, Nam-Ryong,$eauthor.
=245  12$aA Shear Wave Velocity Tomography System for Geotechnical Centrifuge Testing /$cNam-Ryong Kim, Dong-Soo Kim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aIn physical model tests using geotechnical centrifuge, it is important to evaluate soil properties during centrifugal acceleration due to the effect of stress conditions. A crosshole type shear wave velocity tomography testing system has been developed, and the distribution of maximum shear modulus in sand layers could be evaluated in the centrifuge. Piezoelectric bender elements are installed in the system as shear wave transmitters and receivers for travel time measurement. A driving and measurement system for bender element tests is prepared to be used under centrifuge operating environment. A series of tests using this system has been conducted with uniform sand samples, and the testing procedure and typical signals from bender elements are presented. Tomography inversion considering curved raypaths has been conducted using a total of 256 travel time data determined by measured signals because the first arrivals follow curved raypaths under a stress related linear variation in stiffness with depth. The maximum shear modulus variation with depth, or vertical effective stress, has been verified through comparison with resonant column test results, and the applicability of this system in general centrifuge testing has been confirmed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender element.
=650  \0$aGeotechnical centrifuge.
=650  \0$aPhysical modeling.
=650  \0$aShear wave velocity.
=650  \0$aTomography.
=650  \0$aSoil moisture$vMeasurement.
=650  \0$aSoil porosity$vMeasurement.
=650  14$aPhysical modeling.
=650  24$aGeotechnical centrifuge.
=650  24$aBender element.
=650  24$aShear wave velocity.
=700  1\$aKim, Dong-Soo,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102894.htm

=LDR  03182nab a2200637 i 4500
=001  GTJ102644
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102644$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102644$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aPease, R. Eric,$eauthor.
=245  10$aHydraulic Properties of Asphalt Concrete /$cR. Eric Pease, John C. Stormont, J. Hines, Dan O'Dowd.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThis paper presents the laboratory results and methods used to measure the hydraulic parameters of asphalt concrete core samples. The same testing methods used to measure the saturated hydraulic conductivity and moisture retention in soils were applied to the asphalt concrete cores. Moisture retention was analyzed according to the van Genuchten (1980) mathematical model to produce the drying portion of the moisture retention curves. In addition to standard desorption tests, wetting curves were developed for two asphalt concrete cores. Saturated hydraulic conductivity was measured using a flexible wall permeameter. The asphalt concrete differs from these soils by maintaining a much lower porosity, and the dry asphalt concrete exhibited a water repellant behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAsphalt concrete.
=650  \0$aMoisture characteristic curve.
=650  \0$aSaturated hydraulic conductivity.
=650  \0$aUnsaturated hydraulic conductivity.
=650  \0$aWater drop penetration test.
=650  \0$aWater impellent.
=650  \0$aWater repellant.
=650  \0$aWater retention.
=650  \0$aPenetrometer.
=650  \0$aSoil penetration test.
=650  14$aAsphalt concrete.
=650  24$aUnsaturated hydraulic conductivity.
=650  24$aSaturated hydraulic conductivity.
=650  24$aWater retention.
=650  24$aMoisture characteristic curve.
=650  24$aWater drop penetration test.
=650  24$aWater repellant.
=650  24$aWater impellent.
=700  1\$aStormont, John C.,$eauthor.
=700  1\$aHines, J.,$eauthor.
=700  1\$aO'Dowd, Dan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102644.htm

=LDR  02829nab a2200553 i 4500
=001  GTJ103093
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103093$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103093$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP480
=082  04$a621.5/9$223
=100  1\$aGraham, David S.,$eauthor.
=245  10$aPreparing Very Loose Granular Triaxial Specimens by Ex Situ Freezing /$cDavid S. Graham, David Elton.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aEx situ soil freezing can be used to prepare very loose cohesionless triaxial specimens that can be handled, stored, and transported. This paper describes two freezing techniques, freezing with cold air in a freezer and freezing with liquid nitrogen. These methods are used to prepare very loose saturated Ottawa sand specimens. Special equipment and techniques used for each method are described. The advantages and disadvantages of both methods and the effectiveness of the efforts to minimize disturbance due to volume changes during freezing are discussed. Properties of specimens prepared using each method are presented. The results of 16 consolidated undrained triaxial shear tests are presented. The freezing method affects the amount of volume change during freezing but does not significantly affect the effective angle of internal friction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExpansion.
=650  \0$aLiquid nitrogen.
=650  \0$aLoose.
=650  \0$aOttawa sand.
=650  \0$aTriaxial.
=650  \0$aFreezing.
=650  \0$aLow temperature engineering.
=650  14$aFreezing.
=650  24$aOttawa sand.
=650  24$aLiquid nitrogen.
=650  24$aTriaxial.
=650  24$aLoose.
=650  24$aExpansion.
=700  1\$aElton, David,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103093.htm

=LDR  03234nab a2200553 i 4500
=001  GTJ102872
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102872$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102872$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aArroyo, Marcos,$eauthor.
=245  10$aShear Wave Measurements Using Bender Elements in Argillaceous Rocks /$cMarcos Arroyo, Jubert A. Pineda, Enrique Romero.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aThe bender element technique for the measurement of the small strain shear stiffness of soils is here extended to measurements in very stiff argillaceous rocks that will be subject to artificially induced weathering. Moduli between 3 and 17 GPa are thus determined in natural samples of two different intact materials: Lilla claystone and Opalinus clay. It is explained how practical difficulties related to bender insertion and high frequency testing were overcome. Theoretical difficulties, particularly those related with possible near field noise, are examined in detail. Travel time is established by the first break technique by jointly examining the output from several input signals of different characteristics. The error associated with the technique is bounded by making similar measurements in several dummy samples of materials (aluminum and Lucite) whose well-known elastic properties lie in a similar range to that of the tested geomaterials. The effect of suction on the small strain stiffness of the homogenous Lilla clay samples is shown to be similar to that previously observed-at a lower suction range-in unsaturated compacted soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArgillaceous rocks.
=650  \0$aBender elements.
=650  \0$aReference materials.
=650  \0$aShear modulus.
=650  \0$aSuction.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aBender elements.
=650  24$aArgillaceous rocks.
=650  24$aReference materials.
=650  24$aShear modulus.
=650  24$aSuction.
=700  1\$aPineda, Jubert A.,$eauthor.
=700  1\$aRomero, Enrique,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102872.htm

=LDR  03202nab a2200517 i 4500
=001  GTJ102936
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102936$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102936$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aAli, Faisal H.,$eauthor.
=245  12$aA New Technique for Driven Piles Instrumentation /$cFaisal H. Ali, S. K. Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aCurrently, strain gauges are normally used to monitor the strain development in the pile during static pile load test. For concrete spun pile, the technique used either by incorporating high temperature-resistant strain gauges into the heat-cured production process of the spun piles or by installing an instrumented steel pipe into the hollow core of the spun piles followed by cement grout infilling. The former is extremely unpopular due to high cost of these gauges and the uncertainty over their ability to survive the pile production and driving processes. The shortcoming of the other technique is the infilling of cement grout substantially alters the structural properties of the piles, thus, rendering their load-response behaviour significantly different from that of the actual working piles. This paper highlights the application of a method, recently developed by the authors, which uses retrieval sensors instead of strain gauges which have to be sacrificed in every test. The method is particularly useful to monitor loads and displacements at various levels along the pile shaft and toe of instrumented piles. Results of field tests show high quality, reliable, and consistent data, clearly far exceeding the capability of both conventional methods of using strain gauges.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInstrumentation.
=650  \0$aPile.
=650  \0$aSpring-loaded transducer.
=650  \0$aUltimate capacity.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aPile.
=650  24$aUltimate capacity.
=650  24$aInstrumentation.
=650  24$aSpring-loaded transducer.
=700  1\$aLee, S. K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102936.htm

=LDR  02735nab a2200517 i 4500
=001  GTJ102672
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102672$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102672$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aDijkstra, Jelke,$eauthor.
=245  10$aNew Method of Full-Field Stress Analysis and Measurement Using Photoelasticity /$cJelke Dijkstra, Wout Broere.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b52
=520  3\$aPhotoelastic measurements provide a means to obtain a meaningful representation of the stress state in a granular material over the full area of a plane-strain sample without the need to place stress transducers inside the sample. This method uses the property of non-crystalline materials to become optically anisotropic when put under stress. To measure the resultant relative retardation of a light beam transmitted through a model built from glass grains and a liquid with a matching refractive index in the pores, a full-field polariscope has been built. This setup is able to characterize the stress state in the full-field of the sample with only seven intensity measurements. A plane-strain pile penetration test is used as an example.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFull-field stress measurements.
=650  \0$aPhotoelasticity.
=650  \0$aPhysical model test.
=650  \0$aPile installation.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aPhotoelasticity.
=650  24$aFull-field stress measurements.
=650  24$aPhysical model test.
=650  24$aPile installation.
=700  1\$aBroere, Wout,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102672.htm

=LDR  03068nab a2200493 i 4500
=001  GTJ104317
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104317$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104317$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSadrekarimi, Abouzar,$eauthor.
=245  10$aEffect of Sample-Preparation Method on Critical-State Behavior of Sands /$cAbouzar Sadrekarimi, Scott M. Olson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b71
=520  3\$aIt is well-known that specimen-preparation method and the resulting sand fabric significantly affect sand behavior. In many cases, the fabric and behavior of reconstituted sand samples do not represent those of in-situ deposits. Therefore, understanding the influence of specimen preparation and sand fabric on its behavior, particularly at the critical state, is important for relating the behavior of laboratory reconstituted specimens to in-situ soil response. In this study, the effect of sand fabric and specimen-preparation method on the shearing behavior of three sands is studied using ring-shear tests. Ring-shear tests are used to reach large shear displacements and determine critical states, particularly for dense sand specimens. Moist tamping and air pluviation are used to prepare the specimens. The results indicate that the shearing behavior of sand in ring-shear tests is not only affected by the specimen-preparation method (i.e., sand fabric), but also by particle damage and compressibility. However, these mechanisms do not affect the critical states at which particle rearrangement and damage are complete and the initial sand fabric is completely erased.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear strength of soils$xTesting.
=650  \0$aSoils$xTesting.
=650  14$asand.
=650  24$afabric.
=650  24$aring shear.
=650  24$aspecimen-preparation method.
=650  24$acritical state.
=650  24$aparticle damage.
=700  1\$aOlson, Scott M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104317.htm

=LDR  03653nab a2200565 i 4500
=001  GTJ103852
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103852$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103852$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG315
=082  04$a624.2$223
=100  1\$aLade, Poul V.,$eauthor.
=245  10$aMethod for Uniform Strain Extension Tests on Sand /$cPoul V. Lade, Qiong Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aDrained extension tests on cylindrical specimens indicate that strain localization is consistently encountered in the form of specimen necking. The cause of the strain localization, which initiate early in the test, is the inherent instability in the axisymmetric extension test, which allows stresses, and therefore deformations, to concentrate at the weakest part of the specimen. This instability is the result of the inward radial strains experienced in these tests. The conventional extension test is therefore unreliable for determining soil strength in extension. A method is employed to enforce uniform strains in extension tests on cylindrical specimens by the use of curved steel plates separated by lubricated latex membranes. Using such harnesses, two series of tests were performed, one with short plates and one with long plates. The results of these tests are compared with results from conventional extension tests. The extension tests with the long plate harness are most successful in maintaining uniform strains, and they result in higher rates of dilation and higher strengths than obtained in the conventional extension tests. Detailed comparisons between strain-localized and uniform strain tests are presented. Surprisingly, the strengths obtained from the conventional extension tests after proper area correction are much lower than the strengths produced in extension tests on specimens with both long and short harnesses. It is concluded that the sand behaves differently in tests with soft boundaries than in tests with stiff boundaries, which enforce uniform strains.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExtension test.
=650  \0$aRate of dilation.
=650  \0$aSand.
=650  \0$aShear strength.
=650  \0$aUniform strain.
=650  \0$aIron and steel bridges$xConnecticut$xEvaluation.
=650  \0$aStrains and stresses$xEvaluation.
=650  \0$aSteel bridges.
=650  \0$aStrain gages.
=650  14$aExtension test.
=650  24$aRate of dilation.
=650  24$aSand.
=650  24$aShear strength.
=650  24$aUniform strain.
=700  1\$aWang, Qiong,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103852.htm

=LDR  02777nab a2200529 i 4500
=001  GTJ104353
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104353$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104353$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ776.5
=082  04$a621.312136$223
=100  1\$aCabrera, Miguel Angel,$eauthor.
=245  10$aDynamic Actuator for Centrifuge Modeling of Soil-Structure Interaction /$cMiguel Angel Cabrera, Bernardo Caicedo, Luc Thorel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThis paper presents a new dynamic actuator useful to study soil-structure interactions in a centrifuge. This new dynamic apparatus is based on an amplified piezoelectric actuator. Using this device it is possible to create vibrations in the soil sample of different frequencies and amplitudes. The dynamic actuator consists of a set of weights in a single degree of freedom system plus a piezoelectric actuator and a piezoelectric load cell, which measures the dynamic load. A description of the dynamic actuator and its application to dynamic soil-structure interaction under wind turbines is presented. The calibration of the dynamic actuator and some results of centrifuge tests for shallow and embedded foundations are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aFoundations.
=650  \0$aPiezoelectric actuator.
=650  \0$aSoil-structure interaction.
=650  \0$aWind turbines.
=650  14$aPiezoelectric actuator.
=650  24$aSoil-structure interaction.
=650  24$aCentrifuge modeling.
=650  24$aWind turbines.
=650  24$aFoundations.
=700  1\$aCaicedo, Bernardo,$eauthor.
=700  1\$aThorel, Luc,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104353.htm

=LDR  03426nab a2200625 i 4500
=001  GTJ103756
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103756$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103756$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aLee, Junhwan,$eauthor.
=245  10$aEstimation of Ultimate Lateral Load Capacity of Piles in Sands Using Calibration Chamber Tests /$cJunhwan Lee, Kyuho Paik, Daehong Kim, Donggyu Park.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aCurrent practice for the estimation of the ultimate lateral load capacity of piles is typically based on the vertical effective stress ?'v, while the effect of the lateral effective stress ?'h is not specifically considered. In the present study, calibration chamber lateral pile load tests are conducted to investigate the load response and ultimate lateral load capacity Hu of laterally loaded piles under various soil and stress conditions. In order to determine Hu from load-deflection curves, different criteria are explored and analyzed. From the test results, it is shown that Hu increases significantly with increasing ?'h for a given ?'v. It is also found that lateral deflection of pile at ultimate state tends to increase as the relative density and lateral stress increase. On the basis of the test results, the lateral stress correction factor reflecting the effect of the lateral effective stress ?'h on Hu is proposed. From the test results, it is seen that the proposed procedure using the lateral stress correction factor produces more realistic estimation of Hu. Case examples are selected from the literature and used to compare results measured and predicted using the proposed approach.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarth pressure.
=650  \0$aFailure.
=650  \0$aHorizontal load.
=650  \0$aLoad test.
=650  \0$aModel test.
=650  \0$aPiles.
=650  \0$aPiling (Civil engineering)
=650  \0$aFrictionpiles.
=650  \0$aClay.
=650  \0$aSand.
=650  14$aPiles.
=650  24$aHorizontal load.
=650  24$aEarth pressure.
=650  24$aFailure.
=650  24$aLoad test.
=650  24$aModel test.
=650  24$aSand.
=700  1\$aPaik, Kyuho,$eauthor.
=700  1\$aKim, Daehong,$eauthor.
=700  1\$aPark, Donggyu,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103756.htm

=LDR  02986nab a2200541 i 4500
=001  GTJ103051
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103051$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103051$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSoroush, Abbas,$eauthor.
=245  10$aA Review of the Sand Castle Test for Assessing Collapsibility of Filters in Dams /$cAbbas Soroush, Piltan Tabatabaie Shourijeh, Hamed Farshbaf Aghajani, Alireza Mohammadinia, Amir-Hossien Aminzadeh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b52
=520  3\$aThe Sand Castle (SC) test is a simple test for recognition of collapsibility and self-healing in filter materials. The rather qualitative outcomes and dissimilar techniques implemented in conducting the test complicate judgment about filter performance from the viewpoint of crack-holding propensity. This paper reviews earlier research concerning SC testing and highlights its governing principles. Results of comprehensive SC tests with different methodologies are presented, and the role of various parameters in results of SC tests is elaborated. The influence of basic soil properties (such as water content, relative density, fines content, and plasticity of the fines) on the ability of filters to hold a crack are assessed. Recommendations for appropriate conduct of SC tests and acceptance criteria in relation to field performance are provided.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$acollapsibility.
=650  24$aself-healing.
=650  24$acrack.
=650  24$afilters.
=650  24$asand castle (SC) test.
=650  24$alaboratory testing.
=700  1\$aTabatabaie Shourijeh, Piltan,$eauthor.
=700  1\$aAghajani, Hamed Farshbaf,$eauthor.
=700  1\$aMohammadinia, Alireza,$eauthor.
=700  1\$aAminzadeh, Amir-Hossien,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103051.htm

=LDR  03520nab a2200577 i 4500
=001  GTJ104107
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104107$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104107$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aTennakoon, Nayoma,$eauthor.
=245  14$aThe Role of Ballast-Fouling Characteristics on the Drainage Capacity of Rail Substructure /$cNayoma Tennakoon, Buddhima Indraratna, Cholachat Rujikiatkamjorn, Sanjay Nimbalkar, Tim Neville.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aThe ballast layer is designed to be free draining, but when the voids of the granular medium are wholly or partially filled because of the intrusion of fine particles, the ballast is considered to be "fouled." To ensure acceptable track performance, it is necessary to maintain good drainage within the ballast layer. This paper critically examines the current methods commonly used for evaluating the degree of ballast fouling and, because of their limitations, a new parameter, "void contaminant index" is introduced. A series of large-scale constant head hydraulic conductivity tests were conducted with different levels of fouling to establish the relationship between the void contamination index and the associated hydraulic conductivity. Subsequently, a numerical analysis was executed to simulate more realistic two-dimensional flow under actual track geometry capturing the drainage capacity of ballast in relation to the void contamination index. In the context of observed test data, the drainage condition of the track could be classified into different categories together with a classification chart capturing the degree of fouling. The contents of this paper have already been considered in track maintenance schemes in the states of Queensland and New South Wales.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBallast.
=650  \0$aDrainage.
=650  \0$aFouling material.
=650  \0$aHydraulic conductivity.
=650  \0$aVoid contaminant index.
=650  \0$aEarth pressure.
=650  \0$aSoil mechanics.
=650  14$aBallast.
=650  24$aDrainage.
=650  24$aFouling material.
=650  24$aHydraulic conductivity.
=650  24$aVoid contaminant index.
=700  1\$aIndraratna, Buddhima,$eauthor.
=700  1\$aRujikiatkamjorn, Cholachat,$eauthor.
=700  1\$aNimbalkar, Sanjay,$eauthor.
=700  1\$aNeville, Tim,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104107.htm

=LDR  02986nab a2200541 i 4500
=001  GTJ104336
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104336$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104336$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS623
=082  04$a631.4/5$223
=100  1\$aLu?thi, Marcel,$eauthor.
=245  12$aA Modified Hole Erosion Test (HET-P) Device /$cMarcel Lu?thi, R. Jonathan Fannin, Robert G. Millar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThe Hole Erosion Test (HET) is used to determine a critical value of hydraulic shear stress, and hence erodibility, of a compacted soil specimen with a preformed axial hole. A modification to the HET is described, termed the HET-P, in which a Pitot-static tube is introduced at the outlet of the preformed hole. Tests are reported on three specimens of non-erodible PVC with a 6 mm, 12 mm, or 24 mm diameter hole, respectively. Measurements of total energy head and flow velocity of the exiting jet are obtained with the Pitot-static tube, and correlated with mean flow velocity in the hole. HET-P data obtained for non-erodible specimens show the value of hydraulic gradient deduced from measurement of hydraulic head at the sidewall of the standard HET device overestimates, significantly, the hydraulic shear stress on the boundary of the preformed hole. The error varies with size of the hole diameter, and is found to be as much as one order of magnitude.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical shear stress.
=650  \0$aLaboratory testing.
=650  \0$aPiping.
=650  \0$aPitot-static tube.
=650  \0$aSoil erosion.
=650  \0$aSoils$xEnvironmental aspects.
=650  14$aSoil erosion.
=650  24$aCritical shear stress.
=650  24$aPiping.
=650  24$aPitot-static tube.
=650  24$aLaboratory testing.
=700  1\$aFannin, R. Jonathan,$eauthor.
=700  1\$aMillar, Robert G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104336.htm

=LDR  03471nab a2200541 i 4500
=001  GTJ104260
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104260$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104260$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN23
=082  04$a622/.8$223
=100  1\$aYe, Guan-lin,$eauthor.
=245  10$aAutomated True Triaxial Apparatus and its Application to Over-consolidated Clay /$cGuan-lin Ye, Jia-ren Sheng, Bin Ye, Jian-hua Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aA better understanding of long-term mechanical behavior of over-consolidated clay (OC) is important to numerous geotechnical problems. Most previous experimental studies, however, have used sand or normally consolidated clay (NC); only limited reports of the drained true triaxial test of OC are available. In this paper, an electro-pneumatic (E/P) regulator based automatic control true triaxial apparatus is developed. A mixed boundary loading device designed by Nakai Research Group is used in the apparatus. Unlike other loading devices, the membrane covers not only the vertical but also the horizontal rigid platens, which can apply arbitrary three different principal stresses to the block specimen. The loading pattern that can reduce the corner effect and the interference problem is also analyzed. The method to increase the pressure control precision of the E/P regulator as well as the automatic control system is presented. An extra volume change due to water-absorption of membrane during long time drained test is discussed and a simple solution is proposed. The apparatus is used to study the mechanical properties of NC and OC clays under drained condition. The test results show that the initial stiffness, shear strength and dilatancy are largely influenced by the Lode angle. Furthermore, both the NC and OC clays obey the Matsuoka-Nakai criteria well.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomatic control.
=650  \0$aElectro-pneumatic regulator.
=650  \0$aOver-consolidated clay.
=650  \0$aTrue triaxial apparatus.
=650  \0$aTest apparatus.
=650  \0$aTriaxial apparatus.
=650  14$aTrue triaxial apparatus.
=650  24$aOver-consolidated clay.
=650  24$aAutomatic control.
=650  24$aElectro-pneumatic regulator.
=700  1\$aSheng, Jia-ren,$eauthor.
=700  1\$aYe, Bin,$eauthor.
=700  1\$aWang, Jian-hua,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104260.htm

=LDR  03560nab a2200577 i 4500
=001  GTJ104178
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104178$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104178$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aClaveau-Mallet, Dominique,$eauthor.
=245  10$aPractical Considerations when Using the Swedish Fall Cone /$cDominique Claveau-Mallet, Franc?ois Duhaime, Robert P. Chapuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b51
=520  3\$aThis paper presents the results of Swedish fall cone tests and Casagrande liquid limit tests conducted on saline Champlain Sea clay samples from Lachenaie, Quebec. The main objective was to study a few hitherto unanswered practical questions regarding these testing methods. Penetration range is found to affect the Hansbo's relationship used in fall cone experiments, while the mass and the bluntness degree of the cone have no effect on it. A direct relationship between thixotropic regain in shear strength and sensitivity is found. When measuring the liquid limit, if only the first penetration depth is recorded, results are up to 5 % smaller than those obtained when following the standard procedure of CAN/BNQ-2501-092. With this standard, the average of the first two penetration depths within 0.3 mm of each other is recorded. These penetrations usually follow the bulk of the thixotropic shear strength regain. The Swedish fall cone was compared to the traditional Casagrande apparatus for liquid limit determinations. The two methods yielded identical results in the studied conditions (saline Lachenaie clay with liquid limit between 44% and 75%). An incorrect calibration of the height-of-drop of 1.4 mm led to a mean error of 6 liquid limit points. This error is greater than the theoretical error obtained by assuming that the number of blows is proportional to the square of the height-of-drop.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCasagrande apparatus.
=650  \0$aClay.
=650  \0$aFall cone.
=650  \0$aLiquid limit.
=650  \0$aThixotropy.
=650  \0$aUndrained shear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aClay.
=650  24$aFall cone.
=650  24$aLiquid limit.
=650  24$aUndrained shear strength.
=650  24$aCasagrande apparatus.
=650  24$aThixotropy.
=700  1\$aDuhaime, Franc?ois,$eauthor.
=700  1\$aChapuis, Robert P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104178.htm

=LDR  03079nab a2200637 i 4500
=001  GTJ104221
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104221$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104221$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aBloomquist, David,$eauthor.
=245  14$aThe Rotating Erosion Testing Apparatus (RETA) :$bA Laboratory Device for Measuring Erosion Rates versus Shear Stresses of Rock and Cohesive Materials /$cDavid Bloomquist, D. Max Sheppard, Sidney Schofield, Raphael W. Crowley.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThis paper describes an apparatus for testing the erosion rate of erodible rock and stiff clay as a function of water-flow-induced shear stress. The device, referred to as the Rotating Erosion Testing Apparatus, or RETA, is similar in design to other devices but has a number of advantages. The RETA uses a real-time control unit that monitors the shear stress via the torque imparted to the sample and adjusts its rotational speed to maintain a nearly constant shear stress throughout the test. RETA test results have been used to estimate local sediment erosion rates at structures founded in these types of bed materials.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesive sediment erosion.
=650  \0$aCohesive sediment scour.
=650  \0$aErosion rate.
=650  \0$aRock erosion.
=650  \0$aRock scour.
=650  \0$aRotating erosion testing device.
=650  \0$aScour.
=650  \0$aShear stress.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aScour.
=650  24$aErosion rate.
=650  24$aRotating erosion testing device.
=650  24$aShear stress.
=650  24$aRock erosion.
=650  24$aCohesive sediment erosion.
=650  24$aRock scour.
=650  24$aCohesive sediment scour.
=700  1\$aSheppard, D. Max,$eauthor.
=700  1\$aSchofield, Sidney,$eauthor.
=700  1\$aCrowley, Raphael W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104221.htm

=LDR  03478nab a2200541 i 4500
=001  GTJ103990
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103990$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103990$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aJo, Seon-Ah,$eauthor.
=245  10$aGeotechnical Characteristics of an Aerated Soil-Stabilizer Mixture as Backfill Material /$cSeon-Ah Jo, Changho Lee, Yujin Lim, Kyu-Nam Jin, Gye-Chun Cho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b51
=520  3\$aA considerable amount of effort has been made to find alternatives to conventional backfill materials in civil engineering works because conventional backfilling has disadvantages including insufficient compaction and shortages in the supply of natural materials. A flowable and lightweight fill material, specifically an aerated soil-stabilizer mixture (ASSM), is one such alternative to solve these problems. The geotechnical properties of ASSM with various water content levels were measured and analyzed to determine the optimal mixing ratio. The water content level controls the geotechnical characteristics of ASSM. ASSM mixed with a water content of 25 % yields the highest compressive and shear strengths and shows a suitable density and an allowable degree of vertical deformation. A series of laboratory tests was performed to estimate the geotechnical characteristics of the optimally mixed ASSM. The density, vertical deformation, compressive and shear strength, shear modulus, and coefficient of lateral earth pressure at rest (K0) were measured. Its suitability as a backfill material was then investigated in comparisons with other backfill materials. ASSM shows better performance than typical backfill materials, as its strength, shear modulus, and linear threshold strain are higher, whereas its density and K0 values are smaller.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear strength of soils$xTesting.
=650  \0$aSoils$xTesting.
=650  14$acoefficient of lateral earth pressure at rest.
=650  24$aflowable material.
=650  24$ahydraulic conductivity.
=650  24$alightweight backfill.
=650  24$alinear threshold strain.
=650  24$amass density.
=650  24$ashear modulus.
=700  1\$aLee, Changho,$eauthor.
=700  1\$aLim, Yujin,$eauthor.
=700  1\$aJin, Kyu-Nam,$eauthor.
=700  1\$aCho, Gye-Chun,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103990.htm

=LDR  03137nab a2200601 i 4500
=001  GTJ103394
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103394$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103394$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA680
=082  04$a624.1834105$223
=100  1\$aGoreham, V.,$eauthor.
=245  10$aCharacterizing Porosity and Diffusive Properties of Monolithic Cement-Based Solidified/Stabilized Materials /$cV. Goreham, C. B. Lake, P. K. Yuet.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aThis paper presents the application of a single reservoir diffusion test to determine both the effective porosity of a soil-cement matrix and the diffusivity of tritium through saturated, monolithic, cement solidified/stabilized wasteforms. Testing was performed on a laboratory mixture of cement paste, sand, and kaolinite. The influence of porosity on the proper interpretation of the diffusion tests was examined. Results of tests on three replicate specimens were consistent and indicate effective porosities of 0.26 to 0.28 and effective diffusive coefficients of 2.5 × 10-10 to 3.0 × 10-10 m2/s. The effect of curing time is discussed. Products of the effective diffusion coefficients and porosity (neDe) decreased by 22 % from specimens cured for 14 days to specimens cured for 28 days prior to testing while from 70 to 126 days of curing neDe only changed by 8 %. This suggests that curing should be carried out for greater than 70 days prior to conducting these tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aDiffusion.
=650  \0$aLaboratory.
=650  \0$aMonolith.
=650  \0$aSolidification.
=650  \0$aStabilization.
=650  \0$aTritiated water.
=650  \0$aConcrete.
=650  \0$aConcrete construction.
=650  14$aDiffusion.
=650  24$aCement.
=650  24$aSolidification.
=650  24$aStabilization.
=650  24$aLaboratory.
=650  24$aMonolith.
=650  24$aTritiated water.
=700  1\$aLake, C. B.,$eauthor.
=700  1\$aYuet, P. K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103394.htm

=LDR  03935nab a2200613 i 4500
=001  GTJ103512
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103512$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103512$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.706$223
=100  1\$aLaman, Mustafa,$eauthor.
=245  10$aField Test of Circular Footings on Reinforced Granular Fill Layer Overlying a Clay Bed /$cMustafa Laman, Abdulazim Yildiz, Murat Ornek, Ahmet Demir.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThe ultimate bearing capacity and settlement of a circular shallow rigid plate on compacted granular fill layer with and without geogrid reinforcement overlying on natural clay deposit exhibiting low bearing capacity and large settlement have been investigated. A total of 15 field tests were carried out using a circular model rigid plate with a diameter of 0.90 m. This study has been initially directed to evaluate the beneficial effects of the compacted granular fill layer on natural clay deposit for the shallow rigid plate performance. Then, the reinforcing effect of the top granular fill layer with horizontal layers of welded geogrid reinforcement on the bearing capacity and settlement has been studied. Parameters of the testing program include granular fill thickness, depth of first reinforcement, vertical spacing of reinforcement layers, and number of reinforcement layers. Bearing capacity ratio (BCR) and percentage reduction in settlement (PRS) were defined to evaluate improvement performance. Based on the test results, the effect of the granular fill and welded geogrid reinforcement on the bearing capacity and settlement are discussed. The results indicate that the use of granular fill layers over natural clay soils has considerable effects on the bearing capacity and settlement characteristics. The construction of granular fill layer with welded geogrid reinforcement over clay deposit helps in redistributing the applied load to a wider area. It has been observed that the use of welded geogrid reinforcement in granular fill layer provides additional improvement of bearing capacity and provides reduction in settlement of the rigid plate up to 80 and 60 %, respectively.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aField tests.
=650  \0$aGranular fill layer.
=650  \0$aLarge scale.
=650  \0$aWelded geogrid.
=650  \0$aSoil mechanics.
=650  \0$aSoil nailing.
=650  \0$aSoil stabilization.
=650  \0$aReinforced earth.
=650  \0$aGeotextiles.
=650  \0$aGeotechnical engineering.
=650  14$aLarge scale.
=650  24$aField tests.
=650  24$aClay.
=650  24$aGranular fill layer.
=650  24$aWelded geogrid.
=700  1\$aYildiz, Abdulazim,$eauthor.
=700  1\$aOrnek, Murat,$eauthor.
=700  1\$aDemir, Ahmet,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103512.htm

=LDR  03930nab a2200661 i 4500
=001  GTJ103814
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103814$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103814$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aCrowley, Raphael W.,$eauthor.
=245  14$aThe Sediment Erosion Rate Flume (SERF) :$bA New Testing Device for Measuring Soil Erosion Rate and Shear Stress /$cRaphael W. Crowley, David B. Bloomquist, Falak D. Shah, Courtney M. Holst.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aA new apparatus that measures soil erosion in a flume is described. It is designed to measure a bed material's erosion rate and approximate its corresponding applied shear stress (erosion function). The apparatus, or Sediment Erosion Rate Flume (SERF), is unlike similar devices, in that during an erosion test, sample advancement is computer-controlled through a feedback loop via a series of lasers, ultrasonic depth sensors, and a Servo-stepper motor. Because of this computerized control mechanism, the SERF can be used to measure near-instantaneous erosion rate as opposed to average erosion rate over an elapsed time domain. Also, included with the SERF is a device that can measure shear stress directly for a sample with a certain uniform roughness. Using the SERF, erosion versus time curves were used to estimate erosion rate for both synthetic and natural samples. For synthetic samples, a roughness approximation was conducted to estimate shear stress. Tests with the shear stress sensor appear to indicate that smooth-wall approximations used in previous flume-style erosion rate testing apparatuses under-predict shear stress. However, further analysis of erosion results indicates that the smooth-wall approximation is conservative; and until a direct method for measuring shear stress is discovered, it may be appropriate for devices like this. Using this rationale, erosion functions were estimated for natural samples.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesive erosion.
=650  \0$aErosion rate.
=650  \0$aFlume-style erosion testing device.
=650  \0$aRock erosion.
=650  \0$aSand erosion.
=650  \0$aSand-clay erosion.
=650  \0$aScour.
=650  \0$aSediment erosion rate flume.
=650  \0$aShear stress.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aScour.
=650  24$aErosion rate.
=650  24$aFlume-style erosion testing device.
=650  24$aShear stress.
=650  24$aRock erosion.
=650  24$aCohesive erosion.
=650  24$aSand erosion.
=650  24$aSand-clay erosion.
=650  24$aSediment erosion rate flume.
=700  1\$aBloomquist, David B.,$eauthor.
=700  1\$aShah, Falak D.,$eauthor.
=700  1\$aHolst, Courtney M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103814.htm

=LDR  03487nab a2200565 i 4500
=001  GTJ103864
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103864$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103864$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA174
=082  04$a620.43$223
=100  1\$aFang, Kai,$eauthor.
=245  10$aLaboratory Studies on Pressure Filtration in Post-Grouting of Drilled Shaft Tips in Clay /$cKai Fang, Zhongmiao Zhang, Jian Zou, Zhijie Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aPractice has proved that significant tip capacity improvement can be realized through pressure grouting for drilled shaft tips in clay. A comprehensive series of laboratory model experiments were conducted in order to study the influence of pressure filtration on tip improvement and provide an insight into the influence factors of pressure filtration. The fundamental variables that could affect pressure filtration behavior, including filtration pressure P, water cement ratio wi, and clay thickness H were studied in these experiments. Results indicate that the velocity of pressure filtration is determined by the velocity of water through clay. The final water cement ratio of grout is maintained at about 0.3 after the pressure filtration process regardless of the initial water content under the pressures of 75-225 kPa. Atomic absorption spectrometry and scanning electron microscopy were used to study the mechanism of exchange of cations. The analyses reveal that the Ca2+ ions from cement grout exchange with Na+ and K+ adsorbed in clay particles. The separated clay particles become more close to each other after the exchange of cations. In addition, the results of laboratory direct shear tests show that the shear strength of the clay after pressure filtration is also increased due to the compression of the clay and the exchange of cations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aModel experiment.
=650  \0$aPost-grouting.
=650  \0$aPressure filtration.
=650  \0$aFilters and filtration.
=650  \0$aHigh pressure (Technology)
=650  \0$aHigh temperatures.
=650  \0$aPollution control equipment.
=650  14$aPressure filtration.
=650  24$aPost-grouting.
=650  24$aModel experiment.
=650  24$aClay.
=700  1\$aZhang, Zhongmiao,$eauthor.
=700  1\$aZou, Jian,$eauthor.
=700  1\$aWang, Zhijie,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103864.htm

=LDR  03956nab a2200565 i 4500
=001  GTJ103869
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103869$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103869$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE208.5
=082  04$a624/.1513$223
=100  1\$aHuang, Pao-Tsung,$eauthor.
=245  10$aIdentification of Low-Organic-Content Soils :$bAn Engineering Approach /$cPao-Tsung Huang, Antonio Bobet, Marika Santagata.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aFrom a geotechnical engineering perspective, the presence of organic matter in soils can often be a concern, because of its negative impact on many mechanical properties and its potential interference with soil stabilization reactions. For this reason, many regulating agencies have strict limits on the maximum allowable organic content in subgrade soils and backfills, requiring that it fall below a threshold value in the 2 %-7 % range. Methods currently used in practice for the identification of organic soils and for the quantification of organic matter have shortcomings when applied to soils with organic matter content less than ~10 %-15 %. For such soils, the loss on ignition often overestimates the true organic content, and the criteria employed by the ASTM and the American Association of State Highway and Transportation Officials classification systems are generally insensitive to the presence of these amounts of organic matter. This paper presents the results of a study conducted to identify a practical approach for the identification of soils with organic content in the 3 %-15 % range. The study explored the relationship between true organic content, as determined through the dry combustion test, and the results of three tests: loss on ignition, Atterberg limits (with and without oven drying), and the colorimetric test. Tests were conducted on a number of natural soil samples, select clay minerals, and three types of laboratory-prepared soils. It was found that the combined use of these tests is effective in screening soils for the presence of percentages of organic matter in the 3 %-15 % range. Results of thermal gravimetric analyses, differential scanning calorimetry, and x-ray diffraction analyses performed on select tests provide an improved scientific understanding of the results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aColorimetric test.
=650  \0$aLiquid limit ratio.
=650  \0$aLoss on ignition.
=650  \0$aSoils$xDensity$xMeasurement.
=650  \0$aSoils$xTesting.
=650  \0$aPrecision.
=650  \0$aOrganic content.
=650  14$aOrganic content.
=650  24$aLoss on ignition.
=650  24$aAtterberg limits.
=650  24$aLiquid limit ratio.
=650  24$aColorimetric test.
=700  1\$aBobet, Antonio,$eauthor.
=700  1\$aSantagata, Marika,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103869.htm

=LDR  02557nab a2200505 i 4500
=001  GTJ10525J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10525J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10525J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aIshibashi, I.,$eauthor.
=245  10$aEffect of Grain Characteristics on Liquefaction Potential-In Search of Standard Sand for Cyclic Strength /$cI. Ishibashi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aSince the original Monterey 0 sand, which had been used for cyclic triaxial testing system calibration, is not available any more, the search for an alternative sand was started. In order to provide useful information for the above purpose, liquefaction potentials were evaluated for Monterey 0 and 0/30 sands and for ASTM Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or 50-mm Cube) (C 109) Ottawa sands from various sources. The results clearly indicated that the liquefaction potential was very sensitive to slight changes in material properties (mean grain size, coefficient of uniformity, sphericity, and volume decrease potential).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic strength.
=650  \0$aPore water pressures.
=650  \0$aSands.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aliquefaction.
=650  14$aLiquefaction.
=650  24$aSands.
=650  24$aPore water pressures.
=650  24$aCyclic strength.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10525J.htm

=LDR  02542nab a2200553 i 4500
=001  GTJ10526J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10526J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10526J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aHryciw, RD.,$eauthor.
=245  10$aGeotextile Filters for a Large Liquefaction Tank /$cRD. Hryciw, J-M Cornet, CH. Dowding.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aA large liquefaction tank used to prepare sand for laboratory testing required a 107-cm (42-in.) diameter filter. The filter was needed to separate the sand from water diffusers below, to facilitate a uniform upward flow of water, and to filter out undersired fines. The chosen design consisted of two geotextile fabrics sandwiched between a perforated plexiglass sheet and a steel grating. Selection of the geotextiles was based on the fabrics' porosities, permeabilities, and pore sizes. The system has been a success and has required no maintenance in over four years of usage.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFilters.
=650  \0$aGeotextiles.
=650  \0$aLaboratory tests.
=650  \0$aSands.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aliquefaction.
=650  14$aSands.
=650  24$aFilters.
=650  24$aLiquefaction.
=650  24$aLaboratory tests.
=650  24$aGeotextiles.
=700  1\$aCornet, J-M,$eauthor.
=700  1\$aDowding, CH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10526J.htm

=LDR  01955nab a2200493 i 4500
=001  GTJ10527J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10527J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10527J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aParkin, AK.,$eauthor.
=245  10$aDiscussion of "The Theory of One-Dimensional Consolidation of Saturated Clays :$bIII. Existing Testing Procedures and Analyses" by D. Znidarcic, P. Croce, V. Pane, H.-Y. Ko, H. W. Olsen, and R. L. Schiffman /$cAK. Parkin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aConsolidation rate.
=650  \0$aLaboratory tests.
=650  \0$aSoils.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=650  14$aClays.
=650  24$aConsolidation rate.
=650  24$aSoils.
=650  24$aLaboratory tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10527J.htm

=LDR  02838nab a2200529 i 4500
=001  GTJ10521J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10521J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10521J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP808
=082  04$a738.1$223
=100  1\$aSivapullaiah, PV.,$eauthor.
=245  10$aLiquid Limit of Soil Mixtures /$cPV. Sivapullaiah, A. Sridharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe liquid limit test is one of the most widely used tests in the soil engineering practice. Several properties, including mechanical properties (for example, compressive index), have correlations with the liquid limit. In this paper detailed investigations of the liquid limit of soil mixturs have been carried out using bentonite, kaolinite, sand (coarse grained, fine grained, rounded and angular shaped), and silts. Based on the results obtained, it has been shown that the liquid limits of soil mixtures are not governed by the linear law of mixtures. While the shape of the sand was not found to influence the liquid limit, the size of the sand particles had a definite influence. Liquid limit obtained by the cone method is lesser than the limit obtained by using the Casagrande apparatus. A good relationship exists between the results of these two methods. A procedure for obtaining the liquid limit of low plastic soil has been suggested.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLinear law.
=650  \0$aPlastic limit.
=650  \0$aPlasticity index.
=650  \0$aclays.
=650  \0$aSoil Mixtures.
=650  \0$aliquid limit.
=650  14$aLiquid limit.
=650  24$aClays.
=650  24$aPlasticity index.
=650  24$aPlastic limit.
=650  24$aLinear law.
=700  1\$aSridharan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10521J.htm

=LDR  02873nab a2200601 i 4500
=001  GTJ10522J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10522J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10522J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aLam, TSK,$eauthor.
=245  12$aA Scanning Device to Quantify Joint Surface Roughness /$cTSK Lam, IW. Johnston.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe shear strength characteristics of rock joints are highly dependent on the roughness of the joint surfaces. However, roughness is a relative term and current methods of describing roughness in quantitative terms are generally not suited to detailed analytical scrutiny. In connection with an investigation into the development of side shear resistance in rough rock socketed piles, a scanning device, which was automatic and free from operator subjectivity, was developed to provide detailed measurements of surface roughness of joint samples obtained in situ. The data collected were suitable for statistical analysis so that surface roughness could be uniquely quantified. The design and operation of the device is described, and an example of scanning is presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEquipment.
=650  \0$aJoints.
=650  \0$aMeasurement.
=650  \0$aRoughness.
=650  \0$aShear strength test.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$arocks.
=650  \0$astatistical analysis.
=650  14$aJoints.
=650  24$aRocks.
=650  24$aShear strength.
=650  24$aStatistical analysis.
=650  24$aEquipment.
=650  24$aMeasurement.
=650  24$aRoughness.
=650  24$aShear strength test.
=700  1\$aJohnston, IW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10522J.htm

=LDR  02948nab a2200553 i 4500
=001  GTJ10524J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10524J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10524J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.1/5132$223
=100  1\$aHeiniger, C.,$eauthor.
=245  10$aResonant-Column Apparatus for Coarse-Grained Materials /$cC. Heiniger, JA. Studer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aTo investigate the low-strain dynamic properties of soils with grain size up to 25 mm (1 in.), a resonant column apparatus for specimens of 150 mm (6 in.) diameter and 450 mm (18 in.) height has been developed. Fine-grained materials can be tested using smaller specimens of at least 50 mm (2 in.) diameter. Compressive and torsional wave propagation at strains of the order of 10-4% and into the nonlinear range (up to approximately 5 × 10-2%) can be investigated at ambient air pressure up to 600 kPa (87 psi). Keeping the amplitude of excitation constant by means of an electronic feedback system, the specimen's resonant frequency and amplification can be found directly from the response curve by recording the amplitude ratio of accelerations at both ends of the specimen as a function of frequency. The equipment can be adapted to special research requirements or used to carry out routine measurements for scientific consulting.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamics.
=650  \0$aEarthquakes.
=650  \0$aElastic modulus.
=650  \0$aParticle sizes.
=650  \0$aResonant column tests.
=650  \0$arock mechanics.
=650  \0$aCoarse-Grained Materials.
=650  14$aDynamics.
=650  24$aElastic modulus.
=650  24$aEarthquakes.
=650  24$aRock mechanics.
=650  24$aParticle sizes.
=650  24$aResonant column tests.
=700  1\$aStuder, JA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10524J.htm

=LDR  02954nab a2200661 i 4500
=001  GTJ10523J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10523J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10523J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aRad, NS.,$eauthor.
=245  10$aPore-Pressure Response of the Piezocone Penetrometer /$cNS. Rad, MT. Tumay.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aCone penetrometers have been increasingly used in geotechnical investigations during the past several decades. The cone penetration test is recognized as a reliable, simple, fast, and economical in-situ testing technique. Implementation of pore-pressure transducers inside cone penetrometers to monitor the penetration pore pressure during a sounding has strongly increased their applicability and versatility. However, the accuracy of the recorded pore pressures and especially the effect of the degree of saturation of the pore pressure measuring system on the monitored values are debatable. This study is an attempt to provide a deeper insight into this matter.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic pressure.
=650  \0$aFilters.
=650  \0$aHydraulic conductivity.
=650  \0$aIn-situ testing.
=650  \0$aLaboratory tests.
=650  \0$aPiezocone.
=650  \0$aSaturation.
=650  \0$aStep pressure.
=650  \0$aTheoretical formulation.
=650  \0$aPenetrometer.
=650  \0$apore pressures.
=650  \0$aSoil penetration test.
=650  14$aFilters.
=650  24$aHydraulic conductivity.
=650  24$aLaboratory tests.
=650  24$aPore pressures.
=650  24$aSaturation.
=650  24$aCyclic pressure.
=650  24$aIn-situ testing.
=650  24$aPiezocone.
=650  24$aStep pressure.
=650  24$aTheoretical formulation.
=700  1\$aTumay, MT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10523J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10520J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10520J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aWong, RKS,$eauthor.
=245  10$aDeterminations and Uses of Strain Distributions in Sand Samples /$cRKS Wong, JRF Arthur.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe determination of strain distributions in dense sand samples is described in this paper. An estimate of all the possible errors during the measurement of strains is also made. It is shown that the much cheaper photographic method can replace radiography under plane strain conditions as a means of recording strains. Detailed strain distributions allow the evaluation of shear apparatus performance, and the strain distributions obtained in the directional shear cell are found to be as uniform as samples tested in the triaxial cell with "frictionless" ends. Using these strain distribution data, the inhomogeneous deformation response to uniform stresses of the most uniform sand samples is revealed and discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformation.
=650  \0$aDrained shear tests.
=650  \0$aHeterogeneity.
=650  \0$aPhotography.
=650  \0$aPlane strain distribution measurements.
=650  \0$aRadiography.
=650  \0$aSands.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aStrain Distributions.
=650  14$aDeformation.
=650  24$aDrained shear tests.
=650  24$aSands.
=650  24$aHeterogeneity.
=650  24$aPhotography.
=650  24$aRadiography.
=650  24$aPlane strain distribution measurements.
=700  1\$aArthur, JRF,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10520J.htm

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=001  GTJ10983J
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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10983J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10983J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE716.L8
=082  04$a388.109763$223
=100  1\$aPrapaharan, S.,$eauthor.
=245  10$aPore Size Distribution of Nonwoven Geotextiles /$cS. Prapaharan, RD. Holtz, JD. Luna.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe applicability of the mercury intrusion technique to determine the pore size distribution (PSD) of geotextiles was evaluated. The method was found to be simple and rapid, and an ASTM standard for soils and rocks already exists (ASTM Test Method for Determination of the Pore Volume and Pore Volume Distribution of Soil and Rock by Mercury Intrusion Porosimetry [D 4404]). The PSD determined from the mercury intrusion technique on nonwoven geotextiles was compared to that obtained from the Image Analyser, and the results are in good agreement. It was also found that the PSD of compressed fabrics, the case in most field installations, can be obtained by testing the specimen compressed to a known thickness between two perforated plates. Finally, the permeability of the fabric was predicted from PSD data, and the values agreed very well with those obtained experimentally.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFilter criteria.
=650  \0$aPermeability.
=650  \0$aPore size distribution.
=650  \0$anonwoven geotextiles.
=650  \0$amercury intrusion technique.
=650  \0$aimage analyser.
=650  14$aNonwoven geotextiles.
=650  24$aMercury intrusion technique.
=650  24$aImage analyser.
=650  24$aPore size distribution.
=650  24$aPermeability.
=650  24$aFilter criteria.
=700  1\$aHoltz, RD.,$eauthor.
=700  1\$aLuna, JD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10983J.htm

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=024  7\$a10.1520/GTJ10987J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10987J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aHird, CC.,$eauthor.
=245  14$aThe Use of Proximity Transducers for Local Strain Measurements in Triaxial Tests /$cCC. Hird, PCY Yung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aA description is given of an instrumentation system suitable for measuring axial and radial strains locally in the central region of a triaxial specimen. The system is primarily intended to measure small strains and is one of several that may be employed to avoid errors associated with conventional measurements. A theoretical assessment is made of the accuracy achieved at strains of up to 0.1%. Experimental results are also presented to illustrate the extent of various random errors.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aErrors.
=650  \0$aInstrumentation.
=650  \0$asoil tests.
=650  \0$atriaxial tests.
=650  \0$astrain measurement.
=650  14$aSoil tests.
=650  24$aTriaxial tests.
=650  24$aStrain measurement.
=650  24$aErrors.
=650  24$aInstrumentation.
=700  1\$aYung, PCY,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10987J.htm

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=001  GTJ10992J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10992J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10992J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.118$223
=100  1\$aRowlands, GO.,$eauthor.
=245  14$aThe Influence of the Shape of a Pile Shoe on a Model Pile Penetrating Layered Soil /$cGO. Rowlands.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aThis is an account of a small-scale model study to examine the influence of the shape of pile shoes on the behavior of piles. A model pile 32 mm diameter was driven at a constant rate of penetration into sand overlying a layered clay in a container and with four different shapes of pile shoes. The test results indicate that the load penetration curves assume constant values in the sand and the clay, respectively, but the values at the interactive stage of the sand and the clay lie between the two extreme values obtained in the two strata. The final shape of the plug of sand driven ahead of the pile is independent of the shape of the pile shoe in every case.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aDragdown.
=650  \0$aModel piles.
=650  \0$aSand plug.
=650  \0$aSands.
=650  \0$aShoe shape.
=650  \0$aHeat resistant materials.
=650  \0$aCeramic engineering.
=650  \0$aCeramic materials.
=650  14$aModel piles.
=650  24$aShoe shape.
=650  24$aDragdown.
=650  24$aSands.
=650  24$aClays.
=650  24$aSand plug.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10992J.htm

=LDR  02943nab a2200565 i 4500
=001  GTJ10985J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10985J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10985J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQR201.V55
=082  04$a616.9/101$223
=100  1\$aFragaszy, RJ.,$eauthor.
=245  10$aCentrifuge Modeling for Projectile Penetration Studies /$cRJ. Fragaszy, T. Taylor.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThis paper describes the rationale for using centrifuge modeling for projectile penetration studies in granular soils and presents details of a projectile delivery system that has been used to conduct centrifuge penetration tests. Included in the rationale is a dimensional analysis that indicates that self-weight induced stresses in the prototype soil mass should be duplicated in the model. Details of the design and construction of a projectile delivery system using a modified pistol with interchangeable barrels are presented. Comparisons between 1 g and centrifuge tests and the results of modeling-of-models centrifuge tests are also presented. These tests confirm the hypothesis that centrifuge modeling is a valid experimental technique for this phenomenon. It is also shown that 1 g and centrifuge data both fit on a single power curve relating prototype penetration to prototype mass to area ratio of the projectile.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aDimensional analysis.
=650  \0$aSands.
=650  \0$aSoil dynamics.
=650  \0$apenetration.
=650  \0$apenetrator.
=650  \0$aprojectile.
=650  14$aCentrifuge modeling.
=650  24$aDimensional analysis.
=650  24$aPenetration.
=650  24$aPenetrator.
=650  24$aProjectile.
=650  24$aSands.
=650  24$aSoil dynamics.
=700  1\$aTaylor, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10985J.htm

=LDR  02463nab a2200565 i 4500
=001  GTJ10991J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10991J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10991J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRB113
=082  04$a611/.0181$223
=100  1\$aLo, S-CR,$eauthor.
=245  12$aA Technique for Reducing Membrane Penetration and Bedding Errors /$cS-CR Lo, J. Chu, IK. Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aAn expedient technique of reducing, significantly, membrane penetration errors and bedding errors at the platens is presented. This technique consists of coating the specimen/membrane and specimen/platen interfaces with a film of liquid rubber of appropriate thickness and properties. This film of liquid rubber is then squeezed into the interstices by a small seatting load/pressure before completion of curing. The effectiveness of this technique is demonstrated by a series of testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aError.
=650  \0$aStrain.
=650  \0$aStress path.
=650  \0$aTesting.
=650  \0$amembrane.
=650  \0$abedding.
=650  \0$amembrane penetration.
=650  14$aBedding.
=650  24$aError.
=650  24$aMembrane penetration.
=650  24$aStrain.
=650  24$aStress path.
=650  24$aTesting.
=700  1\$aChu, J.,$eauthor.
=700  1\$aLee, IK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10991J.htm

=LDR  02119nab a2200457 i 4500
=001  GTJ10986J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10986J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10986J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA703.5
=082  04$a624.1/5$223
=100  1\$aCraig, WH.,$eauthor.
=245  14$aThe Use of a Centrifuge in Geotechnical Engineering Education /$cWH. Craig.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aGeotechnical centrifuges have been seen to date principally as research machines. A role is now suggested in which centrifuges of modest size and cost can contribute usefully to the education and training of geotechnical engineers in college laboratories. One such machine, which has been used in teaching for 15 years, is described, and examples of the results of a series of simple demonstrations are shown.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotechnical Engineering.
=650  \0$aeducation.
=650  \0$acentrifuge.
=650  14$aCentrifuge.
=650  24$aModel.
=650  24$aEducation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10986J.htm

=LDR  03765nab a2200541 i 4500
=001  GTJ10989J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10989J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10989J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA278
=082  04$a001.4/226$223
=100  1\$aMorin, RH.,$eauthor.
=245  10$aGraphical Method for Determining the Coefficient of Consolidation cv from a Flow-Pump Permeability Test /$cRH. Morin, HW. Olsen, KR. Nelson, JD. Gill.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aA graphical method has been developed for determining the coefficient of consolidation from the transient phases of a flow-pump permeability test. The flow pump can be used to infuse fluid into or withdraw fluid from a laboratory sediment specimen at a constant volumetric rate in order to obtain data that can be used to calculate permeability using Darcy's law. When the initial transient-response curve (hydraulic head as a function of time) generated by this test is examined analytically in terms of a one-dimensional consolidation process, representative type-curve solutions to the associated forced-flow and pressure-decay models are derived. These curves provide the basis for graphically evaluating the permeability k, the coefficient of consolidation cv, and the coefficient of volume change mv. The curve-matching technique is easy and rapid, and it can be applied to results of forced-flow tests, both infusion and withdrawal, as well as to subsequent pressure-decay records. Values of k, cv, and mv for a laterally confined kaolinite specimen were determined by this graphical method and appear to be in reasonably good agreement with numerically derived estimates (within 20%). Discrepancies between the two sets of results seem to be largely a function of data quality rather than of method of analysis. Where responses of hydraulic head as a function of time are apparently unaffected by experimental sources of error, agreement is excellent (within 4%). Application of this graphical method to triaxial testing has inherent uncertainties, because the solution curves that describe one-dimensional deformation are used to analyze a three-dimensional process.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficient of consolidation.
=650  \0$aFlow pump.
=650  \0$agraphical methods.
=650  \0$apermeability.
=650  \0$acoefficient of volume change.
=650  14$aCoefficient of consolidation.
=650  24$aPermeability.
=650  24$aCoefficient of volume change.
=650  24$aFlow pump.
=650  24$aGraphical methods.
=700  1\$aOlsen, HW.,$eauthor.
=700  1\$aNelson, KR.,$eauthor.
=700  1\$aGill, JD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10989J.htm

=LDR  02096nab a2200565 i 4500
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10993J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10993J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590
=082  04$a631.4/05$223
=100  1\$aTatsuoka, F.,$eauthor.
=245  10$aDiscussion on "Automatic Volume Change and Pressure Measurement Devices for Triaxial Testing of Soils" by Poul V. Lade /$cF. Tatsuoka.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus.
=650  \0$aInstrumentation.
=650  \0$aLaboratory equipment.
=650  \0$aLaboratory tests.
=650  \0$aRecording systems.
=650  \0$aSoil tests.
=650  \0$aTriaxial equipment.
=650  \0$aSoils.
=650  \0$aEarth (Soils)
=650  14$aSoil tests.
=650  24$aTriaxial equipment.
=650  24$aLaboratory tests.
=650  24$aLaboratory equipment.
=650  24$aRecording systems.
=650  24$aApparatus.
=650  24$aInstrumentation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10993J.htm

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=001  GTJ10984J
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=006  m|||||o|||||||||||
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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10984J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10984J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871
=082  04$a333.79/68$223
=100  1\$aTatsuoka, F.,$eauthor.
=245  12$aA Cyclic Undrained Simple Shear Testing Method for Soils /$cF. Tatsuoka, TBS Pradhan, H. Yoshi-ie.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aAn undrained simple shear testing method for soils using a torsional shear apparatus is described, in which a hollow cylindrical specimen is sheared under plane strain conditions without deforming and rotating all horizontal planes. In this testing method, the simple shear deformation mode is achieved only by several mechanical means without using an automated pressure control system. Typical results of cyclic undrained simple shear tests using uniform cyclic shear stresses on one-dimensionally consolidated saturated sand are presented. A similar undrained testing method with the same inner and outer lateral confining pressures, in which the simple shear condition is satisfied only in an approximated way, is also described. The test results show that the deviation of the stress-strain behavior in the approximate testing method from that under the exact simple shear condition increases as the shear strain increases. However, it was also found that for the purpose of evaluating cyclic undrained simple shear strength values defined by the amplitude of cyclic shear strain, the use of this approximate testing method is justified.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic undrained tests.
=650  \0$aLiquefaction.
=650  \0$aSands.
=650  \0$aSimple shear.
=650  \0$aSoils.
=650  \0$aTorsional shear apparatus.
=650  \0$aHeavy oil.
=650  \0$aOil sands.
=650  \0$aPetroleum engineering.
=650  14$aSands.
=650  24$aSoils.
=650  24$aSimple shear.
=650  24$aTorsional shear apparatus.
=650  24$aLiquefaction.
=650  24$aCyclic undrained tests.
=700  1\$aPradhan, TBS,$eauthor.
=700  1\$aYoshi-ie, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10984J.htm

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=001  GTJ10994J
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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10994J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10994J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590
=082  04$a631.4/05$223
=100  1\$aOswell, JM.,$eauthor.
=245  10$aDiscussion on "Automatic Volume Change and Pressure Measurement Devices for Triaxial Testing of Soils" by Poul V. Lade /$cJM. Oswell, BE. Lingnau, KBP Osiowy, J. Graham.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus.
=650  \0$aInstrumentation.
=650  \0$aLaboratory equipment.
=650  \0$aLaboratory tests.
=650  \0$aRecording systems.
=650  \0$aSoil tests.
=650  \0$aTriaxial equipment.
=650  \0$aSoils.
=650  \0$aEarth (Soils)
=650  14$aSoil tests.
=650  24$aTriaxial equipment.
=650  24$aLaboratory tests.
=650  24$aLaboratory equipment.
=650  24$aRecording systems.
=650  24$aApparatus.
=650  24$aInstrumentation.
=700  1\$aLingnau, BE.,$eauthor.
=700  1\$aOsiowy, KBP,$eauthor.
=700  1\$aGraham, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10994J.htm

=LDR  02591nab a2200625 i 4500
=001  GTJ10990J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10990J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10990J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP815
=082  04$a620.11$223
=100  1\$aDaniel, DE.,$eauthor.
=245  12$aA Note on Falling Headwater and Rising Tailwater Permeability Tests /$cDE. Daniel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aFalling-head permeability tests may be performed in two ways: (1) with a constant tailwater pressure and (2) with a rising tailwater pressure. Equations published in textbooks and manuals for calculating hydraulic conductivity from a falling-head test are for the first type of test only and are in error by a factor of 2 when applied to the second type of test. The correct equations for calculating hydraulic conductivity for both types of test are derived and confirmed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDarcy's law.
=650  \0$aFalling-head test.
=650  \0$aHydraulic conductivity.
=650  \0$aLaboratory.
=650  \0$aRock.
=650  \0$aSoils.
=650  \0$aWater.
=650  \0$apermeameter.
=650  \0$apermeability.
=650  \0$aporous media.
=650  14$aPermeability.
=650  24$aHydraulic conductivity.
=650  24$aFalling-head test.
=650  24$aLaboratory.
=650  24$aSoils.
=650  24$aRock.
=650  24$aPorous media.
=650  24$aPermeameter.
=650  24$aWater.
=650  24$aDarcy's law.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10990J.htm

=LDR  02832nab a2200625 i 4500
=001  GTJ10988J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10988J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10988J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC638
=082  04$a621.37/42$223
=100  1\$aFishman, KL.,$eauthor.
=245  10$aMeasurements of Normal Deformations in Joints During Shear Using Inductance Devices /$cKL. Fishman, CS. Desai.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe use of inductance coils for measuring normal deformations involving dilation or compression across a discontinuity is described. Discontinuities may be in the form of interfaces between dissimilar materials or rock joints. In contrast to the conventional schemes for measuring normal deformation that involve installation of measuring devices (linear variable differential transformers, LVDTs) away from the discontinuity, the proposed procedure allows measurements close to the discontinuity. Application is discussed with respect to a test program performed on idealized (rock) joints; the test program consists of slow and fast cyclic, large-scale direct shear tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aCompression.
=650  \0$aDilation.
=650  \0$aInstrumentation.
=650  \0$aInterfaces.
=650  \0$aJoints.
=650  \0$aLaboratory tests.
=650  \0$ainductance coils.
=650  \0$ainductance.
=650  \0$ashear.
=650  14$aInterfaces.
=650  24$aJoints.
=650  24$aLaboratory tests.
=650  24$aShear.
=650  24$aInstrumentation.
=650  24$aInductance coils.
=650  24$aCalibration.
=650  24$aCompression.
=650  24$aDilation.
=700  1\$aDesai, CS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10988J.htm

=LDR  03550nab a2200541 i 4500
=001  GTJ103601
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103601$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103601$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS599.A1
=082  04$a333.76/0973$223
=100  1\$aKim, Dae Hyun,$eauthor.
=245  10$aThermal and Electrical Response of Unsaturated Hydrophilic and Hydrophobic Granular Materials /$cDae Hyun Kim, Young Jin Kim, Jong-Sub Lee, Tae Sup Yun.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe thermal and electrical properties of unsaturated soils have been less investigated, compared with geomechanical characteristics, despite the wide range of engineering implications. Moreover, the wettability of soil surface commonly accepted in unsaturated soil mechanics is often assumed to be wettable, whereas water-repellent (hydrophobic) soils can exist in natural systems. This study presents the synthesizing method of water-repellent soils and experimental procedure to evaluate the evolution of thermal and electrical properties of unsaturated wettable (hydrophilic) and water-repellent (hydrophobic) soils. Sands are chemically treated with an organic silane to make the particle surface water-repellent. The transient plane source method is used to obtain the thermal conductivity of both hydrophilic and hydrophobic specimens. The electrical conductance is measured by the two-electrode system as well. The degree of saturation varies for both experimentations to assess the surface wettability effect that is captured by thermal and electrical conduction. The different capillarity, driven by surface wettability of soils and corresponding spatial distribution of water phase in pore space, influences thermal and electrical properties for tested specimens. The synthesis of hydrophobic soils in conjunction with simple experimental techniques enables one to evaluate physical properties of unsaturated soils at the particle-scale.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectrical conductance.
=650  \0$aSurface wettability.
=650  \0$aThermal conductivity.
=650  \0$ahydrophobic soil.
=650  \0$aSoil management.
=650  \0$aSoils$xQuality.
=650  14$aThermal conductivity.
=650  24$aElectrical conductance.
=650  24$aSurface wettability.
=650  24$aHydrophobic soil.
=700  1\$aKim, Young Jin,$eauthor.
=700  1\$aLee, Jong-Sub,$eauthor.
=700  1\$aYun, Tae Sup,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103601.htm

=LDR  03270nab a2200589 i 4500
=001  GTJ103589
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103589$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103589$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aNyunt, T. T.,$eauthor.
=245  10$aStrength and Small-Strain Stiffness Characteristics of Unsaturated Sand /$cT. T. Nyunt, E. C. Leong, H. Rahardjo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aExperiments were performed to investigate the effects of initial matric suction and net confining pressure on the small-strain stiffness and shear strength of reconstituted unsaturated sand. A series of constant water content tests was carried out using a modified triaxial apparatus equipped with local displacement transducers and bender elements. Reconstituted sand specimens were allowed to equalize at the required matric suction under net confining pressure using the axis- translation technique before shearing. After reaching matric suction equilibrium, shear wave velocities were measured prior to shearing. Multi-stage shearing tests were performed in order to investigate the effect of initial matric suction using the same specimen. The experimental results showed that at each net confining pressure, small-strain stiffness and peak shear strength showed a nonlinear relationship with matric suction with the change point near the air-entry value of the soil-water characteristic curve. Relationship between small-strain stiffness and net confining pressure was observed to be similar for saturated and unsaturated sands.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMulti-stage.
=650  \0$aSand.
=650  \0$aShear strength.
=650  \0$aSmall-strain stiffness.
=650  \0$aUnsaturated.
=650  \0$aShear strength of soils$vTesting.
=650  \0$amatric suction.
=650  \0$atriaxial test.
=650  14$aSmall-strain stiffness.
=650  24$aShear strength.
=650  24$aMatric suction.
=650  24$aTriaxial test.
=650  24$aMulti-stage.
=650  24$aUnsaturated.
=650  24$aSand.
=700  1\$aLeong, E. C.,$eauthor.
=700  1\$aRahardjo, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103589.htm

=LDR  03587nab a2200529 i 4500
=001  GTJ103576
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103576$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103576$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC183
=082  04$a530.427$223
=100  1\$aElkady, Tamer Y.,$eauthor.
=245  10$aStatic and Dynamic Behavior of Hydro-Collapsible Soils /$cTamer Y. Elkady, Sandra L. Houston, William N. Houston.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aCollapsible soils, whether engineered or naturally occurring, may exist in seismic zones. This study focuses on the evaluation of the shear strength and volume change of collapsible soils subjected to static and dynamic shear loading under a range of confining pressures and wetting conditions which ranged from "as-prepared" to soaked to backpressure saturated. Tests are conducted on reconstituted samples simulating compacted engineered fill and natural density samples. Prior to shear loading (whether static or dynamic), triaxial response-to-wetting tests are performed under soaked or backpressure saturated conditions. Volumetric strains are measured using an image processing technique and the results are compared with those obtained from a one-dimensional test. A series of consolidated-undrained triaxial tests are performed to evaluate undrained shear strength after wetting, and correlations between undrained shear strength and degree of saturation are obtained. A series of stress-controlled cyclic triaxial tests are performed to evaluate the dynamic shear strength after wetting. Trends for the development of axial strain with the progression of loading cycles are dependent on wetting conditions (degree of saturation/matric suction). Furthermore, the cyclic stress ratio at failure is correlated with degree of saturation and charts for the evaluation of dynamic settlement of the test soils are developed. Finally, post-cyclic static shear strengths are determined by conducting a series of undrained static shear triaxial tests on selected samples following the application of cyclic load.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic.
=650  \0$aStatic.
=650  \0$apartial wetting.
=650  \0$aimage processing.
=650  \0$acollapsible soils.
=650  14$aCollapsible soils.
=650  24$aDynamic.
=650  24$aImage processing.
=650  24$aPartial wetting.
=650  24$aStatic.
=700  1\$aHouston, Sandra L.,$eauthor.
=700  1\$aHouston, William N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103576.htm

=LDR  03003nab a2200553 i 4500
=001  GTJ103595
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103595$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103595$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP815
=082  04$a620.11$223
=100  1\$aMoncada, M. P. H.,$eauthor.
=245  12$aA Flexible Wall Permeameter for the Determination of the Water Permeability Function in Unsaturated Soils /$cM. P. H. Moncada, T. M. P. de Campos, G. Steger.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThis paper describes the development of a suction controlled flexible wall permeameter for the direct determination of the water permeability function in unsaturated soils. The new permeameter works with applied constant head or constant rate of flow, i.e., the common steady-state techniques. Total volume change of soil specimens during the test are monitored using a high resolution electronic scale. Numerical simulations were performed to evaluate the influence of factors such as flow velocity and matric suction distribution within the specimen and effects of sample height on such factors. Analyses of tests conducted on two tropical soil samples are used to evaluate conventional proposals for the determination of the water permeability function. It is shown that such proposals do not apply in the case of the materials tested and solutions to that are put forwards.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant flow method.
=650  \0$aConstant head method.
=650  \0$aMatric suction.
=650  \0$apermeameter.
=650  \0$aunsaturated soil.
=650  \0$apermeability function.
=650  14$aUnsaturated soil.
=650  24$aPermeability function.
=650  24$aMatric suction.
=650  24$aPermeameter.
=650  24$aConstant flow method.
=650  24$aConstant head method.
=700  1\$ade Campos, T. M. P.,$eauthor.
=700  1\$aSteger, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103595.htm

=LDR  03590nab a2200529 i 4500
=001  GTJ103580
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103580$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103580$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aPeters, S. B.,$eauthor.
=245  10$aCharacterization of Transparent Soil for Unsaturated Applications /$cS. B. Peters, G. Siemens, W. A. Take.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b43
=520  3\$aExperimental characterization of unsaturated soils is of primary importance to further understanding of fundamental behavior, as well as allow for accurate modeling and predictions, of constitutive and field behavior. In the laboratory, the most common research methodology used to investigate the hydraulic behavior of unsaturated soils involves placing the unsaturated soil in a column apparatus with measurements of pore pressure and moisture content being made at discrete locations distributed along the elevation of column. These types of tests have provided many valuable insights into unsaturated flow phenomena; however, there are some limitations with this methodology including the discrete nature of the measurement points. In this paper, an alternative method is proposed which aims to combine the use of digital image analysis with a transparent soil to avoid the ambiguity of traditional boundary image measurements of moisture content in column experiments. At 100% saturation, the transparent soil particles appear invisible and allows for the ability to see through the soil mass. Any air bubbles will be visible within the soil voids and as a result, at varying degrees of saturation less than 100%, the soil will become progressively non-transparent. The relationship between pixel intensity of the unsaturated soil and degree of saturation is defined and validated. This relationship allows definition of the degree of saturation throughout the column profile thus giving the opportunity to verify and further develop constitutive models for unsaturated hydraulic behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aColumn apparatus.
=650  \0$aDigital image analysis.
=650  \0$atransparent soil.
=650  \0$aunsaturated soil.
=650  \0$ainfiltration.
=650  14$aTransparent soil.
=650  24$aUnsaturated soil.
=650  24$aInfiltration.
=650  24$aDigital image analysis.
=650  24$aColumn apparatus.
=700  1\$aSiemens, G.,$eauthor.
=700  1\$aTake, W. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103580.htm

=LDR  03893nab a2200517 i 4500
=001  GTJ103598
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103598$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103598$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aHoyos, Laureano R.,$eauthor.
=245  12$aA Servo/Suction-Controlled Ring Shear Apparatus for Unsaturated Soils :$bDevelopment, Performance, and Preliminary Results /$cLaureano R. Hoyos, Claudia L. Velosa, Anand J. Puppala.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aIn recent years, the key hypotheses of most constitutive frameworks postulated for unsaturated soils have been validated via suction-controlled oedometer, triaxial, and direct shear testing. These techniques only allow for the application of loads along limited modes and levels of soil deformation. It is well known today that a vast majority of geotechnical infrastructure made of compacted soil, or resting on unsaturated ground, involves a wide range of deformations. Calculation of foundation settlement, for instance, requires a good estimation of soil stiffness at relatively small strains. Analysis of slopes, embankments, and soil bearing capacity, on the other hand, requires good estimations of shear strength, from peak to residual. To date, however, there is limited experimental evidence of unsaturated soil behavior under large deformations while being subjected to controlled-suction states. This paper introduces a fully servo/suction-controlled ring shear apparatus that has been made suitable for testing unsaturated soils at large deformations via axis-translation technique. The paper outlines the full development of the apparatus, including details of its main components, assembling, and performance verification against the original Bromhead device. A preliminary series of suction-controlled ring shear tests was accomplished on several statically compacted samples of silty sand. Residual friction angle with respect to matric suction, i.e., residual beta angle, was found to remain virtually constant, regardless of the applied level of net normal stress. The results suggest that a conceptual residual shear strength framework for unsaturated soils, similar to that postulated for peak shear strength, could eventually be devised as more experimental evidence of this kind is made available.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aResidual shear strength.
=650  \0$aRing shear testing.
=650  \0$aShear strength of soils$vTesting.
=650  \0$asoil suction.
=650  \0$aunsaturated soil.
=650  14$aUnsaturated soil.
=650  24$aSoil suction.
=650  24$aResidual shear strength.
=650  24$aRing shear testing.
=700  1\$aVelosa, Claudia L.,$eauthor.
=700  1\$aPuppala, Anand J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103598.htm

=LDR  03901nab a2200541 i 4500
=001  GTJ103635
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103635$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103635$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG326
=082  04$a624/.257$223
=100  1\$aBiglari, Mahnoosh,$eauthor.
=245  10$aShear Modulus and Damping Ratio of Unsaturated Kaolin Measured by New Suction-Controlled Cyclic Triaxial Device /$cMahnoosh Biglari, Mohammad Kazem Jafari, Ali Shafiee, Claudio Mancuso, Anna d'Onofrio.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThe cyclic triaxial test is the most widely used way to measure the cyclic stress-strain properties of saturated soils because of its availability in most geotechnical laboratories. Further, it can be viewed as a suitable tool with which to analyze the cyclic behavior of unsaturated soils in a wide strain range. In this study, a new stress path suction-controlled cyclic triaxial device is presented. It is fitted for suction-controlled testing by the axis-translation technique. Pore-air and pore-water pressures are applied at the top and bottom of the specimen by using two electro-pneumatic regulators. The capability of the new apparatus is demonstrated in this paper with the results of some suction-controlled cyclic triaxial tests. The tests are carried out on compacted specimens of lean clay that are prepared in the same initial condition and tested following different stress paths. The stress paths include suction equalization, constant suction ramped isotropic compression, series of constant suction cyclic loading, and post-cyclic constant suction ramped isotropic compression stages. Volumetric behavior and evolution of the yield curves along suction equalization, constant suction ramped isotropic compression, and post-cyclic compression stages are discussed on the basis of the Barcelona Basic Model elasto-plastic framework. The stiffness and damping ratio of the specimens are subsequently presented, highlighting the dependency of the Young's modulus (E), shear modulus (G), and damping ratio (D) on the shear strain amplitude, number of cycles, and suction. The results show that E and G increase, whereas D decreases significantly by increasing suction at similar strain levels and number of cycles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aNumber of cycles.
=650  \0$aShear Modulus.
=650  \0$aunsaturated kaolin.
=650  \0$aDamping Ratio.
=650  14$aUnsaturated kaolin.
=650  24$aShear modulus.
=650  24$aDamping ratio.
=650  24$aSuction-controlled cyclic triaxial device.
=650  24$aNumber of cycles.
=700  1\$aJafari, Mohammad Kazem,$eauthor.
=700  1\$aShafiee, Ali,$eauthor.
=700  1\$aMancuso, Claudio,$eauthor.
=700  1\$ad'Onofrio, Anna,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103635.htm

=LDR  03944nab a2200589 i 4500
=001  GTJ103590
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103590$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103590$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624/.151$223
=100  1\$aMartins Reis, Rodrigo,$eauthor.
=245  10$aDetermination of the Soil-Water Retention Curve and the Hydraulic Conductivity Function Using a Small Centrifuge /$cRodrigo Martins Reis, Wagner Nogueira Sterck, Artur Bastos Ribeiro, Eduardo Dell'Avanzi, Fernando Saboya, Sergio Tibana, Cla?udio Roberto Marciano, Rubens Ramires Sobrinho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aAn alternative methodology for direct determination of the soil-water retention curve (SWRC) and evaluation the hydraulic conductivity of the unsaturated soil was developed using a commercially available small centrifuge with a swinging type rotor assembly without in-flight instrumentation. The testing procedure consists of spinning up four initially saturated soil specimens until constant water content is achieved for a given angular speed. The soil ? suction relationship is determined by relating the respective water content to the suction magnitude induced by the ceramic plate at the specimen's base. The hydraulic conductivity of the unsaturated soil is estimated by dividing the cumulative flow rate measured at each angular speed by the respective hydraulic gradient applied at specimen's middle height. This methodology was applied for evaluating the SWRC of a residual gneissic soil profile using both, undisturbed and remolded soil specimens. The results show good agreement to other well established methodologies such as filter-paper method, porous plate funnel and suction plate extractor. The determined unsaturated hydraulic conductivities magnitudes were compared to the theoretical predicted values given by the Mualem ? van Genuchten model (van Genuchten, 1980) indicating good agreement. Overall, it can be concluded that the methodology proposed ensures good agreement in determining the SWRC and the hydraulic conductivity of studied soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge technique.
=650  \0$aHydraulic conductivity.
=650  \0$asoil suction.
=650  \0$aunsaturated soil.
=650  \0$asoil-water retention curve.
=650  14$aUnsaturated soil.
=650  24$aSoil-water retention curve.
=650  24$aCentrifuge technique.
=650  24$aSoil suction.
=650  24$aHydraulic conductivity.
=700  1\$aNogueira Sterck, Wagner,$eauthor.
=700  1\$aBastos Ribeiro, Artur,$eauthor.
=700  1\$aDell'Avanzi, Eduardo,$eauthor.
=700  1\$aSaboya, Fernando,$eauthor.
=700  1\$aTibana, Sergio,$eauthor.
=700  1\$aRoberto Marciano, Cla?udio,$eauthor.
=700  1\$aRamires Sobrinho, Rubens,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103590.htm

=LDR  03476nab a2200541 i 4500
=001  GTJ103607
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103607$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103607$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE84.P7
=082  04$a557.98/3$223
=100  1\$aStormont, John C.,$eauthor.
=245  12$aA Method to Measure the Relative Brine Release Capacity of Geologic Material /$cJohn C. Stormont, Joleen S. Hines, Daniel N. O'Dowd, James A. Kelsey, R. Eric Pease.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aA method to estimate the brine released by pumping a brine-saturated geologic unit has been developed. This method addresses the need of those evaluating mineral-rich brine-saturated deposits for a rapid screening test that is suitable for multiple samples and textures and that avoids issues associated with brine as the pore fluid. The method involves applying a vacuum to a group of saturated samples in a parallel configuration. The parallel configuration allows rapid analysis of up to 10 samples simultaneously. The amount of brine produced in response to the vacuum, referred to as the "relative brine release capacity" (RBRC), provides a basis for comparison of the amount of brine produced from different samples. The RBRC is related to the specific yield of a material, which is principally a function of material texture. In this study the method was first applied to sand, clay, and sandstone samples saturated with tap water so that the results could be compared to water retention data developed from standard methods. The results were consistent with the water retention data as well as with the range of published specific yield values for these textures. Subsequent measurements on several hundred brine-saturated samples produced RBRC values in an expected range consistent with the texture of the samples.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMineral resource estimate.
=650  \0$aSpecific yield.
=650  \0$aMines and mineral resources.
=650  \0$aGeology.
=650  \0$arelative brine release capacity.
=650  14$aSpecific yield.
=650  24$aMineral resource estimate.
=650  24$aRelative brine release capacity.
=650  24$aRBRC.
=700  1\$aHines, Joleen S.,$eauthor.
=700  1\$aO'Dowd, Daniel N.,$eauthor.
=700  1\$aKelsey, James A.,$eauthor.
=700  1\$aPease, R. Eric,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103607.htm

=LDR  03115nab a2200505 i 4500
=001  GTJ103585
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103585$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103585$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD476
=082  04$a541.39$223
=100  1\$aCleall, Peter J.,$eauthor.
=245  10$aNon-isothermal moisture movement in unsaturated kaolin :$bAn experimental and theoretical investigation /$cPeter J. Cleall, Rao Martand Singh, Hywel R. Thomas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aNon isothermal moisture movement in unsaturated kaolin is investigated in a series of experiments. Vapour transfer is then empirically quantified, and its theoretical representation considered. A thermo-hydraulic cell is used to apply thermal and hydraulic gradients to confined specimens in a number of thermal gradient, thermal-hydraulic gradient, and isothermal-hydraulic tests. Transient measurements of the thermal regime are made, and end of test measurement of moisture content, porosity, and chemical composition from a number of identical tests run for different durations allow pseudo transient variations of these parameters to be established. In each of the tests, where a thermal gradient is applied, the accumulation of chloride ions in the hottest regions indicates a cyclic movement of vapour and liquid moisture. Estimated vapour fluxes are determined by consideration of overall moisture and conservative ion movements in the sealed thermal gradient tests. These vapour fluxes are then compared to those predicted by an established vapour flow theory, and a modification to this theory is proposed based on a variable enhancement factor.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aTemperature effects.
=650  \0$aunsaturated.
=650  \0$avapour.
=650  \0$alaboratory tests.
=650  14$aUnsaturated.
=650  24$aVapour.
=650  24$aTemperature effects.
=650  24$aLaboratory tests.
=700  1\$aMartand Singh, Rao,$eauthor.
=700  1\$aThomas, Hywel R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103585.htm

=LDR  03615nab a2200529 i 4500
=001  GTJ103594
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103594$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103594$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aJaafar, Rani,$eauthor.
=245  10$aEstimating Water Retention Characteristics of Sands from Grain Size Distribution using Idealized Packing Conditions /$cRani Jaafar, William J. Likos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aA new approach is presented for estimating the soil-water characteristic curve (SWCC) of granular porous media along a drainage path using the relatively simple measurements of grain size distribution (GSD) and mass-volume relationships (void ratio). GSD measured using mechanical sieve analysis is converted into an equivalent population of smooth, spherical particles. Pore size distributions representing relatively loose and relatively dense packing conditions are calculated from the geometry of idealized two-dimensional unit pores formed among particle groups randomly assembled from the simulated particle population. The Young-Laplace equation is used to quantify the amount of pore water retained in the form of thin films, liquid bridges, and completely filled pockets, thus allowing the SWCC to be modeled over the entire saturation range. The measured void ratio is used to constrain the modeled SWCC via the theoretical consideration of the work done to expand air-water interfaces throughout the matrix. Nine sets of results for sands and glass beads are used to evaluate the model's performance. SWCCs are most effectively predicted in the capillary and funicular saturation regimes (20 % < S <100 %), with more deviation observed in the pendular regime (S < 20 %). Air-entry pressure is predicted within an average error of 8 %. Assumptions and constraints required in the framework restrict the general applicability of the approach to poorly graded materials with predominant grain sizes in the sand- to silt-sized range.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGrain size distribution.
=650  \0$aSoil-water characteristic curve.
=650  \0$aSuction.
=650  \0$aUnsaturated soils.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aSoil-water characteristic curve.
=650  24$aUnsaturated soils.
=650  24$aSuction.
=650  24$aGrain size distribution.
=700  1\$aLikos, William J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103594.htm

=LDR  04099nab a2200601 i 4500
=001  GTJ103707
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103707$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103707$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a624.151362 ENGI$223
=100  1\$aSinghal, Sonal,$eauthor.
=245  10$aEffects of Testing Procedures on the Laboratory Determination of Swell Pressure of Expansive Soils /$cSonal Singhal, Sandra L. Houston, William N. Houston.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aThere is lack of agreement on laboratory procedures that should be used to measure swell pressure. In this study, effects of apparatus compressibility and applied initial net normal stress on measured swell pressure were revisited, with emphasis on undisturbed specimens. Samples covering a wide range of properties were collected from Texas and Arizona, and effects were explored by examination for consistency of trends in behavior for several "companion" sets of undisturbed specimens. Failure to account for apparatus compressibility results in unintended swell of the specimen, reducing the constant volume swell pressure by as much as half for specimens of this study. Applied initial net normal stress level also affects measured swell pressure. For specimens of this study, swell pressures measured at low initial net normal stress (token load) were found to be about 40%, on average, of swell pressures measured for specimens loaded initially equivalent to field overburden stress. This difference is believed to be primarily due to initial specimen compression. Commonly adopted sampling disturbance corrections to constant volume tests conducted at initial light confining stress (~ 1-7 kPa) were investigated, and found to give inconsistent values of swell pressure. Comparisons of constant volume to load-back swell pressure are also presented. Findings suggest that application of an initial confining stress level corresponding to field conditions and application of apparatus compressibility corrections as the swell pressure develops are key to the consistent measurement of constant volume swell pressure, and that measured swell pressures from constant volume tests, when carefully performed, are more consistent than swell pressures estimated using methods to account for sampling disturbance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus compressibility.
=650  \0$aConfining stress.
=650  \0$aExpansive soils.
=650  \0$aLaboratory tests.
=650  \0$aSwell pressure.
=650  \0$aUnsaturated soils.
=650  \0$atest procedures.
=650  \0$aLaboratory.
=650  \0$asampling disturbance.
=650  14$aExpansive soils.
=650  24$aUnsaturated soils.
=650  24$aSwell pressure.
=650  24$aApparatus compressibility.
=650  24$aConfining stress.
=650  24$aSampling disturbance.
=650  24$aLaboratory tests.
=700  1\$aHouston, Sandra L.,$eauthor.
=700  1\$aHouston, William N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103707.htm

=LDR  03589nab a2200529 i 4500
=001  GTJ103608
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103608$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103608$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aGhayoomi, Majid,$eauthor.
=245  10$aMeasurement of Small-Strain Shear Moduli of Partially Saturated Sand During Infiltration in a Geotechnical Centrifuge /$cMajid Ghayoomi, John S. McCartney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b52
=520  3\$aThis paper describes the use of bender elements to measure changes in small strain shear modulus, Gmax, of sand layers due to the change in degree of saturation during centrifuge tests. The goal of the measurements is to verify that steady-state infiltration is an appropriate technique to control the effective stress in centrifuge physical modeling of partially saturated sands. Specifically, the suitability of infiltration is assessed by checking if the measured values of Gmax of partially saturated sand layers follow a similar trend to dry and saturated sand layers when the effective stress is defined from the suction and degree of saturation profiles during steady-state infiltration. Three pairs of bender elements were installed at different depths in a container of Ottawa sand, and the shear wave velocities of the sand were measured during steady-state infiltration into the sand layer. The applied infiltration rate was varied to obtain different uniform distributions of degrees of saturation with depth. Consistent with results from suction-controlled resonant column tests performed on the same sand, the values of Gmax measured from the bender element tests varied nonlinearly with degree of saturation with a peak value at a degree of saturation between 0.3 and 0.4. When interpreted in terms of mean effective stress, the values of Gmax from the bender element tests on partially saturated sands followed a unique trend consistent with measurements for dry and saturated sands.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aGeotechnical centrifuge testing.
=650  \0$aPartially saturated sand.
=650  \0$aSmall-strain shear modulus.
=650  \0$asaturated sand.
=650  \0$aSand.
=650  \0$aSandstone.
=650  14$aPartially saturated sand.
=650  24$aSmall-strain shear modulus.
=650  24$aBender elements.
=650  24$aGeotechnical centrifuge testing.
=700  1\$aMcCartney, John S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103608.htm

=LDR  03350nab a2200541 i 4500
=001  GTJ103689
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103689$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103689$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE391.K2
=082  04$a549/.67$223
=100  1\$aErten, Mustafa B.,$eauthor.
=245  10$aDevelopment of a Laboratory Procedure to Evaluate the Consolidation Potential of Soft Contaminated Sediments /$cMustafa B. Erten, Robert B. Gilbert, Chadi S. El Mohtar, Danny D. Reible.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aConsolidation settlement of non-aqueous phase liquid (NAPL) contaminated sediments may trigger NAPL mitigation. The consolidation potential and resulting NAPL mobilization of the sediments should be evaluated in the laboratory; however, due to the highly compressible and weak nature of riverbed sediments, it is usually not possible to conduct conventional consolidation tests on sediment specimens. In this study, a triaxial setup was modified to work effectively under low stresses. Kaolinite was used to represent the soil solid phase and Soltrol 130 (a type of mineral oil) was used to represent the NAPL. Both oil-wetted and water-wetted regimes were analyzed. Hexane Extraction and moisture content tests results confirmed the final fluid amounts in the specimen obtained by measuring the effluent volume during consolidation. The results of the tests show that approximately 0.1 g of NAPL per 1 g of soil solids is unlikely to be mobilized by consolidation. The developed procedure could also be employed to define the mobile and immobile fractions of NAPL and the expected compression of contaminated sediments. The volume of NAPL in excess of the retained residual can be used to design NAPL collection systems or to size layers of NAPL sorbent materials such as organo-clays.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aContamination.
=650  \0$aNAPL.
=650  \0$aSediments.
=650  \0$akaolinite.
=650  14$aContamination.
=650  24$aConsolidation.
=650  24$aKaolinite.
=650  24$aNAPL.
=650  24$aSediments.
=700  1\$aGilbert, Robert B.,$eauthor.
=700  1\$aEl Mohtar, Chadi S.,$eauthor.
=700  1\$aReible, Danny D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103689.htm

=LDR  02985nab a2200553 i 4500
=001  GTJ103613
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103613$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103613$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aMalaya, C.,$eauthor.
=245  12$aA Laboratory Procedure for Measuring High Soil Suction /$cC. Malaya, S. Sreedeep.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aMeasurement of soil suction is important for geotechnical and geoenvironmental projects involving unsaturated soils. Most of the methodologies developed for measuring soil suction are limited to low range of suction (<1500 kPa). Those methodologies that can measure high suction (>1500 kPa) are costly, time intensive and require skilled person for suction measurement. Therefore, a simple, cost-effective and relatively less time consuming measurement methodology has been proposed in this study for easy and quick measurement of high range of soil suction. The instrument essentially consists of a commercially available relative humidity sensor secured in a fabricated relative humidity box. The total suction for three soils measured using the proposed methodology has been compared with the conventional filter paper method. The study demonstrates the usefulness and advantage of the proposed cost-effective methodology for measuring high range of soil suction, in a relatively less time.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEvaluation.
=650  \0$aFilter paper.
=650  \0$aGeoenvironmental.
=650  \0$aHigh suction.
=650  \0$asoil.
=650  \0$aeoenvironmental.
=650  \0$arelative humidity sensor.
=650  14$aGeoenvironmental.
=650  24$aRelative humidity sensor.
=650  24$aFilter paper.
=650  24$aHigh suction.
=650  24$aSoil.
=650  24$aEvaluation.
=700  1\$aSreedeep, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103613.htm

=LDR  02769nab a2200553 i 4500
=001  GTJ103586
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103586$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103586$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aUchaipichat, Anuchit,$eauthor.
=245  12$aA Temperature Controlled Triaxial Apparatus for Testing Unsaturated Soils /$cAnuchit Uchaipichat, Nasser Khalili, Saman Zargarbashi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThis paper describes a modified Bishop-Wesley triaxial apparatus for testing unsaturated soils at elevated temperatures. The suction is applied using the axis translation technique. The cell liquid temperature is controlled through a heating element, and a thermal sensor installed inside the triaxial cell. Experiments are carried out at temperatures up to 60° C. Potential difficulties in the use of the equipment are identified and solutions are discussed for their mitigation. The image-processing and the cell liquid measurement techniques are used to measure the overall volume change of the sample. The performance of these two techniques is reported.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aNon-isothermal.
=650  \0$aTemperature.
=650  \0$aTriaxial apparatus.
=650  \0$aunsaturated soils.
=650  \0$avolume change measurement.
=650  \0$aimage-processing.
=650  14$aTemperature.
=650  24$aTriaxial apparatus.
=650  24$aNon-isothermal.
=650  24$aUnsaturated soils.
=650  24$aVolume change measurement.
=650  24$aImage-processing.
=700  1\$aKhalili, Nasser,$eauthor.
=700  1\$aZargarbashi, Saman,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103586.htm

=LDR  03701nab a2200565 i 4500
=001  GTJ20130168
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130168$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130168$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD79.T38
=082  04$a543.086$223
=100  1\$aAntriasian, A.,$eauthor.
=245  10$aLongitudinal Heat Flow Calorimetry :$bA Method for Measuring the Heat Capacity of Rock Specimens Using a Divided Bar /$cA. Antriasian, G. Beardsmore.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aWe present a method for measuring the heat capacity of a rock specimen using a divided bar apparatus in a "transient" mode. The specific heat capacity can be derived if the mass of the specimen is known. Thermal conductivity can be measured during a steady-state phase of the measurement process, and longitudinal thermal diffusivity can also be derived if the specimen volume (and hence density) is measured. A divided bar delivers a longitudinal flow of heat through a rock specimen and is conventionally used only in a steady-state mode for thermal conductivity measurements. Our method employs a time-series record of temperature changes at four points along the divided bar assembly to compare the net thermal energy absorbed by a specimen to its change in temperature during thermal re-equilibration from one steady-state temperature to another. The technique is calibrated using a set of analytical standards of known heat capacity. Our method yields mean values of specific heat capacity within ±1 % of published values for cultured quartz. Repeated measurements on the same specimens also give consistent results within approximately ±1 %. A combined thermal conductivity and heat capacity measurement takes less than one hour per specimen. Our method can be replicated with any divided bar apparatus employing a precise electronic temperature control system capable of switching between two steady-state mean temperatures, along with a digital data-logging system capable of recording and displaying data at a rate of one record per second.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDivided bar.
=650  \0$aSpecific heat capacity.
=650  \0$aThermal conductivity.
=650  \0$aThermal petrophysics.
=650  \0$aThermal analysis.
=650  \0$aCalorimetry.
=650  \0$aChemistry.
=650  \0$aSCIENCE$xChemistry$xAnalytic.
=650  \0$aScience.
=650  14$aSpecific heat capacity.
=650  24$aThermal petrophysics.
=650  24$aCalorimetry.
=650  24$aThermal conductivity.
=650  24$aDivided bar.
=700  1\$aBeardsmore, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130168.htm

=LDR  03822nab a2200589 i 4500
=001  GTJ20130161
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130161$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130161$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA347.F5
=082  04$a620/.0042/0151825$223
=100  1\$aSmith, S. E.,$eauthor.
=245  10$aInterface Properties of Synthetic Rock Specimens :$bExperimental and Numerical Investigation /$cS. E. Smith, M. M. MacLaughlin, S. L. Adams, J. Wartman, K. Applegate, M. Gibson, L. Arnold, D. Keefer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (20 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aTo support the development of centrifuge models to simulate seismic rock slope failures, potential model materials were subjected to direct shear tests to characterize the properties of the interfaces. Three synthetic rock materials were investigated: blocks cast out of a commercially available gypsum cement, blocks cast out of a Nevada sand/gypsum mix, and rock blocks with sandpaper glued to the shear surfaces. The materials were evaluated primarily on the consistency of the measured properties and the observed shear failure behavior. The laboratory direct shear tests were modeled numerically with the software package UDEC to observe how well the numerical results using joint constitutive models available in the software compare to the experimental results. The Coulomb slip joint model predicts the interface behavior well for the gypsum and sand/gypsum materials, which displayed basic elastic-plastic behavior during shear, and the Coulomb slip with residual strength model captured the peak to residual behavior observed in the tests on the sandpaper interfaces. The use of a different joint shear stiffness value for each simulation, corresponding to the measured laboratory value associated with each applied normal stress, clearly contributed to this excellent match; more general models utilizing a constant joint shear stiffness value applied to blocks that are subjected to different normal stresses may not display such close agreement with observed behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstitute joint models.
=650  \0$aDirect shear testing.
=650  \0$aDistinct element modeling.
=650  \0$aMechanical Engineering.
=650  \0$aSimulation and Modeling.
=650  \0$aFinite element method.
=650  14$aDirect shear testing.
=650  24$aDistinct element modeling.
=650  24$aUDEC.
=650  24$aConstitute joint models.
=700  1\$aMacLaughlin, M. M.,$eauthor.
=700  1\$aAdams, S. L.,$eauthor.
=700  1\$aWartman, J.,$eauthor.
=700  1\$aApplegate, K.,$eauthor.
=700  1\$aGibson, M.,$eauthor.
=700  1\$aArnold, L.,$eauthor.
=700  1\$aKeefer, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130161.htm

=LDR  04607nab a2200577 i 4500
=001  GTJ20140028
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140028$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140028$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA705
=082  04$a624.1/513$223
=100  1\$aTolooiyan, Ali,$eauthor.
=245  10$aMeasurement of the Tensile Strength of Organic Soft Rock /$cAli Tolooiyan, Rae Mackay, Jianfeng Xue.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aUnderstanding all potential slope failure mechanisms is a pre-requisite for predicting the likelihood of batter movements during excavation in open cut mines. The tensile behavior of soils and rocks may be a significant contributor to a slope failure and must be known in order to quantify the risks of slope failure. The contribution can be particularly significant for Intermediate Geotechnical Materials (IGMs) that possess characteristics of both soils and rocks and where the failure mechanisms are complex due to the interplay between ductile and brittle behavior. Brown coal is such an intermediate geotechnical material. Recent batter movements in the brown coal mines in the Latrobe Valley, Australia have raised doubts about the current understanding of the mechanisms of slope failure in this material. Research is underway to re-evaluate all properties of the brown coal applicable to slope failure. This paper describes the investigation of brown coal tensile strength. There are alternative test methods available to determine the tensile behavior of materials, including direct tensile tests, beam bending tests and Brazilian compression tests. The applicability of each test method is material dependent and, as such, it is necessary to confirm the validity of the methods for each material. Beam bending tests have achieved mixed results for both rocks and IGMs previously. Thus, the present work has explored only the use of Direct tensile and Brazilian test methods. Both methods were implemented using a modified direct shear apparatus and valid test procedures for both test methods were developed. Each test procedure has been verified by Finite Element Modelling (FEM) using ABAQUS 6.12.1 FEM code. The results from the laboratory test methods are in good agreement and show that brown coal is a predominantly brittle material with a peak tensile strength slightly greater than 100 kPa. The finite element analyses confirm that non-uniformity of the tensile stresses during sample loading tends to lead to the underestimation of tensile strength for both tests, but the Brazilian test has less bias for brown coal. It is observed that the rate of loading of low stiffness, low permeability, and saturated samples in the Brazilian test is an important test design parameter for the accurate determination of tensile strength of IGMs in the laboratory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBrown coal.
=650  \0$aGeotechnical modeling.
=650  \0$aIntermediate geotechnical material.
=650  \0$aLaboratory testing.
=650  \0$aTensile strength.
=650  \0$aRock mechanics.
=650  \0$aSoil mechanics.
=650  \0$aContinuum Mechanics and Mechanics of Materials.
=650  \0$aSoft and Granular Matter, Complex Fluids and Microfluidics.
=650  14$aTensile strength.
=650  24$aIntermediate geotechnical material.
=650  24$aLaboratory testing.
=650  24$aGeotechnical modeling.
=650  24$aBrown coal.
=700  1\$aMackay, Rae,$eauthor.
=700  1\$aXue, Jianfeng,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140028.htm

=LDR  03454nab a2200529 i 4500
=001  GTJ20130158
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130158$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130158$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD75.4.C34
=082  04$a621.37/2$223
=100  1\$aOoi, Ghee Leng,$eauthor.
=245  10$aAn Instrumented Flume to Characterize the Initiation Features of Flow Landslides /$cGhee Leng Ooi, Yu-Hsing Wang, Pin Siang Tan, Chun Fung So, Mei Ling Leung, Xiaoya Li, Ka. Hou Lok.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (22 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b49
=520  3\$aRainfall-induced landslides are on the rise due to global warming but the associated initiation mechanisms remain unclear. To observe the local initiation features of flow landslides under different rates of water supply, a well-instrumented flume capable of tightly controlling the inflow from the groundwater supply pipes and upstream discharge was built. Basal porewater pressure transducers (PPT) were installed to monitor the water pressure evolution, and a simple method to retrofit pressure transducers into PPTs was introduced. Internal movement behaviors of the slope body prior to the onset of and during a full failure were monitored with low-cost and small-size MEMS (Micro-Electro-Mechanical-Systems) accelerometers. A MEMS sensing package, termed the Smart Soil Particle (SSP, first generation), was also developed in conjunction with the laboratory testing program for field implementation in the future. In a set of experiments designed to investigate the initiation mechanism of a loose soil sample under a small and slow constant groundwater inflow, the MEMS accelerometers and basal PPTs successfully captured the intricate internal movement features and porewater pressure patterns. This warrants more systematic studies of the flow landslide initiation mechanism using the newly developed flume instrumentation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPhysical measurements.
=650  14$aMEMS accelerometer.
=650  24$acalibration.
=650  24$alandslide initiation mechanism.
=650  24$aflume.
=650  24$aporewater pressure transducer.
=700  1\$aWang, Yu-Hsing,$eauthor.
=700  1\$aTan, Pin Siang,$eauthor.
=700  1\$aSo, Chun Fung,$eauthor.
=700  1\$aLeung, Mei Ling,$eauthor.
=700  1\$aLi, Xiaoya,$eauthor.
=700  1\$aLok, Ka. Hou,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130158.htm

=LDR  04130nab a2200625 i 4500
=001  GTJ20130099
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130099$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130099$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a388.40722$223
=100  1\$aEsmaeili, Morteza,$eauthor.
=245  10$aEvaluation of Deep Soil Mixing Efficiency in Stabilizing Loose Sandy Soils Using Laboratory Tests /$cMorteza Esmaeili, Morteza Gharouni-Nik, Hamid Khajehei.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThe efficiency of stabilizing loose sandy subgrades by deep soil mixing (DSM) depends on various parameters such as sand density, the water to cement ratio of injecting slurry, and the number of blades in a drilling auger. Moreover, increasing the strength of sandy-cement columns over time is another issue which has been given less attention in the past. In order to better examine the mentioned shortages, the present study is devoted to evaluating DSM efficiency in loose sand stabilization by developing a laboratory scaled apparatus. To do so, this study used two types of 4 and 6 blade augers into loose sand of 0.4 to 1 mm grading size with two different densities of 50 and 70 %. In total, 78 soil-cement columns were prepared with diameter and height of 10 and 20 cm, respectively. The stabilization was performed by using cement slurry with three values of 0.8, 1, and 1.3 for the water to cement ratio. In order to show the DSM effect on sandy soil shear strength as well as deformability parameters during time, unconfined and triaxial compression tests were performed on the specimens at the ages of 7, 14, and 28 days. The results indicate that sand density had a minor effect on increasing the uniaxial compressive strength as well as elasticity modulus of sandy-cement samples, whereas the 6 blade augers had a better performance than 4 blades. In comparison to pure sand, a considerable increase was observed in the values of friction angle and cohesion by DSM. Finally, by statistical analysis of the results, two practical equations were derived between uniaxial strength and elasticity modulus of sand-cement columns with sand density, water to cement ratio, and time with acceptable precision which may be used for prediction of DSM performance in loose sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAuger blades.
=650  \0$aDeep mixing method.
=650  \0$aDeformability parameters.
=650  \0$aDrilling auger.
=650  \0$aLoose sand.
=650  \0$aShear strength parameters.
=650  \0$aWater to cement ratio.
=650  \0$aCementpaste.
=650  \0$aHydrates.
=650  \0$aCement.
=650  \0$aWater cement ratio.
=650  14$aDeep mixing method.
=650  24$aLoose sand.
=650  24$aWater to cement ratio.
=650  24$aDrilling auger.
=650  24$aAuger blades.
=650  24$aShear strength parameters.
=650  24$aDeformability parameters.
=700  1\$aGharouni-Nik, Morteza,$eauthor.
=700  1\$aKhajehei, Hamid,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130099.htm

=LDR  03448nab a2200589 i 4500
=001  GTJ20140007
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140007$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140007$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/51363$223
=100  1\$aAdams, Michael T.,$eauthor.
=245  10$aMini-Pier Testing To Estimate Performance of Full-Scale Geosynthetic Reinforced Soil Bridge Abutments /$cMichael T. Adams, Phillip S. K. Ooi, Jennifer E. Nicks.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe geosynthetic reinforced soil (GRS) performance test (PT), also called a mini-pier experiment, was developed by the Federal Highway Administration (FHWA) to evaluate the material strength properties of GRS composites built with a unique combination of reinforcement, compacted fill, and facing elements. The PT consists of constructing a 1.4-m square column of alternating layers of compacted granular fill and geosynthetic reinforcement with a facing element that is frictionally connected up to a height of 2 m, then axially loading the GRS mass while measuring deformation to monitor performance. The results can be directly used in the design of GRS abutments and integrated bridge systems. Considering that the geometry of the PT is square in plan, the equivalency of the results to a bridge application, which more resembles a plane strain condition, is evaluated and presented in this paper. The analysis indicates that the PT closely approximates the bearing resistance, or capacity, of a typical GRS abutment, and is a conservative estimate when predicting stiffness. These results indicate that the PT can be used as a design tool for GRS abutments at both the strength and service limit states.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aBridge abutment.
=650  \0$aGeosynthetic reinforced soil.
=650  \0$aLoad test.
=650  \0$aPlane strain.
=650  \0$aServiceability.
=650  \0$aReinforced soils.
=650  \0$aSoil stabilization.
=650  \0$aSols$xStabilisation.
=650  14$aGeosynthetic reinforced soil.
=650  24$aBridge abutment.
=650  24$aPlane strain.
=650  24$aLoad test.
=650  24$aBearing capacity.
=650  24$aServiceability.
=700  1\$aOoi, Phillip S. K.,$eauthor.
=700  1\$aNicks, Jennifer E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140007.htm

=LDR  03712nab a2200601 i 4500
=001  GTJ20130204
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130204$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130204$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a625.732$223
=100  1\$aLee, Junhwan,$eauthor.
=245  10$aExperimental Investigation on the Coefficient of Lateral Earth Pressure at Rest of Silty Sands :$bEffect of Fines /$cJunhwan Lee, Dongyeol Lee, Donggyu Park.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe coefficient of lateral earth pressure at rest (K0) is an important state variable of soils and is often estimated using Jaky's K0 equation, which is based on the internal friction angle (?'). When fines are contained in sand, the effect of the fines content needs to be properly taken into account for the ?'-based estimation of K0, as the strength characteristics change because of changes in particle interlocking and contact conditions. In this study, an experimental testing program was established to measure and analyze K0 and its correlation to shear strength characteristics of sand-silt mixtures focusing on the effect of silt content. Thin-wall oedometer tests, triaxial tests, and other property tests were conducted to obtain K0 values and characterize the test materials. The values of K0 became higher as the relative density and silt content decreased, which was found because of decreasing particle interlocking and friction angle. Jaky's K0 equation using the peak strength tended to underestimate K0 at lower relative densities, whereas the K0 matched closely to measured values for higher relative densities. The K0 correlation based on the mobilized inter-particle strength was proposed and was applicable to various sand conditions. The calculated results using the proposed K0 correlation matched the measured results well, confirming the effectiveness of the proposed method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInternal friction angle.
=650  \0$aInter-particle strength.
=650  \0$aShear strength.
=650  \0$aThin-wall oedometer test.
=650  \0$aAdmixtures.
=650  \0$aSilty sands.
=650  \0$aSubgrade (Pavements)
=650  \0$aRoads$xSubgrades.
=650  \0$aSilt loam.
=650  \0$aSoil stabilization.
=650  14$aCoefficient of lateral earth pressure at rest.
=650  24$aSilty sands.
=650  24$aInternal friction angle.
=650  24$aShear strength.
=650  24$aThin-wall oedometer test.
=650  24$aInter-particle strength.
=700  1\$aLee, Dongyeol,$eauthor.
=700  1\$aPark, Donggyu,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130204.htm

=LDR  02955nab a2200505 i 4500
=001  GTJ20130061
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140061$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130061$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aHashiba, K.,$eauthor.
=245  10$aNew Multi-Stage Triaxial Compression Test to Investigate the Loading-Rate Dependence of Rock Strength /$cK. Hashiba, K. Fukui.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aCompression tests for investigating the time-dependence of rock under confining pressures are time consuming and require more specimens than do uniaxial compression tests. In this study, a new testing method combining multi-stage confining pressure and alternating loading rate is proposed to investigate the loading-rate dependence of triaxial compressive strength from a small amount of rock sample. In the test, a small-size rock specimen 10 mm in diameter and 20 mm in height was loaded under a strain rate alternating between slow and fast and under a confining pressure increased once just after reaching the peak strength. Strengths corresponding to two strain rates and two confining pressures could be obtained from one specimen. The cohesion, angle of internal friction, and loading-rate dependence of strength from the data were consistent with those from the commonly used triaxial compression tests under a constant strain rate or constant confining pressure. The proposed test with a small amount of rock sample can reduce not only the time and cost but also the environmental load of sampling in situ.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConfining pressure.
=650  \0$aLoading-rate dependence.
=650  \0$aRock.
=650  \0$aTriaxial compression test.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aRock.
=650  24$aTriaxial compression test.
=650  24$aConfining pressure.
=650  24$aLoading-rate dependence.
=700  1\$aFukui, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130061.htm

=LDR  02455nab a2200541 i 4500
=001  GTJ20130127
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130127$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130127$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHE7
=082  04$a624.284$223
=100  1\$aSinnreich, Jon,$eauthor.
=245  10$aDerivation of p-y Curves from Lateral Pile Load Test Instrument Data /$cJon Sinnreich, Aditya Ayithi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aDetailed analysis of a bored pile lateral load test is required to generate the family of non-linear lateral load-displacement curves known as "p-y" curves. Current methods of calculating these curves from test pile data may not make full use of all data (inclinometer, strain gage, head deflection) available. The method outlined below incorporates all available data in formulating a mathematical model of the pile behavior from which p-y curves may be derived.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBored pile.
=650  \0$aDeep foundation.
=650  \0$aDrilled shaft.
=650  \0$aLateral load test.
=650  \0$aP-y curves.
=650  \0$aShafts (Excavations)
=650  \0$aTunneling.
=650  14$aLateral load test.
=650  24$aP-y curves.
=650  24$aBored pile.
=650  24$aDeep foundation.
=650  24$aDrilled shaft.
=700  1\$aAyithi, Aditya,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130127.htm

=LDR  04263nab a2200625 i 4500
=001  GTJ20130051
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130051$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130051$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a625.732$223
=100  1\$aBelkhatir, Mostefa,$eauthor.
=245  10$aInsight into the Effects of Gradation on the Pore Pressure Generation of Sand-Silt Mixtures /$cMostefa Belkhatir, Tom Schanz, Ahmed Arab, Noureddine Della, Abdelkader Kadri.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aLiquefaction of saturated sandy soils has been considered as the main cause of most geotechnical hazards during earthquakes. Generation of excess pore water pressures in saturated silty sands when subjected to monotonic, cyclic, and earthquake loading has been shown to cause the liquefaction, which can be defined as the transformation of stable soil structure into unstable liquid form. The proposed research investigated the effect of grading characteristics on the generated excess pore water pressure of sand-silt mixture samples in loose, medium dense, and dense states. The laboratory investigation aimed at understanding the extent or degree at which excess pore pressure of sand-silt mixture soil is affected by its gradation under static loading conditions. For the purpose of clarifying and evaluating the generated pore pressure characteristics of sandy soils, a series of undrained monotonic triaxial tests were carried out on different reconstituted samples of sand-silt mixtures with various gradations. The soil samples were tested under a constant confining pressure (?3 = 100 kPa) and at three relative densities (Dr = 20 %, 53 %, and 91 %). The results from this laboratory investigation were used to develop insight into the pore water pressure response of sand and sand-silt mixtures under monotonic loading conditions. The analysis of the obtained data revealed that the grading characteristics [D10, D50, Cu, effective size ratio (ESR), and mean grain size ratio (MGSR)] have significant influence on the generation of the excess pore water pressure. It was found that maximum positive excess pore water pressure (?umax) can be correlated to the grading characteristics for the sand-silt mixture. The ESR and MGSR appear as pertinent parameters to predict the excess pore water pressure response of the sand-silt mixtures for soil gradation under study.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEffective size ratio.
=650  \0$aExcess pore pressure.
=650  \0$aGrading characteristics.
=650  \0$aMean grain size ratio.
=650  \0$aSilty sand.
=650  \0$aAdmixtures.
=650  \0$aSilty sands.
=650  \0$aSubgrade (Pavements)
=650  \0$aRoads$xSubgrades.
=650  \0$aSilt loam.
=650  \0$aSoil stabilization.
=650  14$aSilty sand.
=650  24$aExcess pore pressure.
=650  24$aMean grain size ratio.
=650  24$aEffective size ratio.
=650  24$aGrading characteristics.
=700  1\$aSchanz, Tom,$eauthor.
=700  1\$aArab, Ahmed,$eauthor.
=700  1\$aDella, Noureddine,$eauthor.
=700  1\$aKadri, Abdelkader,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130051.htm

=LDR  03043nab a2200565 i 4500
=001  GTJ20130138
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130138$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130138$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.7
=082  04$a620.1/1292$223
=100  1\$aVangla, Prashanth,$eauthor.
=245  10$aImage-Segmentation Technique to Analyze Deformation Profiles in Different Direct Shear Tests /$cPrashanth Vangla, Madhavi Latha Gali.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aResults from interface shear tests on sand-geosynthetic interfaces are examined in light of surface roughness of the interacting geosynthetic material. Three different types of interface shear tests carried out in the frame of direct shear-test setup are compared to understand the effect of parameters like box fixity and symmetry on the interface shear characteristics. Formation of shear bands close to the interface is visualized in the tests and the bands are analyzed using image-segmentation techniques in MATLAB. A woven geotextile with moderate roughness and a geomembrane with minimal roughness are used in the tests. The effect of surface roughness of the geosynthetic material on the formation of shear bands, movement of sand particles, and interface shear parameters are studied and compared through visual observations, image analyses, and image-segmentation techniques.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear test.
=650  \0$aImage analysis.
=650  \0$aSand-geosynthetic interface.
=650  \0$aShear band.
=650  \0$aSurface roughness.
=650  \0$aSurface roughness$xMathematics.
=650  \0$aFractals.
=650  \0$aMachining$xMathematics.
=650  \0$aEngineering.
=650  14$aSand-geosynthetic interface.
=650  24$aSurface roughness.
=650  24$aShear band.
=650  24$aImage analysis.
=650  24$aDirect shear test.
=700  1\$aGali, Madhavi Latha,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130138.htm

=LDR  02905nab a2200601 i 4500
=001  GTJ20140010
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140010$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140010$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA404.8
=082  04$a620.118$223
=100  1\$aBirhan, Amsalu G.,$eauthor.
=245  10$aEffect of Confinement on Creep Behavior of EPS Geofoam /$cAmsalu G. Birhan, Dawit Negussey.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aTime-dependent deformation under sustained loading or creep is an important consideration in the long-term performance of expanded polystyrene (EPS) geofoam. The design of EPS geofoam fills is mainly based on limiting working stresses to produce tolerable deformations. Results from unconfined uniaxial creep tests have provided justification for such design criteria. With different types of applications involving submergence and higher surcharge loads, creep deformations under confining pressures have been occurring. A series of creep tests were performed on different densities of EPS geofoam with and without confining pressures. The results showed confining pressures can significantly affect the creep responses of EPS geofoam. Effects of confining pressures on creep deformations were more pronounced at lower densities.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConfining pressure.
=650  \0$aCreep.
=650  \0$aDeformation.
=650  \0$aDensity.
=650  \0$aDesign.
=650  \0$aEPS geofoam.
=650  \0$aStrain.
=650  \0$aStress.
=650  \0$aStrains and stresses.
=650  14$aConfining pressure.
=650  24$aCreep.
=650  24$aDeformation.
=650  24$aDensity.
=650  24$aDesign.
=650  24$aEPS geofoam.
=650  24$aStrain.
=650  24$aStress.
=700  1\$aNegussey, Dawit,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140010.htm

=LDR  03426nab a2200529 i 4500
=001  GTJ20140064
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140064$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140064$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aAkin, Idil Deniz,$eauthor.
=245  10$aSpecific Surface Area of Clay Using Water Vapor and EGME Sorption Methods /$cIdil Deniz Akin, William J. Likos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b48
=520  3\$aSpecific surface area (SSA) is a valuable intrinsic property of clayey soils that can be directly related to more general properties and engineering behavior, including plasticity, cation exchange capacity, and swelling behavior, among many others. Laboratory methods available for estimating SSA, however, remain somewhat complicated and are not routinely used in geotechnical practice. This paper evaluates and compares methods for determining SSA using the conventional ethylene glycol monoethyl ether (EGME) method and various approaches involving sorption of water vapor under controlled humidity conditions. Surface areas estimated from water vapor adsorption and desorption isotherms are comparable for non-expansive clays with SSA values less than about 100 m2/g. Measurements are appreciably different for soils containing expansive clay minerals, where the SSA estimated via Brunauer-Emmett-Teller (BET) analysis of desorption isotherms is consistently about twice the SSA determined from adsorption isotherms. Surface areas estimated from water vapor and EGME methods are comparable at SSAs less than 100 m2/g, but measurements obtained using water vapor for larger SSAs are consistently about half of the EGME-based values. Simplified one-point methods for estimating SSA using water vapor sorption compare well with BET-based methods for SSAs less than 150 m2/g. Recommendations are provided for applying water vapor and EGME sorption methods in geotechnical practice.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aSorption.
=650  \0$aSpecific surface area.
=650  \0$aWater vapor.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aSpecific surface area.
=650  24$aClay.
=650  24$aSorption.
=650  24$aWater vapor.
=650  24$aEGME.
=700  1\$aLikos, William J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140064.htm

=LDR  03665nab a2200517 i 4500
=001  GTJ20120205
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120205$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120205$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aKang, X.,$eauthor.
=245  10$aMeasurement of Stiffness Anisotropy in Kaolinite Using Bender Element Tests in A Floating Wall Consolidometer /$cX. Kang, G.-C. Kang, B. Bate.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b66
=520  3\$aA new floating wall consolidometer-type bender element testing system was developed to study the stiffness anisotropy of clays at applied vertical stresses up to 800 kPa. One-dimensional slurry-consolidated Georgia RP-2 kaolinite samples, prepared with 0.005 and 1 mol/l NaCl solutions, were tested in this system. A floating wall design eliminated the detrimental bending moment that acts upon the horizontally installed benders as a result of soil settlement in a traditional fixed wall setup, which significantly improved the signal quality and bender reuse. Floating wall-soil interface resistance was quantified with pulling tests. Analytical equations were then derived to calculate the wall resistance-corrected vertical effective stress. As a result, stresses applied to the soil were more accurately determined. The bender element (BE) test was used to measure kaolinite's shear wave velocity (Vs), thereby quantifying the small strain stiffness of soils. Average Vs results for RP-2 kaolinite were lower than those for other kaolinites reported in the literature. This was postulated to be primarily due to the longer and more tortuous chains of particle contacts associated with the smaller median diameter (d50 = 0.36 ?m) of RP-2 kaolinite samples. BE test results indicated that Vs increased with stress, density, and concentration. The hierarchy of Vs in three orthogonal directions (i.e., hh > hv > vh) agreed with results in the literature. It was also illustrated that Vs anisotropy increased with applied stress and decreased during unloading. In addition, a comparison was made between the BE test in the new floating wall consolidometer and the BE test in a triaxial testing setup.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aElectromagnetism.
=650  14$akaolinite.
=650  24$aparticle size.
=650  24$ainterface resistance.
=650  24$abender element.
=650  24$aanisotropy.
=650  24$ashear wave velocity.
=650  24$astiffness.
=700  1\$aKang, G.-C.,$eauthor.
=700  1\$aBate, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120205.htm

=LDR  04050nab a2200649 i 4500
=001  GTJ20130145
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130145$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130145$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aDuong, T. V.,$eauthor.
=245  10$aPhysical Model for Studying the Migration of Fine Particles in the Railway Substructure /$cT. V. Duong, Y. J. Cui, A. M. Tang, J. C. Dupla, J. Canou, N. Calon, A. Robinet, B. Chabot, E. De Laure.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aTo study the interlayer creation and the mud-pumping phenomena in the conventional French railway substructure, a physical model was developed with a 160-mm-thick ballast layer overlaying a 220-mm-thick artificial silt layer (mixture of crushed sand and kaolin), both layers being compacted in a transparent cylinder of a 550-mm-inner diameter. One positive pore water pressure sensor, three tensiometers, and three time domain reflectometer (TDR) sensors were installed around the ballast/silt interface allowing the evolution of pore water pressure (negative or positive) and volumetric water content to be monitored, respectively. A digital camera was installed allowing direct monitoring of different movements (ballast, ballast/subsoil interface, etc.). The effects of loading (monotonic and cyclic loadings) and degree of saturation of subsoil (w = 16 %, Sr = 55 %, and near-saturation state) were investigated. It was found that the development of pore water pressure in the subsoil is the key factor causing the migration of fine particles, hence, resulting in the creation of interlayer, as well as mud pumping. In particular, the camera exposed the pumping up level of fine particles during the test, showing that the migration of fine particles was not only a result of the interpenetration of ballast particles and subsoil, but also of the pore water pressure that pushed the fine particle upward. The quality of the recorded data showed that the physical model developed worked well and the test protocol adopted for studying the mechanisms of intermixing of ballast and subsoil and mud pumping was appropriate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loading.
=650  \0$aInterlayer creation.
=650  \0$aMud pumping.
=650  \0$aPhysical model.
=650  \0$aPore water pressure.
=650  \0$aRailway substructure.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  14$aRailway substructure.
=650  24$aPhysical model.
=650  24$aCyclic loading.
=650  24$aPore water pressure.
=650  24$aInterlayer creation.
=650  24$aMud pumping.
=700  1\$aCui, Y. J.,$eauthor.
=700  1\$aTang, A. M.,$eauthor.
=700  1\$aDupla, J. C.,$eauthor.
=700  1\$aCanou, J.,$eauthor.
=700  1\$aCalon, N.,$eauthor.
=700  1\$aRobinet, A.,$eauthor.
=700  1\$aChabot, B.,$eauthor.
=700  1\$aDe Laure, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130145.htm

=LDR  04246nab a2200625 i 4500
=001  GTJ20130172
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130172$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130172$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ209
=082  04$a681/.753$223
=100  1\$aHarding, M. J.,$eauthor.
=245  10$aDesign and Testing of a Debris Flow 'Smart Rock' /$cM. J. Harding, B. K. Fussell, M. A. Gullison, J. Benoi?t, P. A. de Alba.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThis paper describes the development of a "smart rock," an instrumented device for the study of debris flows, which is often triggered by earthquakes, heavy rain events, and rising groundwater conditions. Debris flows are very destructive forms of landslide consisting of a mixture of rocks, saturated soil, and debris typically flowing at high rates of speed and over long distances. In an effort to better understand the mechanics of debris flows, the smart rock was developed with a sensor package to be used in U.S. Geological Survey experiments at their flume facility in the Willamette National Forest, OR. The instrumented rock contains an inertial measurement unit (IMU) to measure acceleration and rotation rate about three body fixed axes, and two pressure sensors to measure pore water pressure. The sensors provide information about the movement of the rock and pore water pressures within a debris flow. One of the objectives of the sensor package is to use this information to track the position of a particle in the flow with an accuracy of 1 m over the course of 10 s. Calculation of position using the IMU requires the use of strapdown inertial navigation equations. Unfortunately, noise and bias in the rotation rate sensor introduce significant error in the position calculation. The results from one of the USGS debris flow experiments using the smart rock show that an ad hoc filtering method on the IMU data provides a rough estimate of the rock position in the flume, but far from the desired level of accuracy. Pressure and velocity recorded by the smart rock, while comparable to those measured by the USGS during the debris flow test, cannot be verified. Position accuracy can only be improved by using a better IMU and obtaining known rock positions versus time during the debris flow. Based on the results of this work, it is hoped that improved technology will result in a smart rock that can successfully provide useful and insightful debris flow data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerometer.
=650  \0$aDebris flow.
=650  \0$aGyroscope.
=650  \0$aInstrumentation.
=650  \0$aLandslides.
=650  \0$aPore pressure.
=650  \0$aSmart rocks.
=650  \0$aGyroscopes.
=650  \0$aRotational motion (Rigid dynamics)
=650  14$aSmart rocks.
=650  24$aDebris flow.
=650  24$aLandslides.
=650  24$aInstrumentation.
=650  24$aGyroscope.
=650  24$aAccelerometer.
=650  24$aPore pressure.
=700  1\$aFussell, B. K.,$eauthor.
=700  1\$aGullison, M. A.,$eauthor.
=700  1\$aBenoi?t, J.,$eauthor.
=700  1\$ade Alba, P. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130172.htm

=LDR  04436nab a2200553 i 4500
=001  GTJ20120132
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120132$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120132$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aPineda, Jorge A.,$eauthor.
=245  10$aEffect of Fabric and Weathering Intensity on Dynamic Properties of Residual and Saprolitic Soils via Resonant Column Testing /$cJorge A. Pineda, Julio E. Colmenares, Laureano R. Hoyos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aChemical weathering processes, such as decomposition and dissolution, are fairly well-understood phenomena as they relate to the formation of residual and saprolitic soils in the tropics. However, the effects that weathering intensity has on the physical characteristics and mechanical properties of weathered soil/rock materials, particularly their dynamic properties, are not yet fully understood. This paper presents the results of an experimental investigation conducted to assess the dynamic response of residual and saprolitic soils derived from a granodiorite rock in the central mountain range of Colombia and how this response relates to the soil microstructure and weathering intensity. Key dynamic properties, namely, shear modulus and material damping, were obtained via a fixed-free resonant column apparatus suitable for shear strain amplitudes ranging from 0.001 % to 0.1 %. Results from a short series of triaxial and oedometer tests substantiated the patterns of weathering intensity observed for each test soil. Soil fabric studies based on scanning electron microscopy observations, mercury intrusion porosimetry tests, and pore space distributions were also performed to identify the most relevant characteristics of the soil skeleton, as determined by the corresponding weathering intensity, that affect the dynamic response of each test soil. The residual soil, as the most altered/weathered material, was found to have a more rigid fabric, and thus greater stiffness, due to the presence of sesquioxides acting as cementing agents. In the saprolitic soil, a less weathered material, the soil fabric was dominated by distinct clay bridges formed between particle aggregations of partially decomposed primary minerals, resulting in less rigidity. The influence of confinement level on the shear modulus was found to be more pronounced in the saprolitic soil, which can be directly attributed to the changes in fabric of uncemented bonds during isotropic loading. Finally, and consistent with these general trends, the material damping of saprolitic soil was observed to be slightly less than that of residual soil, whereas the normalized shear moduli (G/Gmax) degradation curve was more pronounced in residual soil samples beyond a threshold value of shear strain amplitude.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDamping ratio.
=650  \0$aDynamic response.
=650  \0$aResidual soil.
=650  \0$aShear modulus.
=650  \0$aWeathering.
=650  \0$aShear (Mechanics)
=650  \0$aDeformations (Mechanics)
=650  14$aResidual soil.
=650  24$aWeathering.
=650  24$aDynamic response.
=650  24$aShear modulus.
=650  24$aDamping ratio.
=700  1\$aColmenares, Julio E.,$eauthor.
=700  1\$aHoyos, Laureano R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120132.htm

=LDR  03335nab a2200493 i 4500
=001  GTJ20130178
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130178$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130178$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624.1/5136/0287$223
=100  1\$aBrendan, Casey,$eauthor.
=245  13$aAn Evaluation of Three Triaxial Systems With Results From 0.1 to 100 MPa /$cCasey Brendan, John T. Germaine.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThis paper evaluates the results of triaxial tests carried out over a very wide range of effective stresses using custom-built triaxial systems specially developed for testing at low, medium, and high pressures. These tests were performed on samples of resedimented Boston Blue Clay, and good reproducibility is demonstrated across testing devices. A novel approach was taken to evaluate the effect of apparatus compressibility of the drainage system on the measured undrained shear behavior, as this issue becomes increasingly important for triaxial testing at high stresses. The effect of apparatus compressibility on triaxial shear results was evaluated by comparing the volume of pore fluid necessary to develop the drained strength of a specimen to the volume of flow caused by apparatus compressibility. This method is more illustrative and intuitive for undrained triaxial testing of saturated specimens than the traditional approach of using a specimen's B-value. Triaxial test results show a consistent decrease in both undrained strength ratio and critical state friction angle over the effective stress range of 0.1 to 100 MPa for each overconsolidation ratio investigated. The conventional assumption made in soil models that fine-grained soils exhibit constant normalized strength properties is therefore shown to be invalid when these properties are viewed over a significant range of effective stresses.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus compressibility.
=650  \0$aResedimentation.
=650  \0$aTriaxial testing.
=650  \0$aRocks$xTesting.
=650  \0$aSoils$xTesting.
=650  14$aTriaxial testing.
=650  24$aApparatus compressibility.
=650  24$aResedimentation.
=700  1\$aGermaine, John T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130178.htm

=LDR  03607nab a2200589 i 4500
=001  GTJ20140046
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140046$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140046$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA713
=082  04$a624.1/5136$223
=100  1\$aDong, Yi.,$eauthor.
=245  10$aMeasurement of Thermal Conductivity Function of Unsaturated Soil Using a Transient Water Release and Imbibition Method /$cYi. Dong, Ning Lu, Alexandra Wayllace, Kathleen Smits.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aThermal conductivity of unsaturated soil depends on soil water content and soil type. A transient water release and imbibition method (TRIM) is modified to include measurement of the thermal conductivity function (TCF) in conjunction with concurrent measurement of the soil water retention curve (SWRC) and hydraulic conductivity function (HCF). Two pairs of dielectric and thermal needle sensors are embedded in the soil specimen to monitor spatial and temporal variation of water content, thermal conductivity, and thermal diffusivity during drying and wetting processes. Three different soils, including pure sand, silt, and clayey sand are used to examine the effectiveness and validity of the new technique. The thermal conductivity data from the modified TRIM technique accords well with other independent measurements. The results show that the modified TRIM technique provides a fast and accurate way of obtaining thermal properties of different types of soils under both drying and wetting states. The typical testing time for a soil going through a full saturation variation is less than 3 weeks. We observe that the hysteresis in thermal conductivity during a wetting and drying cycle is much less pronounced than that of the hydraulic hysteresis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHydraulic conductivity.
=650  \0$aSoil water retention curve.
=650  \0$aThermal conductivity.
=650  \0$aThermal diffusivity.
=650  \0$aTransient water release and imbibition.
=650  \0$aFrozen ground$xThermal conductivity.
=650  \0$aSoil freezing.
=650  \0$aSoil moisture.
=650  \0$aSoil permeability.
=650  14$aThermal conductivity.
=650  24$aThermal diffusivity.
=650  24$aHydraulic conductivity.
=650  24$aSoil water retention curve.
=650  24$aTransient water release and imbibition.
=700  1\$aLu, Ning,$eauthor.
=700  1\$aWayllace, Alexandra,$eauthor.
=700  1\$aSmits, Kathleen,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140046.htm

=LDR  03124nab a2200529 i 4500
=001  GTJ20140066
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140066$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140066$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aAl-Zoubi, Mohammed Shukri,$eauthor.
=245  10$aSettlement Rate-Settlement Method for Radial Consolidation (SRSM-RC) /$cMohammed Shukri Al-Zoubi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe settlement rate-settlement method for radial consolidation (SRSM-RC) is proposed for evaluating the coefficient of radial consolidation cr and end-of-primary (EOP) settlement ?p. The SRSM-RC explicitly relates cr and ?p to the intercept and slope of the linear settlement rate-settlement (d?t/dt-?t) relationship observed theoretically over the entire Ur range of the Barron theory; ?t is the settlement at time t and Ur is the degree of radial consolidation. The SRSM-RC computes cr independently of any specific Ur value and can simultaneously compute ?p without the need to use the secondary compression range. The SRSM-RC does not require a complete record of compression-time data; a minimum of four representative data points at any stage of primary consolidation are required to estimate cr by the SRSM-RC. Experimental results on radial consolidation of several clayey soils obtained from literature are used to validate and compare the SRSM-RC with existing methods. The validity of the method is also evaluated by matching the experimental compression-time data with the theory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCoefficient of radial consolidation.
=650  \0$aEnd of primary settlement.
=650  \0$aRadial drainage.
=650  \0$aSettlement rate.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aCoefficient of radial consolidation.
=650  24$aEnd of primary settlement.
=650  24$aSettlement rate.
=650  24$aRadial drainage.
=650  24$aClays.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140066.htm

=LDR  03395nab a2200553 i 4500
=001  GTJ20130141
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130141$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130141$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aHedayat, Ahmadreza,$eauthor.
=245  10$aDetection and Quantification of Slip Along Non-Uniform Frictional Discontinuities Using Digital Image Correlation /$cAhmadreza Hedayat, Laura J. Pyrak-Nolte, Antonio Bobet.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b42
=520  3\$aA deformation measurement system based on the principles of digital image correlation (DIC) has been developed to evaluate the process of slip along frictional discontinuities. A biaxial compression apparatus is used to impose shear failure on perfectly mated gypsum specimens with nonhomogeneous contact surfaces. The contact surfaces are made by casting gypsum against flat surfaces with different frictional characteristics and consisted of a smooth surface with low frictional strength on the upper half and a rough surface with high frictional strength on the lower half. Design, implementation, and verification of the DIC measurement system are presented in this paper. DIC successfully identified slip as a jump in the displacement field across the discontinuity. Slip is observed to initiate from the smooth surface with minimum frictional resistance and as the shear load is increased, propagates to the rough surface that has higher frictional resistance. DIC clearly exhibits a reduction in fracture's shear stiffness based on an increase in the rate of relative vertical displacement across the discontinuity, which initiates from the smooth surface and propagates to the rough surface.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBiaxial compression.
=650  \0$aDigital image correlation.
=650  \0$aFrictional discontinuity.
=650  \0$aShear stiffness.
=650  \0$aSlip initiation.
=650  \0$aShear (Mechanics)
=650  \0$aDeformations (Mechanics)
=650  14$aFrictional discontinuity.
=650  24$aDigital image correlation.
=650  24$aSlip initiation.
=650  24$aBiaxial compression.
=650  24$aShear stiffness.
=700  1\$aPyrak-Nolte, Laura J.,$eauthor.
=700  1\$aBobet, Antonio,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130141.htm

=LDR  03472nab a2200541 i 4500
=001  GTJ20130093
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130093$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130093$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMuszynski, Mark R.,$eauthor.
=245  10$aRepeatability of Centrifuge Tests Containing a Large, Rigid Foundation Subjected to Lateral Spreading /$cMark R. Muszynski, Scott M. Olson, Youssef M. A. Hashash, Camilo Phillips.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aFour centrifuge tests involving liquefaction-induced lateral spreading of loose sand against a large, rigid foundation are summarized with regard to the repeatability of ground motions, porewater pressures, and lateral displacement magnitudes. The base input motions delivered to the models exhibited a large coefficient of variation (COV) of 0.27, chiefly as a result of variations in the shaker hydraulic system, rather than differences in model construction (which exhibited a COV of 0.07 for the relative density of the loose sands). Variations in ground acceleration response, porewater pressure response, and lateral displacement magnitudes were dominated by variations in base motions, with COV values ranging from about 0.01 to 0.47. Nevertheless, more than 90 % of the COV values were less than 0.30, consistent with or less than the COV of the base motions. In addition, the measured COV values are consistent with COV values of other geotechnical measurements reported in the literature. This is especially encouraging because centrifuge tests are relatively complex boundary tests, and many COV values reported in the literature involve element tests. Based on these findings, one must carefully monitor and control base motions (input to the soil container) in order to obtain repeatable results in a centrifuge testing program.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge testing.
=650  \0$aInstrument response.
=650  \0$aLateral spreading.
=650  \0$aRepeatability.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aLateral spreading.
=650  24$aCentrifuge testing.
=650  24$aInstrument response.
=650  24$aRepeatability.
=700  1\$aOlson, Scott M.,$eauthor.
=700  1\$aHashash, Youssef M. A.,$eauthor.
=700  1\$aPhillips, Camilo,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130093.htm

=LDR  03084nab a2200565 i 4500
=001  GTJ20130090
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130090$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130090$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP245.C3
=082  04$a553.5/16$223
=100  1\$aZhao, Qian,$eauthor.
=245  12$aA Full Contact Flexible Mold for Preparing Samples Based on Microbial-Induced Calcite Precipitation Technology /$cQian Zhao, Lin Li, Chi Li, Huanzen Zhang, Farshad Amini.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aDuring microbial-induced calcium carbonate precipitation (MICP), the cementation medium needs to fully contact and react with bacteria inside a soil sample through pores of sand. The goal of this study was to develop a new sample preparation mold, i.e., a full-contact flexible mold, to prepare samples during the MICP process. The mold was constructed using a needle-punched, nonwoven geotextile material. Specimens of different sizes were prepared using the full-contact flexible mold to evaluate the engineering soil properties improved by the MICP process. The results indicated that the mechanical improvement of the MICP-treated soil using the full-contact flexible mold is one order of magnitude higher than that of the typical sample preparation method. The full-contact flexible mold enhances the contact between the bacteria and the cementation medium and promotes homogeneous calcium carbonate precipitation within the sand pores.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlexible.
=650  \0$aGeotextile.
=650  \0$aMold.
=650  \0$aSample preparation.
=650  \0$aLimestone.
=650  \0$aCalcium carbonate.
=650  14$aMicrobial-induced calcium carbonate precipitation.
=650  24$aFlexible.
=650  24$aGeotextile.
=650  24$aSample preparation.
=650  24$aMold.
=700  1\$aLi, Lin,$eauthor.
=700  1\$aLi, Chi,$eauthor.
=700  1\$aZhang, Huanzen,$eauthor.
=700  1\$aAmini, Farshad,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130090.htm

=LDR  03529nab a2200505 i 4500
=001  GTJ20130116
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130116$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130116$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQP519.9.D45
=082  04$a574.1/92/028$223
=100  1\$aNg, Charles Wang Wai,$eauthor.
=245  10$aA Novel Root System for Simulating Transpiration-Induced Soil Suction in Centrifuge /$cCharles Wang Wai Ng, Anthony Kwan Leung, Viroon Kamchoom, Ankit Garg.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b56
=520  3\$aPlant transpiration has potential beneficial effects to slope stability because it increases soil suction, which results in not only an increase in shear strength but also a decrease in water permeability. Although the effects of vegetation on slope stability have been recently investigated using centrifuge, contributions of plant-induced suction are ignored. In order to simulate transpiration-induced suction in a centrifuge model test, a novel root system that enables suction to be induced and controlled at high-g are developed and verified in this study. This new root system consists of a high air-entry value (AEV) porous filter, cellulose acetate, which has scaled mechanical properties, including tensile strength, elastic modulus, and axial rigidity, similar to living roots. This filter is fully saturated with de-aired water and it is connected to an airtight chamber for controlling vacuum pressures. The function of the water-saturated porous filter is to maintain hydraulic gradient between soil and the root system for any vacuum pressure lower than the AEV of the filter. Any reduction of soil moisture due to applied vacuum hence induces suction. Suctions induced by the new root system were verified to be consistent with those induced by a living tree (Schefflera heptaphylla) at 1-g and that retained by vegetation in the field. Both vertical and horizontal influence zones of suction of the living tree were captured. For centrifuge tests carried out at 15-g, suctions of up to 25 kPa can be simulated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifugation, Density gradient.
=650  \0$aZonal centrifuge.
=650  14$aplant root.
=650  24$atranspiration.
=650  24$asuction.
=650  24$acentrifuge.
=650  24$aunsaturated soil.
=700  1\$aLeung, Anthony Kwan,$eauthor.
=700  1\$aKamchoom, Viroon,$eauthor.
=700  1\$aGarg, Ankit,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130116.htm

=LDR  03387nab a2200529 i 4500
=001  GTJ20130163
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130163$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130163$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aPineda, Jubert,$eauthor.
=245  12$aA New High-Pressure Triaxial Apparatus for Inducing and Tracking Hydro-Mechanical Degradation of Clayey Rocks /$cJubert Pineda, Enrique Romero, Eduardo E. Alonso, Toma?s Pe?rez.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThis paper presents the development of a new high-pressure triaxial apparatus specifically prepared for inducing and tracking the degradation of clayey rocks. Total suction-used to induce the hydraulic degradation-is applied with vapor transfer technique by controlling the relative humidity of air in contact with the material. The evolution of the degradation process along different hydro-mechanical stress paths is continuously tracked with bender elements, as well as with air or water permeability measurements on partially saturated or saturated states, respectively. Relevant test results on a low porosity clayey rock (Lilla claystone, Spain) are presented to evaluate the main capabilities of the new equipment. The results bring up the high sensitivity to water of the material, which is evidenced by the important reduction of shear wave velocity induced on first wetting and drying at low confining stress, as well as by the significant increase in the air permeability of the degraded material (around four orders of magnitude larger than the intact material). Test results also showed clear differences in the volume change and shear strength behavior of undisturbed, saturated, and degraded samples, highlighting the relevance of degradation on macroscopic behavioral features.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRelative humidity.
=650  \0$aRock degradation.
=650  \0$aWetting-drying cycles.
=650  \0$aSoil mechanics.
=650  \0$aTriaxial test.
=650  14$aTriaxial test.
=650  24$aRock degradation.
=650  24$aRelative humidity.
=650  24$aWetting-drying cycles.
=700  1\$aRomero, Enrique,$eauthor.
=700  1\$aAlonso, Eduardo E.,$eauthor.
=700  1\$aPe?rez, Toma?s,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130163.htm

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=006  m|||||o|||||||||||
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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11368J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11368J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aMacKay, PL.,$eauthor.
=245  12$aA New Apparatus for Measuring Oxygen Diffusion and Water Retention in Soils /$cPL. MacKay, EK. Yanful, R. Kerry Rowe, K. Badv.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aA new apparatus developed for measuring the diffusion of oxygen, or any gas, through a soil sample is described. The apparatus uses nitrogen pressure to change a soil sample's degree of saturation and can therefore minimize the effects of structural changes due to remixing and packing. As a consequence, some innovative methods are employed to simulate oxygen concentration versus time data obtained with the apparatus. A one-dimensional semianalytic diffusion model is used to back-calculate diffusion coefficients based on laboratory data. Results for a local silt and a sand are presented to illustrate the utility of the apparatus. The apparatus is shown to perform well and provide gas diffusion coefficients similar to those reported by other researchers. The major advantage of the apparatus over other published methods lies in the fact that both the soil-water characteristic curve and oxygen diffusion coefficient at any degree of saturation can be obtained on the same soil sample in a single suite of tests. These two parameters are required for several geotechnical and geoenvironmental engineering designs involving unsaturated soils, such as the use of soil covers for mitigating acid drainage in sulfide-bearing mine waste.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDegree of saturation.
=650  \0$aMine waste.
=650  \0$aOxygen diffusion.
=650  \0$aSoil-water characteristic curve.
=650  \0$aUnsaturated soils.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aOxygen diffusion.
=650  24$aSoil-water characteristic curve.
=650  24$aUnsaturated soils.
=650  24$aMine waste.
=650  24$aDegree of saturation.
=700  1\$aYanful, EK.,$eauthor.
=700  1\$aKerry Rowe, R.,$eauthor.
=700  1\$aBadv, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11368J.htm

=LDR  03940nab a2200625 i 4500
=001  GTJ11370J
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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11370J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11370J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD885.5.L35
=082  04$a628.53$223
=100  1\$aReddy, KR.,$eauthor.
=245  10$aAssessment of Damage to Geomembrane Liners by Shredded Scrap Tires /$cKR. Reddy, RE. Saichek.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThis paper presents the results of a field and laboratory study performed to assess damage to the geomembrane liner caused by using shredded scrap tires as a leachate drainage layer material in landfills. The field testing was performed to assess the damage that occurred to the geomembrane liner during construction and included nine tests conducted with different combinations of tire chip size and thickness, both with a geotextile and without a geotextile overlying the geomembrane, and under different loading conditions. The laboratory testing was performed to characterize the shredded tires, particularly their size distribution, hydraulic conductivity, compressibility, and chemical resistance. The laboratory testing also included performing simulation testing to determine the extent of damage that occurs to the geomembrane liner by the shredded tires under long-term waste-loading conditions. The damage that occurred to the geomembrane liners in both field tests and simulated laboratory tests was determined by visual observations as well as by conducting multi-axial tension tests, wide strip tension tests, and water vapor transmission tests on the exhumed geomembrane samples. Based on these results, a 0.46-m (18-in.)-thick layer of secondary shred tire chips, with an average size of 7.6 cm, placed over a 543-g/m2 (16-oz/yd2) geotextile installed over a geomembrane liner using low-ground-pressure (<58 kPa) equipment was determined to provide adequate protection to the geomembrane liner during construction. The degree of protection offered under long-term loading conditions depends on the normal stress and the random orientation of the shredded tire chips at the geomembrane interface.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCivil engineering application.
=650  \0$aField testing.
=650  \0$aGeomembrane liner.
=650  \0$aLaboratory testing.
=650  \0$aProtective cover.
=650  \0$aRecycling.
=650  \0$aScrap tires.
=650  \0$alandfill.
=650  \0$aLandfill gases.
=650  \0$adrainage material.
=650  14$aScrap tires.
=650  24$aRecycling.
=650  24$aProtective cover.
=650  24$aDrainage material.
=650  24$aLandfill.
=650  24$aGeomembrane liner.
=650  24$aCivil engineering application.
=650  24$aField testing.
=650  24$aLaboratory testing.
=700  1\$aSaichek, RE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11370J.htm

=LDR  03008nab a2200529 i 4500
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11375J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11375J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aGutub, MZA,$eauthor.
=245  10$aShear Strength Characteristics of Madinah Clay with Sand Compaction Piles /$cMZA Gutub, AM. Khan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aShear strength characteristics of soft Madinah clay have been investigated from a series of consolidated undrained (CU) direct shear tests on specimens without and with circular sand drains of variable diameters. The investigation is conducted to study the shear strength behavior of soft Madinah clay in the presence of sand drains provided for the purpose of accelerating drainage and enhancing its response towards stabilization by preloading. The experimental shear strength test results have been compared with the theoretical values based on shear strength of clay-sand composite material derived from the shear properties of the individual materials. The shear strength parameters obtained from this study are expected to be of benefit and practical use for carrying out stability analysis of structures like embankments and foundations supported by clay and stabilized with vertical sand drains. Useful data were obtained showing a positive influence of the sand drain system on the enhancement of shear strength characteristics of soft Madinah clay.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aPreloading.
=650  \0$aSand compaction piles.
=650  \0$aShear strength.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aClay.
=650  24$aPreloading.
=650  24$aSand compaction piles.
=650  24$aShear strength.
=700  1\$aKhan, AM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11375J.htm

=LDR  03031nab a2200577 i 4500
=001  GTJ11376J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11376J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11376J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTX531
=082  04$a664/.117$223
=100  1\$aStewart, DP.,$eauthor.
=245  10$aExperience with the Use of Methylcellulose as a Viscous Pore Fluid in Centrifuge Models /$cDP. Stewart, Y-R Chen, BL. Kutter.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aIn geotechnical modeling, the use of a pore fluid having viscosity greater than that of water is a well-established method of satisfying the scaling laws relating to movement of pore fluid through the soil during dynamic loading events. This has often been achieved with either silicone oil or mixtures of water and glycerol. However, there are a number of inherent drawbacks and difficulties in using silicone oil in particular, and this paper describes an alternative solution of hydroxypropyl methylcellulose (HPMC) in water that has been used recently with success. This paper presents test data documenting the variation in solution viscosity with concentration and temperature and the variation in specific gravity with concentration. The relative performance of the fluid is illustrated with data from two centrifuge model tests, one with pure water as the pore fluid and one with an HPMC solution having viscosity ten times that of water.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aEarthquake.
=650  \0$aPermeability.
=650  \0$aPore fluid.
=650  \0$aviscosity.
=650  \0$adynamic testing.
=650  \0$amodel tests.
=650  14$aCentrifuge modeling.
=650  24$aDynamic testing.
=650  24$aEarthquake.
=650  24$aViscosity.
=650  24$aPermeability.
=650  24$aModel tests.
=650  24$aPore fluid.
=700  1\$aChen, Y-R,$eauthor.
=700  1\$aKutter, BL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11376J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11373J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11373J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aLade, PV.,$eauthor.
=245  10$aEffects of Non-Plastic Fines on Minimum and Maximum Void Ratios of Sand /$cPV. Lade, CD. Liggio, JA. Yamamuro.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe behavior of sand is affected by the content of nonplastic fine particles. How and to what degree the fines content affects the minimum and maximum void ratios has been studied in detail. A review is presented of previous theoretical and experimental studies of minimum and maximum void ratios of single spherical grains, packings of spheres of several discrete sizes, as well as optimum grain-size ratios to produce maximum densities. A systematic experimental study is performed of the variation of minimum and maximum void ratios with contents of fines for sands with smoothly varying particle size curves and a large variety of size distributions. It is shown that the fines content plays an important role in determining the sand structure and the consequent minimum and maximum void ratios. It is indicated how the fines content and sand structure affects the compressibility and the static liquefaction potential of the sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aFines content.
=650  \0$aLaboratory test.
=650  \0$aLiquefaction.
=650  \0$aRelative density.
=650  \0$aSands.
=650  \0$aSize distribution.
=650  \0$aVoid ratio.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aCompressibility.
=650  24$aFines content.
=650  24$aLaboratory test.
=650  24$aLiquefaction.
=650  24$aRelative density.
=650  24$aSands.
=650  24$aSize distribution.
=650  24$aVoid ratio.
=700  1\$aLiggio, CD.,$eauthor.
=700  1\$aYamamuro, JA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11373J.htm

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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11377J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11377J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN948.B4
=082  04$a553.6/1$223
=100  1\$aChapuis, RP.,$eauthor.
=245  10$aDiscussion on "Ultrasonic Method for Evaluation of Annular Seals for Wells and Instrumented Holes" by N. Yesiller, T. B. Edil, and C. H. Benson /$cRP. Chapuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnnular seals.
=650  \0$aCasing.
=650  \0$aCement.
=650  \0$aCross contamination.
=650  \0$aInstrument boreholes.
=650  \0$aNondestructive testing.
=650  \0$aUltrasonic method.
=650  \0$aWell seals.
=650  \0$aBentonite.
=650  \0$aAmargosite.
=650  14$aAnnular seals.
=650  24$aWell seals.
=650  24$aInstrument boreholes.
=650  24$aUltrasonic method.
=650  24$aNondestructive testing.
=650  24$aCement.
=650  24$aBentonite.
=650  24$aCasing.
=650  24$aCross contamination.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11377J.htm

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=001  GTJ11367J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11367J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11367J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aZhang, L.,$eauthor.
=245  10$aCentrifuge Testing of Vertically Loaded Battered Pile Groups in Sand /$cL. Zhang, MC. McVay, P. Lai.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aVertical load tests were carried out on 3 by 3 and 4 by 4 fixed head battered pile groups on a centrifuge. These tests simulated 0.43-m-wide by 13.7-m-long square piles founded in loose (Dr = 36%) and medium dense (Dr = 55%) sands at three-diameter spacing. The axial load and shear in each pile were measured during the tests. Numerical analysis was also carried out to predict the battered pile behavior using a coupled bridge foundation-superstructure finite element code (FLPIER). It was found that the vertical capacity of a battered pile group was slightly larger than that of a corresponding plumb pile group. The shear forces and bending moments in battered piles induced by design vertical loads were approximately one third of the ultimate lateral capacity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBattered pile group.
=650  \0$aCentrifuge test.
=650  \0$aFinite element method.
=650  \0$aPlumb pile group.
=650  \0$aCompilers (Computer programs)
=650  \0$aProgramming languages (Electronic computers)
=650  14$aCentrifuge test.
=650  24$aBattered pile group.
=650  24$aPlumb pile group.
=650  24$aFinite element method.
=700  1\$aMcVay, MC.,$eauthor.
=700  1\$aLai, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11367J.htm

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=001  GTJ11374J
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=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11374J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11374J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aHsu, H-H,$eauthor.
=245  10$aDevelopment of an Axisymmetric Field Simulator for Cone Penetration Tests in Sand /$cH-H Hsu, A-B Huang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aAn experimental system capable of simulating axisymmetric field conditions has been developed. This system, as an improvement over conventional calibration chambers, enables cone penetration tests (CPT) to be calibrated under minimal boundary effects. The new simulator consists of a stack of 20 rings to house the sand specimen. These rings are lined with an inflatable silicone rubber membrane on the inside. The boundary expansion and stress are measured and individually controlled, respectively, at each ring level during the CPT. The soil from physical boundary to infinity is simulated using a nonlinear cavity expansion curve derived from a lateral compression test on the specimen. Results from a series of CPTs show that at relative densities of approximately 80%, the cone tip resistance values agree within 4% as the diameter ratio of the physical specimen over cone varies from 18 to 22. This paper describes unique features of this field simulator, presents available CPT data performed in the simulator, and discusses its implications on future calibration tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBoundary effects.
=650  \0$aCalibration tests.
=650  \0$aCone penetration tests.
=650  \0$aIn situ tests.
=650  \0$aSand.
=650  \0$aShear strength.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aBoundary effects.
=650  24$aCalibration tests.
=650  24$aCone penetration tests.
=650  24$aIn situ tests.
=650  24$aSand.
=650  24$aShear strength.
=700  1\$aHuang, A-B,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11374J.htm

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=024  7\$a10.1520/GTJ11371J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11371J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC676.4
=082  04$a621.3841/10151535$223
=100  1\$aGlaser, SD.,$eauthor.
=245  10$aImaging of Rock Fractures with Low-Frequency Ultrasonic Reflection/Diffraction /$cSD. Glaser, MK. Hand.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThis paper documents the development of a method for imaging millimeter-scale fractures in rock with low-frequency ultrasound and seismic algorithms developed originally for kilometer-scale geologic structures. Low-frequency ultrasonic reflection/diffraction imaging provides detailed images of an impedance contrast in terms of two-way travel time from the surface to the fracture, which produces a geometrically distorted representation. Several seismic methods were used to sharpen the images, including migration, which greatly enhances horizontal resolution and inverts the image from the travel time domain back into the depth domain. The resulting images allow quantitative analysis of the geometry and location of the fracture.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcoustic imaging.
=650  \0$aFracture.
=650  \0$aGeophysics.
=650  \0$aMaterial testing.
=650  \0$aRock mechanics.
=650  \0$awave propagation.
=650  \0$acables.
=650  \0$afast Fourier transform.
=650  14$aWave propagation.
=650  24$aRock mechanics.
=650  24$aGeophysics.
=650  24$aAcoustic imaging.
=650  24$aFracture.
=650  24$aMaterial testing.
=700  1\$aHand, MK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11371J.htm

=LDR  02814nab a2200505 i 4500
=001  GTJ11369J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11369J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11369J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.6.O73
=082  04$a631.4/17$223
=100  1\$aStinnette, P.,$eauthor.
=245  10$aPrediction of Field Compressibility from Laboratory Consolidation Tests of Peats and Organic Soils /$cP. Stinnette.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aGibson and Lo (1961) compressibility parameters a and b for an organic soil can be determined from the organic content and the current pressure using the model presented by Gunaratne et al. (1998). These parameters, however, were developed based on results of laboratory one-dimensional consolidation tests and are valid for the K0 state. Researchers such as Edil et al. (1984) have found that the experimentally determined values of b in particular are larger for field situations. Therefore, the compressibility parameters have to be modified to predict field settlement under surcharges. This paper describes an extended model that addresses this issue and demonstrates how the laboratory-based b value can be corrected for field loading conditions. Finally, results of a full-scale, instrumented field settlement study of organic soil are shown to correlate well with the predictions of the extended model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aPeat.
=650  \0$aUltimate settlement.
=650  \0$aorganic soil.
=650  \0$aSoils$xOrganic compound content.
=650  \0$ashear modulus.
=650  14$aConsolidation.
=650  24$aUltimate settlement.
=650  24$aOrganic soil.
=650  24$aPeat.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11369J.htm

=LDR  02826nab a2200625 i 4500
=001  GTJ11372J
=003  IN-ChSCO
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=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11372J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11372J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQM23.2
=082  04$a611$223
=100  1\$aWalters, DA.,$eauthor.
=245  14$aThe Application of Computer-Assisted Tomography in the Analysis of Fracture Geometry /$cDA. Walters, RCK Wong, A. Kantzas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aAn experimental study was conducted to investigate the surface characteristics of an oil sand fracture. The oil sand fracture was induced in core samples along the axis of the sample using the Brazilian tension test. A computer-assisted tomography scanning analysis was performed to determine the fracture geometry. The fracture was shown to be a variable aperture system that would have significant effects of the permeability of the fracture. The aperture distributions of the fractures were found to follow a log-normal distribution, similar to that of previously studied rock fractures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAperture.
=650  \0$aComputer-assisted tomography.
=650  \0$aExperimental measurement.
=650  \0$aFracture.
=650  \0$aRoughness.
=650  \0$aSurface characteristics.
=650  \0$aX-ray.
=650  \0$aTomography, X-Ray Computed.
=650  \0$aAnatomy.
=650  \0$aRadiotherapy.
=650  14$aFracture.
=650  24$aX-ray.
=650  24$aAperture.
=650  24$aExperimental measurement.
=650  24$aRoughness.
=650  24$aSurface characteristics.
=650  24$aComputer-assisted tomography.
=650  24$aCAT.
=700  1\$aWong, RCK,$eauthor.
=700  1\$aKantzas, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11372J.htm

=LDR  04016nab a2200505 i 4500
=001  GTJ20120229
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120229$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120229$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHF5549.5.M63
=082  04$a158.7$223
=100  1\$aSloan, J. A.,$eauthor.
=245  10$aField-Scale Column-Supported Embankment Test Facility /$cJ. A. Sloan, G. M. Filz, J. G. Collin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b62
=520  3\$aColumn-supported embankments (CSEs) have seen increasing use in recent years where new embankments or widening of existing embankments is required over soft ground. The primary advantages of CSEs are more rapid single-phase construction and protection of adjacent facilities and embankments, but their use is limited because of lack of consensus on CSE design procedures. Investigations into CSE performance in the literature include bench-scale testing, centrifuge testing, case histories with instrumented test sections, numerical modeling, and a few examples of field-scale research test sections. This paper describes a field-scale CSE test facility that employs a unique approach where expanded polystyrene geofoam and its subsequent dissolution are used to model the soft soil beneath the CSE. The properties of the geofoam are similar to those of soft clay, although the geofoam layer is thin. The geofoam is dissolved after embankment construction using an environmentally friendly solvent to represent a worst-case scenario where there is zero soft soil support. Some field applications can approximate this condition. Based on an extensive literature review, the authors believe that this is the first published use of geofoam for temporary support of a column-supported test embankment, where the geofoam is later dissolved to remove support between columns. In addition to investigation of CSE behavior, the facility, instrumentation, and test concept have broader applications for investigation of other arching phenomenon including: localized loss of support beneath portions of other geotechnical structures such as mechanically stabilized earth walls, sinkhole mitigation, tunneling, and mining engineering. This paper focuses on description of the CSE test facility, materials, test procedures, and instrumentation. The results from one of the CSE tests are presented to illustrate the capabilities of the facility and data that can be collected. Future publications will present results from the entire CSE test program and make recommendations for CSE design.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPerformance.
=650  \0$aReinforcement (Psychology)
=650  \0$aReinforcement.
=650  14$acolumn-supported embankment.
=650  24$aarching.
=650  24$aload transfer platform.
=650  24$ageosynthetic reinforcement.
=650  24$abridging layers.
=700  1\$aFilz, G. M.,$eauthor.
=700  1\$aCollin, J. G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120229.htm

=LDR  03709nab a2200529 i 4500
=001  GTJ20120086
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120086$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120086$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.84
=082  04$a620.1/127$223
=100  1\$aWang, Shuhong,$eauthor.
=245  10$aFracture Behavior of Intact Rock Using Acoustic Emission :$bExperimental Observation and Realistic Modeling /$cShuhong Wang, Runqiu Huang, Pengpeng Ni, Ranjith Pathegama Gamage, Minsi Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aIt is well known that acoustic emission (AE) is a powerful nondestructive testing tool for examining the behavior of materials deforming under stress. One can use it to monitor fracture or damage in a rock mass by listening to AE events during failure under compressive loads. In this paper, an experimental study on the AE source location in square cylinder granite specimens under uniaxial compression is reported. In order to determine the three-dimensional location of AE events, eight AE sensors were mounted on the specimen. The AE source location was determined via the acquisition of eight channel AE sensors after filtering, processing, reporting, and visualizing seismic data. On the basis of the laboratory experiment results, the granite sample was numerically simulated via the Burgers model using the discrete element program PFC2D (Particle Flow Code in Two Dimensions) to further study the mechanism of fracture initiation and propagation in intact rock. In PFC2D, materials may be modeled as either bonded (cemented) or unbonded (granular) assemblies of particles. It can describe nonlinear behavior and localization with accuracy that cannot be matched by typical finite element programs. The consistency of stress-strain curves obtained with PFC2D and with the test results shows that PFC2D is a practical tool for reproducing AE events in rock, and use of the Burgers model is feasible in the field of rock failure and provides an analysis of the microcracking activity inside the rock volume to predict rock fracture patterns under uniaxial loading conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcoustic emission.
=650  \0$aAcoustic emission testing.
=650  14$aacoustic emission.
=650  24$amicrocracking.
=650  24$arock.
=650  24$anumerical modeling.
=650  24$afracture process.
=650  24$ainitiation and propagation of fracture.
=700  1\$aHuang, Runqiu,$eauthor.
=700  1\$aNi, Pengpeng,$eauthor.
=700  1\$aPathegama Gamage, Ranjith,$eauthor.
=700  1\$aZhang, Minsi,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120086.htm

=LDR  03349nab a2200565 i 4500
=001  GTJ20130044
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130044$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130044$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA357.5.F55
=082  04$a627.58$223
=100  1\$aStanier, S. A.,$eauthor.
=245  10$aImproved Image-Based Deformation Measurement in the Centrifuge Environment /$cS. A. Stanier, D. J. White.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThis paper describes a new apparatus and techniques for performing deformation measurements using particle image velocimetry in the centrifuge environment. The new system includes camera, lighting, and control equipment that facilitates image capture at least 30 times faster than that in legacy systems. Methods for optimizing the addition of artificial seeding on the exposed plane of a geotechnical model are also set out. These techniques ensure that the precision of the deformation calculations is optimized even in models with multiple layers of different soils, fully harnessing the method's capabilities. An example application of a flat footing penetrating sand overlying clay is used to illustrate the performance of the equipment and the artificial seeding optimization technique. Deformation fields at the point of peak resistance during punch-through are presented in the form of vector fields, normalized displacement contours, and shear strain contours. It is shown that the advances in equipment and artificial seeding allow both macroscopic and grain-scale deformation features to be identified. These analyses highlight not only the benefits of the new technology, but also the need for carefully optimized experimental procedures to maximize the measurement precision.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aDeformation measurement.
=650  \0$aOptimization.
=650  \0$aPrecision.
=650  \0$aTexture.
=650  \0$aParticle image velocimetry.
=650  \0$aWater waves.
=650  14$aCentrifuge.
=650  24$aParticle image velocimetry.
=650  24$aPIV.
=650  24$aTexture.
=650  24$aPrecision.
=650  24$aOptimization.
=650  24$aDeformation measurement.
=700  1\$aWhite, D. J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130044.htm

=LDR  03112nab a2200541 i 4500
=001  GTJ20130012
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130012$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130012$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.14
=082  04$a620.11233$223
=100  1\$aO'Kelly, Brendan C.,$eauthor.
=245  10$aAtterberg Limits and Remolded Shear Strength-Water Content Relationships /$cBrendan C. O'Kelly.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b43
=520  3\$aThe remolded undrained shear strength (sur) is of importance in many geotechnical applications. This paper uses published regression analyses for strength variation with water content (w) to draw some generalized conclusions on soil strength behavior, including values of sur mobilized for the Casagrande liquid limit (LL) and plastic limit (PL) conditions and, hence, the shear strength variation occurring over the plastic range. Reported methods of deducing strengths from measured values of water content (w) at the Atterberg limits are reviewed, many of which assume a strength variation of 100 over the plastic range. Regression analysis of reported log w: log sur correlations for 14 mineral soils and four organic sediments indicated that the strength variation is generally not 100 and can vary significantly between soils. Hence, a new approach is proposed for predicting values of remolded undrained strength mobilized for different water contents. Whereas existing formulations are based on empirical sur values associated with the Atterberg limits, the proposed approach is based on direct strength measurements along with water contents for two test specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aClay.
=650  \0$aCorrelation.
=650  \0$aOrganic.
=650  \0$aStrength.
=650  \0$aPlasticity.
=650  \0$aSoil mechanics.
=650  14$aAtterberg limits.
=650  24$aCorrelation.
=650  24$aClay.
=650  24$aOrganic.
=650  24$aPlasticity.
=650  24$aStrength.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130012.htm

=LDR  02853nab a2200517 i 4500
=001  GTJ20130066
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=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130066$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130066$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ930
=082  04$a621.8/672$223
=100  1\$aFleshman, Mandie S.,$eauthor.
=245  10$aConstant Gradient Piping Test Apparatus for Evaluation of Critical Hydraulic Conditions for the Initiation of Piping /$cMandie S. Fleshman, John D. Rice.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aA laboratory apparatus has been developed for assessing the hydraulic conditions necessary for the initiation of piping erosion. The apparatus is designed to provide a constant hydraulic gradient throughout a sample while retaining the sample in a sample holder. Increasing differential head is applied across the sampler while observations of soil behavior and measurements of pore pressure throughout the sampler are made. Observations of soil behavior during the tests have identified four stages of the initiation of piping: 1) first visible movement, 2) heave progression, 3) boil formation, and 4) total heave. Tests were performed on sandy soils representing a variety of grain size, grain shape, gradation, and specific gravity. The effects these soil properties have on the critical hydraulic conditions needed to initiate piping erosion were evaluated based on observations and test results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical gradient.
=650  \0$aInternal erosion.
=650  \0$aSand.
=650  \0$aSeepage.
=650  \0$aPiping.
=650  14$aSeepage.
=650  24$aPiping.
=650  24$aInternal erosion.
=650  24$aSand.
=650  24$aCritical gradient.
=700  1\$aRice, John D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130066.htm

=LDR  04081nab a2200517 i 4500
=001  GTJ20120190
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120190$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120190$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aZekkos, Dimitrios,$eauthor.
=245  10$aExperimental Investigation of the Effect of Fibrous Reinforcement on Shear Resistance of Soil-Waste Mixtures /$cDimitrios Zekkos, Athena Grizi, George Athanasopoulos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b59
=520  3\$aThe effect of fibrous waste reinforcement on the shear resistance of soil-waste mixtures is experimentally investigated using a large (30 cm × 30 cm × 18 cm) direct shear box. Analogies in shear response to fiber-reinforced soils (FRS) are identified. Specimens are reconstituted at varying fibrous waste orientations using a custom-made specimen preparation split mold. Tests on soil-waste mixtures with waste fibrous constituents, i.e., paperboard, plastic and wood, commonly encountered in municipal solid waste (MSW) landfills are performed. Fibrous constituents are characterized by performing tensile tests and interface testing. The experimental data confirms that the shearing response of soil-waste mixtures is analogous to that of FRS and provides a basis for explaining the fiber reinforcement effect of MSW. It was found that the presence of fibrous constituents results in significant anisotropy in shear resistance of the direct shear specimens with fiber reinforcement contribution being a function of the reinforcement orientation and the type of fiber. The impact of reinforcement orientation on the shear strength of the specimens is significant. The largest increase in shear resistance of the specimens is observed for a reinforcement angle of 60°  with respect to the shear plane, consistent with findings of previous studies on FRS. Wood fibers exhibit the highest tensile strength and the lowest strain at failure as well as the highest interface strength with soil, compared to paperboard and plastic fibers. Wood fibers also contribute the most to the shear resistance of soil-waste mixtures. For these mixtures, similarly to FRS, once the amount of reinforcement exceeds a certain threshold, it does not contribute further to reinforcement. Results of this investigation indicate that the previously recommended strength envelopes for MSW may not account for the significant fibrous reinforcement effect, although lower shear resistances may be observed in direct shear when shearing occurs parallel to plastic fibrous constituents.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$xTesting$xMethodology.
=650  \0$aSoils.
=650  14$aMunicipal solid waste.
=650  24$afiber-reinforced soil.
=650  24$asoil-waste mixtures.
=650  24$alaboratory testing.
=650  24$apaperboard.
=650  24$aplastic.
=650  24$awood.
=700  1\$aGrizi, Athena,$eauthor.
=700  1\$aAthanasopoulos, George,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120190.htm

=LDR  03143nab a2200517 i 4500
=001  GTJ20120151
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120151$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120151$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC321
=082  04$a536/.2012$223
=100  1\$aWoodward, Nikki R.,$eauthor.
=245  10$aWater Migration Impacts on Thermal Resistivity Testing Procedures /$cNikki R. Woodward, James M. Tinjum, Ray Wu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThis study investigated water redistribution during measurement of the thermal dry-out curve (i.e., soil thermal resistivity ?T versus volumetric water content ?). Although there is not a standard method for measuring the ?T-? relationship, curves are typically generated with incremental ?T measurements as a specimen is dried. However, drying within a specimen may not be uniform, even in a controlled, low-temperature drying environment. In this study, ?T and ? were measured at the top, middle, and bottom of remolded cylindrical soil specimens of a range of soil types after staged drying in a low-temperature oven. Water distribution was highly varied; for example, tests on silty sand revealed ? values up to nine times greater at the bottom than at the top of the specimen, and spatial variations in ? erroneously affect measured values of ?T. Numerical models validated water migration within soil specimens during staged drying. The results indicate a need for modification of the standard thermal resistivity testing procedure to account for variations in water content across a specimen and along the sensor length during drying.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDry-out curve.
=650  \0$aThermal conductivity.
=650  \0$aThermal dry-out procedures.
=650  \0$aThermal resistivity.
=650  \0$aHeat$xConduction.
=650  14$aThermal resistivity.
=650  24$aThermal conductivity.
=650  24$aDry-out curve.
=650  24$aThermal dry-out procedures.
=700  1\$aTinjum, James M.,$eauthor.
=700  1\$aWu, Ray,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120151.htm

=LDR  03483nab a2200613 i 4500
=001  GTJ20120220
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120220$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120220$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA278.2
=082  04$a519.5$223
=100  1\$aLim, B. F.,$eauthor.
=245  13$aAn Unconfined Swelling Test for Clayey Soils That Incorporates Digital Image Correlation /$cB. F. Lim, G. A. Siemens.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aA new laboratory test apparatus and methodology have been developed for characterizing the swelling potential of expansive soil under free stress conditions. Soil specimens are given access to water under true free swell conditions, and the maximum swelling potential is determined experimentally. Real-time deformation measurements and interpretation are obtained through digital image correlation using GeoPIV. The capabilities of the new test are illustrated using a remolded natural swelling soil. Both primary and secondary swelling behavior were observed during testing. The effect of the aspect ratio was assessed, and it was found that smaller specimens achieved equivalent swelling strains with significantly shorter test durations. The non-contact deformation results agree with the end-of-test hand measurements. The non-contact method also provides additional valuable information regarding the time-dependent swell behavior and evaluation of the end-of-test criterion. The results are interpreted using the Swell Equilibrium Limit, which is a unifying framework for the analysis and prediction of swelling soil deformations under defined initial and boundary conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAspect ratio.
=650  \0$aDigital image analysis.
=650  \0$aFree swell.
=650  \0$aPrimary and secondary swelling curves.
=650  \0$aSwell Equilibrium Limit.
=650  \0$aSwelling rate.
=650  \0$aUnconfined swelling.
=650  \0$aWetting.
=650  \0$aImage processing$xDigital techniques.
=650  \0$aSpatial analysis (Statistics)
=650  14$aUnconfined swelling.
=650  24$aFree swell.
=650  24$aDigital image analysis.
=650  24$aWetting.
=650  24$aPrimary and secondary swelling curves.
=650  24$aSwelling rate.
=650  24$aAspect ratio.
=650  24$aSwell Equilibrium Limit.
=700  1\$aSiemens, G. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120220.htm

=LDR  02910nab a2200493 i 4500
=001  GTJ20120173
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120173$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120173$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aRutherford, C. J.,$eauthor.
=245  10$aDevelopment of a Multidirectional Simple Shear Testing Device /$cC. J. Rutherford, G. Biscontin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aA new simple shear testing device capable of applying multidirectional loading to soil specimens has been developed. The Texas A&M University multidirectional simple shear (TAMU-MDSS) device provides the ability to apply a large range of shear stresses and complex loading paths, such as figure-eight and circular patterns, to a cylindrical soil specimen confined by a wire-reinforced membrane. The load and torque experienced by the sample are directly measured by a multi-axis load cell installed above the specimen. Backpressure saturation of the specimen is made possible by the device's ability to apply pressure in the chamber and backpressure to the water lines. Excess pore pressure is measured by a pressure transducer during the shearing phase of the testing. This paper describes the development of the TAMU-MDSS system and the capabilities of the device and presents test results on saturated clay soil specimens subjected to monotonic, unidirectional cyclic, and multidirectional loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory testing.
=650  \0$aMultidirectional loading.
=650  \0$aSimple shear.
=650  \0$aShear (Mechanics)
=650  \0$aDeformations (Mechanics)
=650  14$aSimple shear.
=650  24$aMultidirectional loading.
=650  24$aLaboratory testing.
=700  1\$aBiscontin, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120173.htm

=LDR  03760nab a2200625 i 4500
=001  GTJ20120080
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120080$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120080$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aU395.C3
=082  04$a620$223
=100  1\$aTamrakar, Prajwol,$eauthor.
=245  10$aFeasibility of Approximating Depth to Shallow Bedrock Directly from the Rayleigh Wave Dispersion Curve /$cPrajwol Tamrakar, Barbara Luke.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aA complementary pair of straightforward, data-driven techniques is presented for use in making an initial estimate of the depth to shallow bedrock for a simple profile consisting of homogeneous soil over bedrock, using only the high-frequency portion of the fundamental-mode Rayleigh wave dispersion curve. These techniques constitute tools that can be useful for developing high-quality starting models for the inversion process that is followed to resolve shear wave velocity profiles from Rayleigh wave dispersion curves and for conducting rapid checks on theoretical dispersion calculations. Synthetic studies addressed a suite of one-dimensional shear wave velocity profiles, each representing a homogeneous soft-sediment layer above the bedrock halfspace. The shapes of the dispersion curves and the wave velocities at the high-frequency limits of the curves were considered in order to develop an empirical relationship to estimate the depth to bedrock. A less subjective, but more time-intensive, estimate of the depth to bedrock is obtained by constructing a suite of master curves against which to compare the experimental data. Both tools were tested upon two experimental datasets collected at shallow bedrock sites. The tools accurately yielded the depth to bedrock in the presence of a homogeneous overburden. In the presence of a layered overburden, the tools were less effective.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDispersion curve.
=650  \0$aMaster curve.
=650  \0$aRayleigh wave.
=650  \0$aSensitivity study.
=650  \0$aShallow bedrock.
=650  \0$aShear-wave velocity.
=650  \0$aStarting model.
=650  \0$aSurface wave method.
=650  \0$aFinite element method$xComputer programs.
=650  \0$aVibration transducers$xData processing.
=650  \0$aAcoustic surface wave devices$xData processing.
=650  14$aShallow bedrock.
=650  24$aDispersion curve.
=650  24$aSurface wave method.
=650  24$aShear-wave velocity.
=650  24$aRayleigh wave.
=650  24$aSensitivity study.
=650  24$aStarting model.
=650  24$aMaster curve.
=700  1\$aLuke, Barbara,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120080.htm

=LDR  03532nab a2200649 i 4500
=001  GTJ20130002
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130002$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130002$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aWang, Y.,$eauthor.
=245  10$aMeasuring Water Retention Curves for Rough Joints with Random Apertures /$cY. Wang, J. H. Li, L. M. Zhang, X. Li, C. Z. Cai.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aA water retention curve for joints is a crucial parameter function in the numerical modeling of slopes, liners, and covers containing cracks or joints. In this study, a laboratory apparatus was designed and used to measure the water retention curves for rough joints at very low suctions. The aperture characteristics of the joint change spatially and are described by random-field theory. The apparatus incorporates a uniquely designed end cap and a water-content monitoring and pressure-control system. Suctions can be applied to the joint at an accuracy of 0.005 kPa. Visual observations of the flow process reveal that capillary flow is dominant in a rough epoxy joint with an average aperture size of 0.4 mm. The air-entry value is 0.23 kPa for the joint and decreases with increasing joint aperture size. When the applied suction becomes high, the water phase becomes discontinuous and a residual condition is attained. The residual degree of saturation is 0.26 for the joint with an average aperture size of 0.4 mm and decreases with increasing average aperture size. The rough joint can be viewed as a heterogeneous porous medium. The van Genuchten model can be used to describe the measured water retention curves for the rough joint.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCracked soil.
=650  \0$aFlow.
=650  \0$aFractured rock.
=650  \0$aRandom field.
=650  \0$aSeepage.
=650  \0$aUnsaturated soil.
=650  \0$aWater retention curve.
=650  \0$aRocks$xFracture.
=650  \0$aRock mechanics.
=650  \0$aFluid dynamics.
=650  \0$aHydrogeology.
=650  14$aWater retention curve.
=650  24$aSeepage.
=650  24$aFlow.
=650  24$aUnsaturated soil.
=650  24$aFractured rock.
=650  24$aCracked soil.
=650  24$aRandom field.
=700  1\$aLi, J. H.,$eauthor.
=700  1\$aZhang, L. M.,$eauthor.
=700  1\$aLi, X.,$eauthor.
=700  1\$aCai, C. Z.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130002.htm

=LDR  03468nab a2200493 i 4500
=001  GTJ20120233
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120233$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120233$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP811
=082  04$a553.6/1$223
=100  1\$aLovisa, Julie,$eauthor.
=245  12$aA Method to Determine cv Under Sinusoidal Pore Pressure Distributions /$cJulie Lovisa, Nagaratnam Sivakugan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe coefficient of consolidation (cv) is traditionally evaluated by fitting experimental settlement-time data to the theoretical percentage consolidation-time factor curve of a layer subjected to a uniform initial excess pore water pressure (ui) distribution. Over the years, numerous curve-fitting techniques have been developed for this experimental-theoretical correlation, the most popular of which are Casagrande's logarithm-of-time method and Taylor's square-root time method. These classical curve-fitting techniques have recently been generalized to account for a variety of different ui distributions. In this paper, basic consolidation principles have been applied in a novel fashion to both standard and tall oedometer tests on two clays to simulate a sinusoidal ui distribution (operating under either singly or doubly drained conditions) within a laboratory setting. The settlement-time data obtained from these tests were analyzed using the modified curve-fitting procedures previously put forward by the authors to determine appropriate values for cv, which were found to closely align with values of cv obtained using the traditional Taylor and Casagrande methods, when the ui distribution is considered uniform. The most valuable feature of these modified curve-fitting techniques was found to be their ability to analyze traditionally obtained settlement-time data to supplement any conventionally obtained cv values. This is useful in terms of validation when settlement-time data do not exhibit the usual trends and traditionally calculated values of cv require further authentication.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aConsolidation.
=650  \0$aSettlement.
=650  \0$aBinders (Materials)
=650  \0$aAluminum silicates.
=650  14$aConsolidation.
=650  24$aClays.
=650  24$aSettlement.
=700  1\$aSivakugan, Nagaratnam,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120233.htm

=LDR  03599nab a2200529 i 4500
=001  GTJ20120142
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120142$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120142$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC304
=082  04$a536.44$223
=100  1\$aSong, Wei-Kang,$eauthor.
=245  10$aDevelopment of a Large-Scale Environmental Chamber for Investigating Soil Water Evaporation /$cWei-Kang Song, Yu-Jun Cui, Anh Minh Tang, Wen-Qi Ding.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b47
=520  3\$aA large-scale environmental chamber was developed to study soil water evaporation mechanisms. A large soil specimen (300 mm high, 800 mm wide, and 1000 mm long) was used, allowing sensors to be installed with minimal effect on the soil's hydraulic properties. Sensors for measuring soil suction, temperature, and volumetric water content were either buried inside the soil specimen or installed on the chamber's wall at various locations. Other sensors for monitoring air temperature, relative humidity, air flow rate, and soil surface temperature were installed at different locations above the soil surface. Various atmospheric conditions were controlled by an air supply system, and a steady water table at the bottom of the soil was set through a big water tank. Fontainebleau sand was studied, and it was compacted in the chamber in layers. After saturation, an 11.5-day evaporation test was performed. The results obtained are presented in terms of evolutions of suction, volumetric water content, air relative humidity, and soil/air temperature. The data on air relative humidity and air temperature were used further for determining the actual evaporation rate; the data on soil volumetric water content and soil suction were used for determining the soil water retention curve. The quality of the results obtained speaks to the performance of the environmental chamber developed. In addition, these results can be further analyzed for theoretical and numerical developments involving soil water evaporation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEnvironmental chamber.
=650  \0$aFontainebleau sand.
=650  \0$aSoil suction at surface.
=650  \0$aSoil water evaporation.
=650  \0$aEvaporation.
=650  14$aEnvironmental chamber.
=650  24$aFontainebleau sand.
=650  24$aSoil water evaporation.
=650  24$aSoil suction at surface.
=700  1\$aCui, Yu-Jun,$eauthor.
=700  1\$aTang, Anh Minh,$eauthor.
=700  1\$aDing, Wen-Qi,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120142.htm

=LDR  02966nab a2200517 i 4500
=001  GTJ20130056
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130056$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130056$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590
=082  04$a631.4/05$223
=100  1\$aTastan, Erdem O.,$eauthor.
=245  12$aA New Slurry-Based Method of Preparation of Hollow Cylinder Specimens of Clean and Silty Sands /$cErdem O. Tastan, J. Antonio H. Carraro.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b44
=520  3\$aGiven that hollow cylinder testing of undisturbed sand samples is virtually impossible to carry out, a new slurry deposition method is described in this study that allows reconstitution of uniform, saturated hollow cylinder specimens of clean and silty sands deposited under water. A novel gradient density mold was designed to demonstrate the uniformity of hollow cylindrical specimens prepared with the proposed method. Based on the results of 40 hollow cylinder tests and six uniformity tests on clean and silty sand specimens, the proposed method is shown to yield uniform hollow cylinder specimens in terms of relative density and silt content that have a high initial degree of saturation and that can be easily saturated using conventional back-pressure saturation procedures. Specimens prepared with the proposed method present very repeatable stress-strain responses during anisotropic consolidation and drained principal stress rotation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHollow cylinder.
=650  \0$aIntermediate soil.
=650  \0$aPrincipal stress rotation.
=650  \0$aSlurry deposition.
=650  \0$aSoil science$vPeriodicals.
=650  \0$aSoil.
=650  14$aIntermediate soil.
=650  24$aSlurry deposition.
=650  24$aPrincipal stress rotation.
=650  24$aHollow cylinder.
=700  1\$aCarraro, J. Antonio H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130056.htm

=LDR  03572nab a2200541 i 4500
=001  GTJ20130005
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130005$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130005$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aTaheri, A.,$eauthor.
=245  12$aA New Method to Simulate Stress-Strain Relations from Multiple-Step Loading Triaxial Compression Test Results /$cA. Taheri, F. Tatsuoka.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aMultiple-step loading (ML) on a single specimen can be used to determine the peak compressive strengths at different confining pressures (?'hS) of cement-mixed gravel (CMG) very similar to those obtained by single-step loading (SL) drained triaxial compression (TC) tests. However, only the unload/reload stress-strain relations at different ?'hS (except for the primary loading one at the first step) can be obtained from a ML test and the reloading relations become softer with an increase in the negative irreversible axial strain increment that has taken place during respective immediately preceding unloading regimes. This effect gradually decreased during reloading while it totally disappeared once large-scale yielding started. An empirical equation was developed to derive undamaged reloading stress-strain curves (URCs) by removing the damage effects from ML TC test measured reloading curves (MRCs). A new simple method was developed in the framework of proportional rule to simulate primary loading curves (PLCs) at different ?'hS from the MRCs from a given ML TC test using a correlation factor. A practical procedure for simulation of PLCs in a ML test were established and applied to generate PLCs in a ML test increasing ?'h and a ML test decreasing ?'h. The method was validated by comparing the PLCs simulated from the results of a pair of ML tests increasing and decreasing ?'h with those measured in a set of SL TC tests at different ?'hS.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement-mixed gravel.
=650  \0$aMultiple-step loading.
=650  \0$aSimulation.
=650  \0$aStress-strain relations.
=650  \0$aTriaxial compression test.
=650  \0$aSoil mechanics.
=650  \0$aTriaxial test.
=650  14$aCement-mixed gravel.
=650  24$aMultiple-step loading.
=650  24$aTriaxial compression test.
=650  24$aStress-strain relations.
=650  24$aSimulation.
=700  1\$aTatsuoka, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130005.htm

=LDR  03381nab a2200613 i 4500
=001  GTJ11066J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11066J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11066J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.1/5136$223
=100  1\$aKim, D-S,$eauthor.
=245  10$aCalibration of Testing Equipment for Reliable Small-Strain Deformation Measurements Using Synthetic Specimens /$cD-S Kim, G-C Kweon.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aFor reliable deformation measurements at small strains, calibration of the entire testing system in addition to routine transducer calibrations are very important. Seven synthetic specimens of varying stiffness (4.3 to 1500 MPa) were constructed and tested to measure the compliance of testing equipment and to improve the measurement setups. Testing equipment used in this study included resonant column device (RC), torsional shear device (TS), free-free resonant column device (FF-RC), cyclic resilient modulus testing device (MR) and the static compression testing device. Moduli of synthetic specimens determined by various testing equipment after improvement were almost identical if considered the effect of loading frequency, indicating that all of the testing devices were well calibrated over a wide stiffness range. To verify the effectiveness of calibration on soil testing, two subgrade soils were tested, and moduli determined by various tests compared well. Use of synthetic calibration specimens shows potential for calibrating testing equipment and determining its capability and limitation of small-strain deformation measurements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aCyclic test.
=650  \0$aDynamic test.
=650  \0$aFrequency effect.
=650  \0$aModulus.
=650  \0$aSmall-strain measurement.
=650  \0$aSynthetic specimen.
=650  \0$aSystem compliance.
=650  \0$aSoil mechanics.
=650  \0$aPlastic analysis (Engineering)
=650  14$aCalibration.
=650  24$aCyclic test.
=650  24$aDynamic test.
=650  24$aModulus.
=650  24$aFrequency effect.
=650  24$aSmall-strain measurement.
=650  24$aSynthetic specimen.
=650  24$aSystem compliance.
=700  1\$aKweon, G-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11066J.htm

=LDR  03028nab a2200673 i 4500
=001  GTJ11061J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11061J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11061J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a631.41$223
=100  1\$aKhalifa, M-AOA,$eauthor.
=245  12$aA New Device for Measuring Permeability Under High Gradients and Sinusoidal Gradients /$cM-AOA Khalifa, I. Wahyudi, P. Thomas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThis paper presents the design and testing procedures for a new type of permeameter that combines the methods of a constant-head permeameter for large hydraulic gradients (used to simulate hydraulic gradients in centrifuged geotechnical models) and a sinusoidal head permeameter (used to simulate internal flow in soils due to waves). The flow of permeant through a granular soil specimen is forced by a pump with a control servovalve used to regulate the flow rate according to the desired signal. The measurement instruments, which consist of temperature sensors, differential pressure transducers, flowmeters, and an electrical controller, are linked to a microcomputer and a data acquisition and control system that permits full automation of the tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBreakwaters.
=650  \0$aCentrifuge testing.
=650  \0$aDarcy.
=650  \0$aFlow.
=650  \0$aForchheimer.
=650  \0$aPermeameter.
=650  \0$aPorous media.
=650  \0$aRiver banks.
=650  \0$aWave.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aPermeameter.
=650  24$aFlow.
=650  24$aWave.
=650  24$aDarcy.
=650  24$aForchheimer.
=650  24$aSoils.
=650  24$aBreakwaters.
=650  24$aRiver banks.
=650  24$aCentrifuge testing.
=650  24$aPorous media.
=700  1\$aWahyudi, I.,$eauthor.
=700  1\$aThomas, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11061J.htm

=LDR  03734nab a2200685 i 4500
=001  GTJ11068J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11068J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11068J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA935
=082  04$a531/.1133$223
=100  1\$aPrada, J.,$eauthor.
=245  10$aTomographic Detection of Low-Velocity Anomalies with Limited Data Sets (Velocity and Attenuation) /$cJ. Prada, D. Fratta, JC. Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aInherent physical difficulties associated with the effect of low-velocity anomalies on wave propagation, limited data sets, and restricted illumination angles affect the tomographic assessment of piles, caissons, slurry walls, and other similar geotechnical systems. This study evaluates various inversion methodologies for the tomographic detection of low-velocity anomalies. Travel time and amplitude data are gathered in the laboratory by simulating realistic field conditions. The inversion methodology involves data preprocessing, fuzzy logic constraining, and various forms of tomographic inversion based on either pixel or parametric representations of the medium. It is shown that the tradeoff between variance and resolution in pixel-based inversions can be overcome by adding information, such as regularized solutions, or by capturing the problem in parametric form for a presumed simple geometry. Results show that amplitude-based inversion may be more advantageous than time-based inversion in the detection of low-velocity anomalies; however, consistent coupling of transducers is required. The most robust inversion method tested in this study for the detection of low-velocity anomalies under standard field situations (i.e., limited data and restricted illumination angles) involves a combination of fuzzy logic constraining followed by parametric-based inversion.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAttenuation.
=650  \0$aBeams.
=650  \0$aCaissons.
=650  \0$aColumns.
=650  \0$aInverse problems.
=650  \0$aNondestructive testing.
=650  \0$aPiles.
=650  \0$aTomography.
=650  \0$aVelocity.
=650  \0$aelastic waves.
=650  \0$aSCIENCE$xWaves &Wave Mechanics.
=650  \0$aultrasound.
=650  14$aNondestructive testing.
=650  24$aElastic waves.
=650  24$aUltrasound.
=650  24$aVelocity.
=650  24$aAttenuation.
=650  24$aInverse problems.
=650  24$aTomography.
=650  24$aPiles.
=650  24$aCaissons.
=650  24$aColumns.
=650  24$aBeams.
=700  1\$aFratta, D.,$eauthor.
=700  1\$aSantamarina, JC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11068J.htm

=LDR  03146nab a2200541 i 4500
=001  GTJ11070J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11070J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11070J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN5
=082  04$a622.2$223
=100  1\$aUnal, E.,$eauthor.
=245  10$aLaboratory Evaluation of Cemented Backfill Materials for Mines /$cE. Unal, G. Cakmakci.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA brief state-of-the-art review is given on backfill materials and laboratory tests. A new system developed for testing backfill material in the laboratory is described. In this system, most of the limitations of previously applied techniques have been eliminated. In performing unconfined-deformability tests (UDT) and confined-deformability tests (CDT), large cylindrical specimens having a diameter of 600 mm are used. The specimens were prepared from riverbed sand and gravel mixed with cement. A total of 135 UDT and 127 CDT specimens were tested in order to investigate the strength and deformability characteristics of 40 different combinations of backfill mixture. Calculation methods are evaluated in terms of stress-strain plots and are illustrated with examples. Typical results are presented. Two sets of deformation data can be obtained during testing: one from between the top and bottom plates, and the other from between the rings peripherally fixed onto the specimen. It is shown in this study that ring-to-ring readings provide more reliable modulus results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCemented backfill.
=650  \0$aConfined deformability test.
=650  \0$aUnconfined deformability test.
=650  \0$aMines.
=650  \0$abackfill testing.
=650  \0$aMine filling.
=650  14$aBackfill testing.
=650  24$aCemented backfill.
=650  24$aLaboratory characterization of backfill.
=650  24$aLarge-scale laboratory backfill specimen.
=650  24$aUnconfined deformability test.
=650  24$aConfined deformability test.
=700  1\$aCakmakci, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11070J.htm

=LDR  04165nab a2200589 i 4500
=001  GTJ11060J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11060J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11060J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN948.A65
=082  04$a553.63$223
=100  1\$aAzam, S.,$eauthor.
=245  10$aEffects of Calcium Sulfate on Swelling Potential of an Expansive Clay /$cS. Azam, SN. Abduljauwad, NA. Al-Shayea, OS. Baghabra Al-Amoudi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe unique chemical features of calcium sulfate are largely manifested by its phase transformation due to the reversible hydration-dehydration reaction. Due to the harsh climatic and environmental conditions in eastern Saudi Arabia, such phase changes add to the potential swelling hazards of local expansive clays. The adsorption of water by expansive soils and the hydration of anhydrite to gypsum are the sources of much damage to foundations throughout the world. This paper attempts to assess the swelling caused by the interaction of calcium sulfate phases, especially gypsum and anhydrite, with expansive clay. Such assessment was primarily based on studying the geotechnical, mineralogical, and volume change characteristics of calcium sulfate-bearing soils. X-ray and thermal analyses were used to estimate the type and amount of minerals during phase transformation of calcium sulfate. The swelling potential was determined using an improved version of the simple odometer and constant-volume tests. The conventional odometer is the device usually used in these tests. However, the size of soil samples, the complete confinement, and the rigidity of the conventional odometer imposes a serious limitation on the application of the laboratory results to actual field problems. Therefore, the authors investigated the use of a large-scale odometer with different mold sizes and shapes on the swelling potential of some mixtures of expansive clay and calcium sulfate phases. In addition, the soil fabric of these mixtures was investigated using scanning electron microscopy to explain the volume change behavior. The results of this investigation indicated that the swelling potential of clay-calcium sulfate mixtures decreased as the percentage of calcium sulfate was increased, and this reduction was more pronounced when gypsum was used. Swelling pressure was observed to be the highest in the conventional odometer and lowest in the large-scale square odometer mold.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcium sulfate.
=650  \0$aLarge-scale odometer.
=650  \0$aPhase transformation.
=650  \0$aSwelling potential.
=650  \0$agypsum.
=650  \0$aanhydrite.
=650  \0$aexpansive clay.
=650  14$aCalcium sulfate.
=650  24$aGypsum.
=650  24$aAnhydrite.
=650  24$aExpansive clay.
=650  24$aPhase transformation.
=650  24$aSwelling potential.
=650  24$aLarge-scale odometer.
=700  1\$aAbduljauwad, SN.,$eauthor.
=700  1\$aAl-Shayea, NA.,$eauthor.
=700  1\$aBaghabra Al-Amoudi, OS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11060J.htm

=LDR  03546nab a2200529 i 4500
=001  GTJ11072J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11072J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11072J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA711
=082  04$a624.1/5136$223
=100  1\$aSaussus, DR.,$eauthor.
=245  10$aVariations in Membrane Contact Patterns of Reconstituted Sand Specimens /$cDR. Saussus, D. Frost, AK. Ashmawy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe penetration of the latex membrane into the peripheral voids of a sand specimen during application of confining stress can cause significant errors in subsequent triaxial test results. Analytical solutions are commonly used to account for this source of error by predicting the shape of the deflected membrane based on a sand particle-membrane contact pattern assumed to be represented by four spheres of diameter D50 whose centers form a square of length D50 on a plane parallel to the undeflected membrane. This paper presents the findings of a study that used image analysis to study actual contact patterns and compare these with the generally assumed configuration. The results show that the generally assumed constant configuration does not reflect the variability of actual patterns, which are a function of the specimen relative density and preparation method and may therefore grossly underestimate the amount of membrane penetration. The study shows that an increase in relative density results in a decrease in inter-contact distance, regardless of the specimen preparation method, and that the inter-contact distance at the sand-membrane interface is larger and more variable for moist tamped than air-pluviated specimens at any given density. These observations suggest that the sand-membrane contact patterns assumed by future analytical solutions, as a minimum, will need to take specimen relative density and preparation method into account if the amount of membrane penetration is to be more accurately predicted.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContact patterns.
=650  \0$aImage analysis.
=650  \0$aMembrane penetration.
=650  \0$aSpecimen preparation.
=650  \0$aSoil mechanics.
=650  \0$aPlastic analysis (Engineering)
=650  14$aMembrane penetration.
=650  24$aContact patterns.
=650  24$aImage analysis.
=650  24$aSpecimen preparation.
=700  1\$aFrost, D.,$eauthor.
=700  1\$aAshmawy, AK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11072J.htm

=LDR  03695nab a2200637 i 4500
=001  GTJ11071J
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11071J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11071J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aModoni, G.,$eauthor.
=245  10$aEvaluation of Gravel Stiffness by Pulse Wave Transmission Tests /$cG. Modoni, A. Flora, C. Mancuso, C. Viggiani, F. Tatsuoka.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aLaboratory techniques for the measurements of very small strain stiffness parameters of coarse-grained materials include: (a) static tests using local strain transducers like LDTs and (b) wave propagation measurements performed using bender elements, shear plates, and so on. The former method has been employed for most kinds of soil, while the use of wave propagation methods has been restricted to small specimens of sand and clay. At the University of Naples Federico II (DIG), a simple device to generate and monitor compressional and shear waves has been designed to be used in large-scale triaxial apparatuses. The testing device was first used on densely compacted gravel specimens in a large triaxial apparatus in Naples and, after some further improvements, also in another large triaxial cell in Tokyo. In the tests carried out in Tokyo, dynamic and static measurements were performed simultaneously on the single gravel specimens. In this paper, the details of the new system are presented and the results are discussed. The comparison between stiffness moduli evaluated by dynamic and static measurements shows that density, stress state, and strain history effects are similar, but that the dynamically measured stiffness values are consistently larger, about two times, than the statistically determined ones. Since the stiffness of gravels has proven to be strain rate independent, possible reasons for this difference are addressed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aGeophones.
=650  \0$aGravel.
=650  \0$aInhomogeneity.
=650  \0$aStiffness.
=650  \0$aTrigger.
=650  \0$aWave velocity.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aGravel.
=650  24$aStiffness.
=650  24$aWave velocity.
=650  24$aAnisotropy.
=650  24$aInhomogeneity.
=650  24$aGeophones.
=650  24$aTrigger.
=700  1\$aFlora, A.,$eauthor.
=700  1\$aMancuso, C.,$eauthor.
=700  1\$aViggiani, C.,$eauthor.
=700  1\$aTatsuoka, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11071J.htm

=LDR  03041nab a2200577 i 4500
=001  GTJ11065J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11065J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11065J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.6.O73
=082  04$a631.4/17$223
=100  1\$aArulnathan, R.,$eauthor.
=245  10$aNew Tool for Shear Wave Velocity Measurements in Model Tests /$cR. Arulnathan, RW. Boulanger, BL. Kutter, WK. Sluis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA method for measuring the shear wave velocity (Vs) of soil in a centrifuge model using a "mini-air hammer" is presented. Propagation of shear waves in a model soil profile was recorded in-flight by a vertical array of four accelerometers placed at different depths. Shear wave velocities were measured at different centrifugal accelerations for Nevada sand and for peaty organic soil. The Vs measured in the centrifuge was in excellent agreement with the Vs measured using piezo-ceramic bender element tests on these soils in a triaxial device. The value of the Vs measurements is demonstrated by typical analysis results for a centrifuge model of horizontally layered peaty organic soil and Nevada sand subjected to simulated earthquake shaking. Site response analyses using the measured shear wave velocities as input parameters produced good agreement with the measured site response.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender element test.
=650  \0$aCentrifuge test.
=650  \0$aShear wave velocity.
=650  \0$aSite response.
=650  \0$aorganic soil.
=650  \0$aSoils$xOrganic compound content.
=650  \0$ashear modulus.
=650  14$aShear wave velocity.
=650  24$aShear modulus.
=650  24$aBender element test.
=650  24$aCentrifuge test.
=650  24$aSite response.
=650  24$aOrganic soil.
=700  1\$aBoulanger, RW.,$eauthor.
=700  1\$aKutter, BL.,$eauthor.
=700  1\$aSluis, WK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11065J.htm

=LDR  03349nab a2200577 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11069J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11069J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGC383
=082  04$a551.46/13/36$223
=100  1\$aLu, N.,$eauthor.
=245  14$aThe Accuracy of Hydrometer Analysis for Fine-Grained Clay Particles /$cN. Lu, GH. Ristow, WJ. Likos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThis paper provides a rigorous analysis on the accuracy of Stokes' equation for calculating particle-size distributions of nonspherical, fine-grained clay particles. Analytical expressions relating the actual particle shape and size to the equivalent "Stokes' diameter" are presented for disk-shaped and rod-shaped particles. Disks and rods are chosen to represent the high aspect ratios typically exhibited by real clay particles. For particle sizes ranging from 0.1 µm to 100 µm and for aspect ratios ranging from 10 to 500, it is shown that Stokes' equation underestimates the maximum particle dimension by up to two orders of magnitude. Consequently, particle-size distributions calculated from conventional hydrometer analysis are shown to be misleading. To confirm the contention that Stokes' equation may not be appropriate for calculating particle sizes and particle-size distributions for fine-grained clays, kaolinite and pulverized mica are characterized by comparing results from hydrometer analysis, sieve analysis, laser diffraction analysis, and scanning electron microscopy (SEM). The experimental results confirm the error estimates from the theoretical evaluation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFinegrained clays.
=650  \0$aHydrometer analysis.
=650  \0$aLaser diffraction.
=650  \0$aParticle sizing.
=650  \0$aScanning electron microscopy.
=650  \0$asedimentation tests.
=650  \0$aSedimentation and deposition.
=650  \0$aMarine sediments.
=650  14$aSedimentation tests.
=650  24$aHydrometer analysis.
=650  24$aFinegrained clays.
=650  24$aScanning electron microscopy.
=650  24$aLaser diffraction.
=650  24$aParticle sizing.
=700  1\$aRistow, GH.,$eauthor.
=700  1\$aLikos, WJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11069J.htm

=LDR  02913nab a2200577 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11062J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11062J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQM23.2
=082  04$a611$223
=100  1\$aWong, RCK,$eauthor.
=245  10$aTomographic Evaluation of Air and Water Flow Patterns in Soil Column /$cRCK Wong, R. Wibowo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThis paper describes the use of computerized tomography (CT) as a nondestructive method to estimate the three-dimensional spatial distributions of porosity, air, and water saturations during air-water displacement tests in a soil column. Local porosity was found to be a critical factor in controlling the air and water flow patterns. In nonhomogeneous soil, high local porosity promotes early development of isolated air channel breakthrough that maintains a high average water retention saturation. In homogenous soil, micro air channels are established uniformly, resulting in a low water saturation. Interpretation of data based on overall porosity could lead to unreliable flow analysis for water and/or air movement in unsaturated soil. In addition, this paper investigates the use of gas exsolution to enhance the delivery of air within soil media.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir saturation.
=650  \0$aComputerized tomography.
=650  \0$aGas exsolution.
=650  \0$aPorosity.
=650  \0$aSoil.
=650  \0$aWater saturation.
=650  \0$aTomography, X-Ray Computed.
=650  \0$aAnatomy.
=650  \0$aRadiotherapy.
=650  14$aComputerized tomography.
=650  24$aSoil.
=650  24$aAir saturation.
=650  24$aWater saturation.
=650  24$aPorosity.
=650  24$aGas exsolution.
=700  1\$aWibowo, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11062J.htm

=LDR  02968nab a2200565 i 4500
=001  GTJ11064J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11064J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11064J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA354.5
=082  04$a620.1126$223
=100  1\$aTiti, HH.,$eauthor.
=245  10$aMiniature Cone Penetration Tests in Soft and Stiff Clays /$cHH. Titi, LN. Mohammad, MT. Tumay.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aAn electric continuous intrusion miniature cone penetration test system was recently developed for roadway design and construction control of embankments. The system continuously advances a 2 cm2 electric miniature cone penetrometer by uncoiling a stainless steel push rod. Field and laboratory testing programs were conducted on overconsolidated, normally consolidated, and compacted Louisiana clays. The field testing program consisted of cone penetration tests using both 2 and 15 cm2 electric cone penetrometers in conjunction with soil sampling, while laboratory tests included physical properties and strength characteristics of the investigated soils. Analyses of cone penetration tests were conducted to assess the repeatability and reliability, as well as confirming that the electric miniature friction cone output is in compliance with output of the 15 cm2 cone.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay soil.
=650  \0$aCone penetration test.
=650  \0$aMiniature cone penetrometer.
=650  \0$aScale effect.
=650  \0$aSite characterization.
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  14$aCone penetration test.
=650  24$aClay soil.
=650  24$aSite characterization.
=650  24$aMiniature cone penetrometer.
=650  24$aScale effect.
=700  1\$aMohammad, LN.,$eauthor.
=700  1\$aTumay, MT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11064J.htm

=LDR  02529nab a2200565 i 4500
=001  GTJ11063J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11063J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11063J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aMuhunthan, B.,$eauthor.
=245  10$aMeasurement of Uniformity and Anisotropy in Granular Materials /$cB. Muhunthan, E. Masad, A. Assaad.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aA new apparatus to conduct impregnation of granular materials has been developed to facilitate specimen preparation for microstructure observations. New experimental and analytical procedures have been presented to quantify the nonuniformity and anisotropy of granular materials. The nonuniformity of porosity distribution within a specimen was evaluated using imaging techniques. The anisotropy analysis consisted of the directional distribution of local porosity and orientation of solids and voids.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aFabric.
=650  \0$aImage analysis.
=650  \0$aResin.
=650  \0$aUniformity.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aFabric.
=650  24$aResin.
=650  24$aImage analysis.
=650  24$aUniformity.
=650  24$aAnisotropy.
=700  1\$aMasad, E.,$eauthor.
=700  1\$aAssaad, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11063J.htm

=LDR  01941nab a2200481 i 4500
=001  GTJ11073J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11073J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11073J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ223.T75
=082  04$a681.2$223
=100  1\$aMarinho, FAM,$eauthor.
=245  10$aDiscussion on "The Use of Miniature Pore Pressure Transducers in Measuring Matric Suction in Unsaturated Soils" by K. K. Muralleetharan and K. K. Granger /$cFAM Marinho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMatric suction.
=650  \0$aMiniature pore pressure transducer.
=650  \0$aTensiometer.
=650  \0$aUnsaturated soil.
=650  \0$aTransducers.
=650  14$aUnsaturated soil.
=650  24$aMatric suction.
=650  24$aMiniature pore pressure transducer.
=650  24$aTensiometer.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11073J.htm

=LDR  03199nab a2200505 i 4500
=001  GTJ11067J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11067J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11067J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE516.4
=082  04$a631.4 1$223
=100  1\$aKaya, A.,$eauthor.
=245  10$aInterfacial Parameters and Work of Adhesion in Soil-Liquid Systems /$cA. Kaya, TB. Lloyd, H-Y Fang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe surface/interfacial properties and soil-liquid interaction are studied to serve as a preliminary study to interpret engineering behavior of soils. To fully understand the nature of fine-grained soil-pore fluid interaction, the work of adhesion of liquids on kaolinite and bentonite is determined by means of measuring soil-liquid contact angle by the Wilhelmy Plate technique and horizontal capillarity. The results reveal that work of adhesion of soils with organic liquids varies considerably depending on the surface tension of the organic liquids (cohesive forces) as well as the liquid-soil adhesive forces. Further, surface parameters of the soils, ?SLW, ?S#x002B;, and ?S? are determined and compared with the values reported in the literature. The results reported in this study are compared with the previous ones in the literature. The agreement between the results of this study and reported results in the literature is good. Results also revealed that when the soil particles are wetted with water, organic liquids couldn't displace water molecules and change the soil microstructure. Based on the obtained results, it is concluded that studying the work of adhesion is a very useful way of understanding soil-liquid interaction and predicting engineering behavior of soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdhesion.
=650  \0$aSoil-liquid systems.
=650  \0$asoil-liquid system.
=650  \0$aSoils$xAnalysis.
=650  \0$ainterfacial parameters.
=650  14$aSoil-liquid systems.
=650  24$aAdhesion.
=650  24$aInterfacial parameters.
=700  1\$aLloyd, TB.,$eauthor.
=700  1\$aFang, H-Y,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11067J.htm

=LDR  03231nab a2200517 i 4500
=001  GTJ103324
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103324$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103324$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4/32/028$223
=100  1\$aVanapalli, Sai K.,$eauthor.
=245  10$aSimple Techniques for the Estimation of Suction in Compacted Soils in the Range of 0 to 60,000 kPa /$cSai K. Vanapalli, Won Taek Oh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b42
=520  3\$aTwo simple techniques are proposed in this Technical Note to estimate suction values over a range of 0 to 60,000 kPa on compacted glacial till specimens. The first technique uses a conventional pocket penetrometer in the estimation of matric suction values lower than 300 kPa. This technique is developed based on the assumption that there is a strong relationship between matric suction and the compressive strength measured using a pocket penetrometer. The second technique uses conventional tensiometer to estimate relatively high suction values in the range of 1200 to 60,000 kPa. In this technique, the tensiometer response versus time (TRT) behavior for a suction range of 0 to 50 kPa is used in a hyperbolic model to estimate the high suction value. This technique is proposed based on the assumption that each suction value has a unique initial tangent of TRT behavior. The equilibrium suction values of the compacted glacial till specimens are respectively measured using axis-translation technique and a psychrometer for low and high suction values and compared with those estimated using the techniques proposed in this study. There is a reasonably good comparison between the measured and estimated suction values both in the low and high suction range.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompacted soil.
=650  \0$aSoil suction.
=650  \0$atensiometer.
=650  \0$ahyperbolic model.
=650  \0$apocket penetrometer.
=650  14$aSoil suction.
=650  24$aPocket penetrometer.
=650  24$aTensiometer.
=650  24$aHyperbolic model.
=650  24$aCompacted soil.
=700  1\$aOh, Won Taek,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103324.htm

=LDR  03393nab a2200529 i 4500
=001  GTJ103349
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103349$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103349$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/539$223
=100  1\$aPitanga, Heraldo Nunes,$eauthor.
=245  10$aEnhanced Measurement of Geosynthetic Interface Shear Strength Using a Modified Inclined Plane Device /$cHeraldo Nunes Pitanga, Jean-Pierre Gourc, Orencio Monje Vilar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aComposite lining systems comprising different geosynthetics and soil are typical capping devices in modern landfills. Analyses of the behavior of capping devices have shown that they are very sensitive components thanks in part to the shear strength of geosynthetic interfaces, many of which were reported to have controlled slippage between capping lining components during landfill slope failures. There are some laboratory testing alternatives for measuring the shear strength of the interface between geosynthetics or between geosynthetics and soil. The inclined plane test is especially appropriate for shear strength tests under low normal pressure which is a specific condition of these geosynthetic systems on cap cover. However, the selected shear strengths, inferred from the laboratory experimentation, show considerable variability, which depends on the test procedure. This work proposes a new procedure and a new interpretation of the inclined plane test taking as an example the interface between geospacers and geomembranes often considered as a critical interface. The measurement of displacement acceleration during the test gives the possibility of more accurately defining the large sliding displacement shear strength, which may approach the true residual condition.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInclined plane test.
=650  \0$aLarge displacements.
=650  \0$aGeosynthetics.
=650  \0$ainterface shear strength.
=650  \0$alimit friction angle.
=650  14$aGeosynthetics.
=650  24$aInterface shear strength.
=650  24$aLimit friction angle.
=650  24$aInclined plane test.
=650  24$aLarge displacements.
=700  1\$aGourc, Jean-Pierre,$eauthor.
=700  1\$aVilar, Orencio Monje,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103349.htm

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=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103102$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103102$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aKhosravi, Ali,$eauthor.
=245  10$aResonant Column Test for Unsaturated Soils With Suction-Saturation Control /$cAli Khosravi, John S. McCartney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aComprehensive characterization of the small strain shear modulus Gmax of an unsaturated soil specimen during hydraulic hysteresis requires precise control of the stress state, matric suction, degree of saturation, as well as knowledge of the void ratio. This paper describes the details and typical results from a test method which incorporates the axis translation technique for suction control, a flow pump for degree of saturation control, and a vertically oriented proximeter to infer changes in void ratio into a fixed-free resonant column setup. A unique aspect of this test method is the operation of the flow pump to reach equilibrium points on the hysteretic soil-water retention curve (SWRC) for measurement of Gmax. The flow pump, which controls water flow to or from the soil specimen through a high air-entry ceramic disk, is guided using a feedback loop involving the matric suction measured at the boundary of the specimen. Values of Gmax were measured at different equilibrium points on the primary drainage path of the SWRC up to the point of water occlusion, then along a scanning imbibition path of the SWRC. The results indicate a greater shear modulus during imbibition, consistent with trends and magnitudes noted in the technical literature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlow pump.
=650  \0$aSmall strain shear modulus.
=650  \0$aunsaturated soils.
=650  \0$amatric suction control.
=650  \0$aresonant column.
=650  14$aResonant column.
=650  24$aUnsaturated soils.
=650  24$aMatric suction control.
=650  24$aFlow pump.
=650  24$aSmall strain shear modulus.
=700  1\$aMcCartney, John S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103102.htm

=LDR  03483nab a2200553 i 4500
=001  GTJ103401
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103401$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103401$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS21
=082  04$a630$223
=100  1\$aLeong, E. C.,$eauthor.
=245  10$aLocal Displacement Transducer With Anderson Loop /$cE. C. Leong, T. T. Nyunt, K. S. Low.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aWheatstone bridge has long been used in many strain-gauge based measuring instruments including the local displacement transducer. In this paper, an alternative circuit to the Wheatstone bridge, Anderson loop, for local displacement transducers is examined. Local displacement transducers were manufactured in an identical fashion but with different circuitries. In both circuitries, similar gain and filter were applied to the output signals. An identical experimental setup for both Anderson loop and Wheatstone bridge local displacement transducers was used in the evaluation, and, therefore, any differences in performances of the local displacement transducers are attributed to the circuitry. The range of displacement examined for the local displacement transducer was 0.4 mm. Self-heating of the strain gauges was found to occur regardless of the circuitry used when a high input current was used in the local displacement transducer with Anderson loop or a high input voltage was used in the local displacement transducer with Wheatstone bridge. The effects of self-heating of strain gauges are only evident in long duration tests. The local displacement transducer with Anderson loop was found to be twice as sensitive as that with Wheatstone bridge for similar input current. Furthermore, the local displacement transducer with Anderson loop outperformed the local displacement transducer with Wheatstone bridge in terms of lower deviation, hysteresis and repeatability errors.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnderson loop.
=650  \0$aDisplacement.
=650  \0$aLocal strain.
=650  \0$aWheatstone bridge.
=650  \0$atriaxial test.
=650  \0$astrain gauges.
=650  14$aLocal strain.
=650  24$aDisplacement.
=650  24$aTriaxial test.
=650  24$aStrain gauges.
=650  24$aWheatstone bridge.
=650  24$aAnderson loop.
=700  1\$aNyunt, T. T.,$eauthor.
=700  1\$aLow, K. S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103401.htm

=LDR  04231nab a2200565 i 4500
=001  GTJ103763
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103763$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103763$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a625.7/32$223
=100  1\$aBeck, Yves-Laurent,$eauthor.
=245  10$aMicrostructural Interpretation of Water Content and Dry Density Influence on the DC-Electrical Resistivity of a Fine-Grained Soil /$cYves-Laurent Beck, Se?rgio Palma Lopes, Vale?ry Ferber, Philippe Co?te.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b68
=520  3\$aIn geotechnical engineering, there is a need for an in situ technique for measuring density and water content of soils quickly, accurately and, preferably, in a non-destructive way. DC-electrical resistivity provides a method capable of addressing this need. A new resistivity-cell and a new experimental procedure were developed to assess the resistivity of compacted samples of a silty soil. The study was carried out over moisture content and compaction level ranges that are consistent with those acceptable in earthwork construction. In this laboratory work, the effects of dry density and gravimetric water content on the soil bulk resistivity are considered separately. Furthermore, the effect of air index on electrical resistivity is demonstrated. Our data exhibit two distinct trends separated by a "critical" water content which appears to fall very close to the standard Proctor optimum moisture content for this soil. This promising result cannot be generalized as it needs to be investigated on other soils. The experimental results are further analyzed within the context of a previously published soil microfabric model which distinguishes water phase, air phase, particles assumed to be "inert" and clayey aggregates. Two types of electrical conduction enable explaining the results: first, conduction occurring in the intra-aggregate voids, controlled by the charge density on the surface of clayey particles; and then, inter-aggregate conduction controlled by interstitial water resistivity. The relative effect of each type of conduction is shown to strongly depend on water content. Finally, an extrapolation at zero air void allows for presenting an interpretation of the intra-aggregate volume contribution to electrical conduction in dry states. This interpretation suggests a dilution effect on the adsorbed cation concentration within bound water, that is shown to be consistent with recently published research.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClayey aggregates.
=650  \0$aCompacted silty soil.
=650  \0$aDC-electrical resistivity.
=650  \0$aGravimetric water content.
=650  \0$adry density.
=650  \0$aSoils$xDensity$xMeasurement$xInstruments$xEvaluation.
=650  \0$aStiffness.
=650  14$aDC-electrical resistivity.
=650  24$aGravimetric water content.
=650  24$aDry density.
=650  24$aCompacted silty soil.
=650  24$aClayey aggregates.
=700  1\$aPalma Lopes, Se?rgio,$eauthor.
=700  1\$aFerber, Vale?ry,$eauthor.
=700  1\$aCo?te, Philippe,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103763.htm

=LDR  02354nab a2200541 i 4500
=001  GTJ102794
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102794$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102794$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA200
=082  04$a515.63$223
=100  1\$aStas, L.,$eauthor.
=245  10$aMeasurement of Stress Changes Using a Compact Conical-ended Borehole Monitoring /$cL. Stas, J. Knejzlik, L. Palla, K. Soucek, P. Waclawik.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThis paper describes the first experience in in situ determination of stress tensor changes during a longwall extraction. A device designed to measure deformations at the bottom of conical ended boreholes was used for the long term observation of stress changes induced by underground mining activity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConical gauge probe.
=650  \0$aInduced stress.
=650  \0$aStress determination.
=650  \0$aStress tensor.
=650  \0$aTensor products.
=650  14$aConical gauge probe.
=650  24$aStress determination.
=650  24$aStress tensor.
=650  24$aInduced stress.
=700  1\$aKnejzlik, J.,$eauthor.
=700  1\$aPalla, L.,$eauthor.
=700  1\$aSoucek, K.,$eauthor.
=700  1\$aWaclawik, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102794.htm

=LDR  03241nab a2200445 i 4500
=001  GTJ103285
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103285$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103285$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRM889
=082  04$a615.5/3$223
=100  1\$aHendry, Michael T.,$eauthor.
=245  13$aAn Evaluation of Real-Time Deformation Monitoring Using Motion Capture Instrumentation and Its Application in Monitoring Railway Foundations /$cMichael T. Hendry, S. Lee Barbour, C. Derek Martin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aABSTRACT:The purpose of this study is to evaluate the use of motion capture instrumentation to monitor the response of a railway embankment and the underlying soft peat mire foundation soils to freight train loading. Initial data sets were obtained from the motion capture system, called the ShapeAccelArray (SAA, Measurand Inc.), installed in a railway embankment. Review of the data sets from the site installation raised questions as to the ability of the SAA to provide accurate displacement measurements. Testing of the SAA in the laboratory confirmed that the output from the SAA system (inclusive of software) would not provide a true measurement of horizontal deformations during large cyclic motions. This inaccuracy was due to the magnitude of acceleration associated with the cyclical motion on the microelectromechanical systems (MEMS) accelerometers and the effect of this on the ability of the system to determine its shape. A method for determining the magnitude of cyclic displacement from the output of the MEMS accelerometers was developed from the laboratory testing data. This involved the double integration of the change in acceleration measured by the accelerometers to obtain a change in displacement. This method was applied to the data sets obtained from the field installation to obtain a profile of cyclic displacement with depth.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMotion Capture Instrumentation.
=650  \0$aMonitoring Railway Foundations.
=650  \0$aReal-Time Deformation.
=700  1\$aBarbour, S. Lee,$eauthor.
=700  1\$aMartin, C. Derek,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103285.htm

=LDR  03871nab a2200577 i 4500
=001  GTJ103695
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103695$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103695$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aPasha, Amin Yousefnia,$eauthor.
=245  10$aCentrifuge Modeling of In situ Surfactant Enhanced Flushing of Diesel Contaminated Soil /$cAmin Yousefnia Pasha, Liming Hu, Jay N. Meegoda, Esmail Aflaki, Jianting Du.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aIn this research the effectiveness of physical modeling of in situ flushing with water and a surfactant solution was evaluated using a geotechnical centrifuge. The centrifugal experiments consist of two parts: transport of diesel through fine grain soils and remediation of diesel contaminated soil. First, 7.74 m3 of diesel per meter (width) was infiltrated into a 15 m thick prototype layer of fine grain unsaturated soil. Then contaminated soil was remediated by continuous flushing with two liquids (water and 1% (wt/v) aqueous solution of sodium dodecyl sulfate (SDS) surfactant) while subjecting the sample to 50 g acceleration. Effectiveness of soil remediation by flushing with 1% (wt/v) SDS surfactant was investigated in this research and compared that to flushing with water without additives. The total volume of injected remediation solution over 130 prototype days was equal to 4.20 times the pore volume of the soil between two barrier walls. The results showed that when surfactant solution was used, the elutriate flow was downward congruent with the remediation goal. On the other hand, when water without surfactant was used, the contamination plume expanded in the lateral direction which exacerbated the situation. The test results also showed a considerable reduction (76.3%) of diesel content in soil after flushing with SDS solution after 130 days of flushing. Based on the test results it was concluded that the geotechnical centrifuge and the described experimental procedure could be used as a design tool for implementation and evaluating the effectiveness of in situ surfactant-enhanced flushing remediation systems.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDiesel.
=650  \0$aSoil flushing.
=650  \0$aSurfactant.
=650  \0$asoil.
=650  \0$aContaminated Soil.
=650  \0$acentrifugal modeling.
=650  14$aCentrifugal modeling.
=650  24$aDiesel.
=650  24$aContaminated soil.
=650  24$aSurfactant.
=650  24$aSoil flushing.
=650  24$aLight Non-Aqueous Phase Liquid (LNAPL) and SDS (sodium dodecyl sulfate)
=700  1\$aHu, Liming,$eauthor.
=700  1\$aMeegoda, Jay N.,$eauthor.
=700  1\$aAflaki, Esmail,$eauthor.
=700  1\$aDu, Jianting,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103695.htm

=LDR  03599nab a2200613 i 4500
=001  GTJ102756
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102756$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102756$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aTeng, Fu-Chen,$eauthor.
=245  10$aApplication of a Suction Control System in the Method of Specimen Saturation in Triaxial Tests /$cFu-Chen Teng, Chang-Yu Ou.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aA new soil suction control system was developed to saturate soils in triaxial tests. The suction control system was used to reduce the void ratio change during the saturation stage in triaxial tests and to preserve their small-strain behavior. A series of CK0UAC triaxial tests (K0 consolidation and undrained axial compression) on Taipei silty clay, saturated with and without suction control, are presented. The results are presented in terms of the stress-strain behavior during consolidation and undrained shearing. Bender element tests were also performed during the K0-consolidation stage. Results show that the new saturation method with suction control resulted in a better quality soil specimen than conventional saturation. Both the measured Young's modulus and the shear modulus of the specimens saturated conventionally were underestimated by 20 % and 14 % compared with those saturated with suction control for the reconstituted soil. It is expected that such a difference would be much larger for soils sampled at greater depths. However, the proposed suction control system is not applicable to soil specimens with suctions greater than 100 kPa. The proposed approach would only be applicable for high air-entry value soils so that the suction does not cause desaturation in the soil specimen. Finally, two empirical equations are proposed to estimate the shear modulus of in-situ soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformation control.
=650  \0$aLaboratory test.
=650  \0$aSaturation.
=650  \0$aShear modulus.
=650  \0$aSmall strain.
=650  \0$aStiffness.
=650  \0$aSuction control.
=650  \0$aTriaxial tests.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aSaturation.
=650  24$aDeformation control.
=650  24$aSuction control.
=650  24$aSmall strain.
=650  24$aStiffness.
=650  24$aShear modulus.
=650  24$aLaboratory test.
=650  24$aTriaxial tests.
=700  1\$aOu, Chang-Yu,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102756.htm

=LDR  03007nab a2200481 i 4500
=001  GTJ103269
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103269$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103269$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aLee, Jintae,$eauthor.
=245  10$aExperimental Investigation of the Combined Load Response of Model Piles Driven in Sand /$cJintae Lee, Monica Prezzi, Rodrigo Salgado.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b50
=520  3\$aAlthough the load applied on a pile is usually a combination of a vertical and a lateral load, there have been few studies done on the response of piles subjected to combined loading; these studies; in addition, produce results that are inconsistent with respect to the effects of axial loads on the lateral load response of piles. In this paper, we present the results of model pile load tests performed to assess the influence of axial loads on the lateral response of piles driven in sand. Using a drop hammer, an instrumented circular model pile was driven into large-scale sand samples prepared in a cylindrical steel tank with various densities using a pluviation method. Lateral load tests were performed on the model pile subjected to different axial loads. The combined load test results showed that the presence of an axial load on a driven pile is detrimental to its lateral capacity, for the lateral deflection of the model pile head increased with increasing axial load. The bending moments at the pile head increased substantially (by 10 %, 36 % and 39 % for loose, medium dense and dense sand, respectively) in the presence of axial loads.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$asand.
=650  \0$acombined load test.
=650  \0$amodel pile.
=650  14$aModel pile.
=650  24$aCombined load test.
=650  24$aSand.
=700  1\$aPrezzi, Monica,$eauthor.
=700  1\$aSalgado, Rodrigo,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103269.htm

=LDR  03368nab a2200565 i 4500
=001  GTJ103889
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103889$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103889$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aChang, D. S.,$eauthor.
=245  12$aA Stress-controlled Erosion Apparatus for Studying Internal Erosion in Soils /$cD. S. Chang, L. M. Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aSuffusion in soil involves selective erosion of fine particles within the matrix of coarse soil particles under seepage flow. Such loss of fine particles affects the hydraulic and mechanical behavior of the soil. In this study, a stress-controlled erosion apparatus was developed to investigate the initiation and development of suffusion under complex stress states and to study the effect of suffusion on soil stress-strain behavior. The apparatus allows independent control of hydraulic gradient and stress state. The hydraulic gradient is controlled using a water-head control method. The eroded soil and the outflow rate are measured using a soil collection system and a water collection system, respectively. The measurements can be used to study the erosion rate and variations in soil permeability during the erosion process. A series of erosion tests was conducted on a gap-graded soil under the same confining stress but different deviatoric stresses. The results show that the maximum erosion rate, the variations in soil permeability, and the total deformation of the soil specimen increase with the increase of deviatoric stress. After the loss of a significant amount of fine particles in the soil, the stress-strain behavior of the test soil changes from dilative behavior to contractive behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHydraulic gradient.
=650  \0$aInternal erosion.
=650  \0$aPermeability.
=650  \0$aSeepage.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils.
=650  \0$astress state.
=650  14$aInternal erosion.
=650  24$aStress state.
=650  24$aSeepage.
=650  24$aPermeability.
=650  24$aShear strength.
=650  24$aHydraulic gradient.
=700  1\$aZhang, L. M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103889.htm

=LDR  03147nab a2200541 i 4500
=001  GTJ102866
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102866$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102866$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD426
=082  04$a628.5/5$223
=100  1\$aKim, Joon Han,$eauthor.
=245  10$aFour Electrode Resistivity Probe for Porosity Evaluation /$cJoon Han Kim, Hyung-Koo Yoon, Se-Hyun Cho, Young Su. Kim, Jong-Sub Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThe objective of this study is to develop and verify a four electrode resistivity probe (4ERP) for the estimation of electrical properties of saturated soils without polarization at the electrodes. The 4ERP design is categorized by two types: wedge and plane. The wedge type is used for penetrating into the soil samples and the plane type is used for installing into experimental cells such as an oedometer cell. Consolidation tests are carried out on six different sized glass beads. The test results reveal that the shape factor, m, used in Archie's law, is about 1.19 for glass beads. One-dimensional liquefaction tests show that the porosity obtained by the 4ERP is similar to the porosity determined by volume fraction. The porosity profile obtained by the penetration of the 4ERP into the large-scale calibration chamber in the clay-sand mixture is similar to the volume based porosity. Furthermore, the porosity profile estimated by the resistivity is almost the same as the volume based porosity in glass beads. This study demonstrates that the 4ERP may effectively estimate the porosity of saturated soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectrical resistivity.
=650  \0$aShape factor.
=650  \0$aWenner array.
=650  \0$aPorosity.
=650  \0$aSoil.
=650  14$aElectrical resistivity.
=650  24$aPorosity.
=650  24$aShape factor.
=650  24$aWenner array.
=700  1\$aYoon, Hyung-Koo,$eauthor.
=700  1\$aCho, Se-Hyun,$eauthor.
=700  1\$aKim, Young Su.,$eauthor.
=700  1\$aLee, Jong-Sub,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102866.htm

=LDR  02745nab a2200517 i 4500
=001  GTJ103209
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103209$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103209$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA658
=082  04$a620.1123$223
=100  1\$aCevikbilen, Gokhan,$eauthor.
=245  10$aShear Viscosity of Clays in the Fall Cone Test /$cGokhan Cevikbilen, Muniram Budhu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aThe purpose of this paper is to investigate the use of a fall cone test to determine the viscosity of clay soils with a liquidity index of less than one. The conventional tool to determine the viscosity of clay soils is a viscometer. But, viscometers are suitable only for determining the viscosity of soils for water contents greater than the liquid limit. Because soil flow can take place within the plastic range, the viscosity has to be determined by means other than viscometers. In this study, eight soils were thoroughly investigated using the fall cone test. The results of the study show that the fall cone test is suitable to determine the shear viscosity of clay soils. Excellent correlations (regression coefficients > 0.95) were found between the final penetration depth and the dynamic equilibrium depth, and between the liquidity index and the viscosity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aViscosity.
=650  \0$aplasticity.
=650  \0$afall cone tests.
=650  \0$ashear strength.
=650  14$aClay.
=650  24$aViscosity.
=650  24$aShear strength.
=650  24$aFall cone tests.
=650  24$aPlasticity.
=700  1\$aBudhu, Muniram,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103209.htm

=LDR  02734nab a2200493 i 4500
=001  GTJ103517
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103517$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103517$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aBeckett, C. T. S.,$eauthor.
=245  12$aA Novel Image-Capturing Technique for the Experimental Study of Soil Deformations During Compaction /$cC. T. S. Beckett, C. E. Augarde.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b46
=520  3\$aA method is described here for the monitoring of two layers of moist sandy-loam soil under compaction, where a flatbed scanner is used to capture large images of the deforming material. Particle image velocimetry (PIV) is used to track the movements of groups of particles within the soil. Due to their insufficient surface texture, PIV cannot be used on clayey soils. Therefore, to allow the analysis to take place, a novel use of a transparent clay is made whereby an artificial soil comprising transparent clay, sand and gravel is created to approximate the moist sandy loam soil. The design of a suitable compaction chamber and tests to determine optimal PIV parameters are discussed. The suitability and applicability of the use of a flatbed scanner are discussed and results are shown to confirm the success of the scanning method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aImage analysis.
=650  \0$aSoil deformation.
=650  \0$aTransparent clay.
=650  14$aSoil deformation.
=650  24$aCompaction.
=650  24$aTransparent clay.
=650  24$aImage analysis.
=700  1\$aAugarde, C. E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103517.htm

=LDR  03558nab a2200505 i 4500
=001  GTJ103755
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103755$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103755$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4/32/028$223
=100  1\$aLourenc?o, Se?rgio D. N.,$eauthor.
=245  10$aTowards a Tensiometer Based Suction Control System for Laboratory Testing of Unsaturated Soils /$cSe?rgio D. N. Lourenc?o, Domenico Gallipoli, David G. Toll, Charles E. Augarde, Fred D. Evans.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThis paper presents the development of an automated tensiometer based suction control system for testing unsaturated soil samples. The system is able to dry and wet soil, while measuring suction (pore water pressure ? air pressure) and water content. The system uses air circulation within a closed loop to dry the soil, or water injection to wet the soil, to achieve the required pore water pressure while the air pressure is kept atmospheric. Pore water pressure is controlled by using a feedback computer system that dries or wets soil samples according to measurements obtained from sample-mounted high suction tensiometers. Excess moisture in the air circulation loop is captured by an in-line moisture trap consisting of a sealed cell containing a desiccant (silica gel), which is placed on an electronic balance to give continuous measurements of retained water. Changes of the sample water content are measured as the difference between the amount of water injected and that retained by the moisture trap. The system is fully automated and runs controlled by software with minimum assistance. The proposed suction control system presents advantages over the conventional axis translation technique as it avoids the need for elevated pore air pressures and hence better replicates the natural processes of wetting and drying of soils. The system was developed for use in a triaxial cell, but could also be used with other instruments and for the determination of water retention curves.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory testing.
=650  \0$aTensiometer.
=650  \0$aSoil moisture$xMeasurement.
=650  \0$aUnsaturated Soils.
=650  14$aUnsaturated soils.
=650  24$aLaboratory testing.
=700  1\$aGallipoli, Domenico,$eauthor.
=700  1\$aToll, David G.,$eauthor.
=700  1\$aAugarde, Charles E.,$eauthor.
=700  1\$aEvans, Fred D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103755.htm

=LDR  02939nab a2200565 i 4500
=001  GTJ102915
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102915$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102915$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aFacas, Norman W.,$eauthor.
=245  10$aDevelopment and Evaluation of Relative Compaction Specifications Using Roller-Based Measurements /$cNorman W. Facas, Robert V. Rinehart, Mike A. Mooney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aEarthwork quality control/quality assurance specifications are currently being developed and implemented with continuous compaction control (CCC) and intelligent compaction (IC) rollers. This paper presents and explores two methods of using CCC/IC data based on a relative compaction approach. The first method examines the relative change in roller-measured mean compaction level between passes while the second method examines relative changes spatially. The relative compaction methods were implemented on a test site. The relative compaction methods were found to provide improvement over current methods due to their ability to quantitatively assess 100% of the compacted area while decreasing time and cost during the construction process.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContinuous compaction control.
=650  \0$aEarthwork compaction.
=650  \0$aIntelligent compaction.
=650  \0$aQuality assurance.
=650  \0$aQuality control.
=650  \0$aRelative compaction.
=650  \0$aCompaction.
=650  14$aContinuous compaction control.
=650  24$aIntelligent compaction.
=650  24$aQuality assurance.
=650  24$aQuality control.
=650  24$aEarthwork compaction.
=650  24$aRelative compaction.
=700  1\$aRinehart, Robert V.,$eauthor.
=700  1\$aMooney, Mike A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102915.htm

=LDR  03333nab a2200565 i 4500
=001  GTJ103611
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103611$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103611$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aAbdulhadi, Naeem O.,$eauthor.
=245  10$aThick-Walled Cylinder Testing of Clays for the Study of Wellbore Instability /$cNaeem O. Abdulhadi, John T. Germaine, Andrew J. Whittle.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThis paper describes two new automated, high pressure thick-walled cylinder (TWC) devices that have been designed and built in order to study wellbore instability in saturated hard clays. Both devices have the same internal diameter (Di = 2.5 cm) but different outer diameter (Do = 7.6 and 15.2 cm) and allow for independent control of the vertical stress and radial pressures acting on the inner and outer walls of the annular soil specimen, as well as pore water pressure. The apparatus design enables back-pressure saturated specimens to be re-consolidated under stress path control, and simulation of shearing due to de-pressuring of the model wellbore under a variety of drainage conditions. Test results for resedimented Boston blue clay (RBBC) show that there are minimal effects of specimen height on the model borehole response. A comparison of tests from the two TWC devices indicates that the outer diameter of the specimen has a significant effect on the cavity pressure-volume behavior and on the redistribution of pore pressures within the test specimen. The borehole response is influenced by drainage conditions, where drained tests attain lower minimum borehole pressure than undrained tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorehole closure.
=650  \0$aClay.
=650  \0$aLaboratory test.
=650  \0$aModel borehole.
=650  \0$aThick-walled cylinder.
=650  \0$aWellbore instability.
=650  \0$aClay$xHistory.
=650  14$aClay.
=650  24$aLaboratory test.
=650  24$aModel borehole.
=650  24$aThick-walled cylinder.
=650  24$aBorehole closure.
=650  24$aWellbore instability.
=700  1\$aGermaine, John T.,$eauthor.
=700  1\$aWhittle, Andrew J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103611.htm

=LDR  03629nab a2200553 i 4500
=001  GTJ103771
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=006  m|||||o|||||||||||
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=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103771$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103771$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aAlshibli, Khalid A.,$eauthor.
=245  10$aReliability Analysis of CPT Measurements for Calculating Undrained Shear Strength /$cKhalid A. Alshibli, Ayman M. Okeil, Bashar Alramahi, Zhongjie Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aThe cone penetration test (CPT) has been widely used in Louisiana to classify soils, measure undrained shear strength (Su), and identify bearing stratum for driven piles. This paper compares the values of Su based on CPT measurement with Su of the unconfined compression test. A total of 752 CPT soundings were collected and archived using ArcGIS software in which 503 were matched with adjacent boreholes and 249 did not have adjacent borehole data available. The dataset was analyzed for general as well as specific trends in order to identify appropriate parameters to be included in the investigation. The calibration of the CPT expression for Su was conducted using the first order reliability method (FORM) and accounting for all sources of uncertainty. Optimum CPT coefficient (Nkt) values to calculate Su were computed for various target reliability values. It was determined that the soil classification is the only parameter showing clear trends that affect CPT estimates of the undrained shear strength. Values of Nkt for each soil type based on the Robertson (1990) classification and the Zhang and Tumay (1999) classification were determined for three target reliability levels. It is obvious that the Nkt coefficient for soils with higher clay content is lower than those with less clay content. A single Nkt value that is valid for all soil types is unwarranted as will lead to acceptable results for some soil conditions and unacceptable results for others, which can be unconservative.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetration.
=650  \0$aReliability.
=650  \0$aUndrained shear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aReliability Analysis.
=650  \0$asoft soils.
=650  14$aUndrained shear strength.
=650  24$aCone penetration.
=650  24$aSoft soils.
=650  24$aReliability.
=650  24$aLRFD.
=700  1\$aOkeil, Ayman M.,$eauthor.
=700  1\$aAlramahi, Bashar,$eauthor.
=700  1\$aZhang, Zhongjie,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103771.htm

=LDR  02750nab a2200517 i 4500
=001  GTJ103808
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103808$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103808$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aEzzein, Fawzy M.,$eauthor.
=245  12$aA Transparent Sand for Geotechnical Laboratory Modeling /$cFawzy M. Ezzein, Richard J. Bathurst.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b46
=520  3\$aThe paper describes a new transparent granular soil that can be used for laboratory geotechnical modeling purposes. The transparent soil consists of fused quartz particles in combination with a mixture of two mineral oils as pore fluid. The solid particles and the matching liquid have the same refractive index. The soil has important advantages with respect to transparency, stability, health safety, and utility over glass and silica gel materials. The transparent soil is also inexpensive compared to silica gel-fluid materials that have been used in the past. Conventional laboratory shear box, triaxial compression, and permeability tests were carried out to demonstrate that the mechanical properties and hydraulic permeability of the transparent soil are typical of granular soils with angular particles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFused quartz.
=650  \0$aGranular soil.
=650  \0$aRefractive index.
=650  \0$aSand.
=650  \0$aGeotechnical Laboratory.
=650  \0$atransparent soil.
=650  14$aTransparent soil.
=650  24$aFused quartz.
=650  24$aRefractive index.
=650  24$aGranular soil.
=700  1\$aBathurst, Richard J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103808.htm

=LDR  03888nab a2200553 i 4500
=001  GTJ103645
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103645$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103645$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a625.7$223
=100  1\$aEl Mohtar, Chadi S.,$eauthor.
=245  10$aNew Three-Way Split Mold Design and Experimental Procedure for Testing Soft, Grouted Soils /$cChadi S.  El Mohtar, Dennis A. Rugg.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aSoil grouting has become a popular method for soil improvement in recent years. Grouting is generally intended to increase a soil's strength, increase its liquefaction resistance, or reduce its hydraulic conductivity. Soil grouting involves the injection, permeation, or mechanical mixing of cementitious, silica, or clay grout into a soil deposit. With the increase in popularity of these methods comes the issue of testing grouted soils to verify the expected soil improvement. While some of the methods and materials mentioned result in soils that are sufficiently cemented to produce trimmable specimens that can stand under their own weight, other methods produce softer materials that are very difficult to sample or even to recreate and test in the lab. Preparing such soft samples in the laboratory poses two challenges: 1) if the specimen is prepared in the triaxial cell directly, the grouting process might not be feasible because of the porous stones and small diameter tubing in the triaxial cell; and 2) if the specimens are prepared outside the triaxial cell, soft specimens might not be able to stand under their own weight without significant strains and damage to the soil structure. This paper will thoroughly describe a three-way split mold specifically designed to accommodate the permeation and testing of soils that are too soft or too weak to be easily sampled or tested in the lab. A simple procedure outlining the use of this three-way split mold will also be described. Finally, the results from a series of consolidated undrained, monotonically loaded triaxial tests will be presented as an example of the split mold application. These tests utilized the new three-way split mold for sample preparation of loose Ottawa sand permeated with a thixotropic bentonite suspension.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidated undrained triaxial.
=650  \0$aGrouting.
=650  \0$aLiquefaction.
=650  \0$aSoil improvement.
=650  \0$aSplit mold.
=650  \0$aTriaxialshear tests.
=650  \0$aSplit Mold Design.
=650  \0$aPavements$xTesting.
=650  14$aGrouting.
=650  24$aSplit mold.
=650  24$aConsolidated undrained triaxial.
=650  24$aLiquefaction.
=650  24$aSoil improvement.
=700  1\$aRugg, Dennis A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103645.htm

=LDR  02570nab a2200529 i 4500
=001  GTJ10691J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10691J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10691J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aSenseny, PE.,$eauthor.
=245  10$aHollow Cylinder Tests on Natural Rock Salt /$cPE. Senseny, KD. Mellegard, LA. Wagner.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aConstitutive equations for the thermomechanical behavior of salt must accurately model material behavior when all three principal stresses are independent. Conventional triaxial compression and extension tests measure material response for stress states in which two of the principal stresses are equal. A computer-controlled, servohydraulic system is described for testing hollow cylinder specimens at stress states in which the principal stresses are controlled independently. Results of validation tests are given to show that the test system provides accurate measurements of the behavior of salt.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomated testing.
=650  \0$aHollow cylinder testing.
=650  \0$aRock salt constitutive equation.
=650  \0$aRocks.
=650  \0$aMineralogy.
=650  \0$acreep.
=650  14$aRock salt constitutive equation.
=650  24$aCreep.
=650  24$aAutomated testing.
=650  24$aHollow cylinder testing.
=700  1\$aMellegard, KD.,$eauthor.
=700  1\$aWagner, LA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10691J.htm

=LDR  02242nab a2200493 i 4500
=001  GTJ10694J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10694J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10694J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aAnayi, JT.,$eauthor.
=245  10$aModified Bromhead Ring Shear Apparatus /$cJT. Anayi, JR. Boyce, CDF Rogers.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aA modified Bromhead ring shear apparatus is described, which incorporates vanes on the loading surfaces to improve torque transfer to the specimen. The specimen thickness is increased to accommodate the vanes. A method of specimen preparation is described that ensures a flat shear surface in the center of the specimen. Results are given for the residual failure envelope of Lias clay using the modified apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aResidual strength.
=650  \0$aRing shear tests.
=650  \0$aClay$xHistory.
=650  14$aClays.
=650  24$aResidual strength.
=650  24$aRing shear tests.
=700  1\$aBoyce, JR.,$eauthor.
=700  1\$aRogers, CDF,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10694J.htm

=LDR  02844nab a2200577 i 4500
=001  GTJ10685J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10685J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10685J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aChristopher, BR.,$eauthor.
=245  10$aLaboratory Testing of Chemically Grouted Sand /$cBR. Christopher, DK. Atmatzidis, RJ. Krizek.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe effect of 14 parameters, associated with specimen preparation, handling, and testing, and with soil characteristics, was evaluated experimentally for laboratory prepared specimens of chemically grounted sands. Over 200 unconfined compression tests were conducted, and results are presented and comparisons are made in terms of unconfined compressive strength and tangent modulus at 50% of maximum stress. Curing environment, curing time, specimen size, grain size, and grain size distribution are the parameters that affect significantly the observed mechanical behavior of grouted sands. The results of this study were used in the development of ASTM Laboratory Preparation of Chemically Grouted Soil Specimens for Obtaining Design Strength Parameters (D 4320).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemical grouting.
=650  \0$aSands.
=650  \0$aStrength.
=650  \0$aTangent modulus.
=650  \0$aUnconfined compression.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$alaboratory tests.
=650  14$aChemical grouting.
=650  24$aSands.
=650  24$aLaboratory tests.
=650  24$aUnconfined compression.
=650  24$aStrength.
=650  24$aTangent modulus.
=700  1\$aAtmatzidis, DK.,$eauthor.
=700  1\$aKrizek, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10685J.htm

=LDR  03376nab a2200577 i 4500
=001  GTJ10687J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10687J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10687J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aPS3569.T33828
=082  04$a813/.54$223
=100  1\$aLee, F-H,$eauthor.
=245  10$aDynamic Behavior of the Bumpy Road Shaking Table System /$cF-H Lee, AN. Schofield.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aVibration tests were performed on the "bumpy road shaking table" system at the Cambridge University Geotechnical Centrifuge to investigate its dynamic behavior under operating conditions. In these tests, steel plates of known weights were fastened onto the base of the model container. The container was then subjected to "earthquake motions" simulated by the shaking table system and the accelerations of various parts of the system measured by means of accelerometers. The test results show that the bumpy road wheel acceleration has a substantial amount of high-frequency components. During earthquake tests, the bumpy road container is isolated from this high-frequency motion by the flexibility of the package-transmission assembly. The results also suggest that the bumpy road package-transmission assembly has a resonance mode at about 85 Hz while the centrifuge arm has a resonance mode at about 104 Hz. If the excitation frequency is close to the package-transmission frequency of 85 Hz, a strong response is obtained from the bumpy road system, and package motion is highly harmonic and relatively "clean." On the other hand, if the excitation frequency is close to the resonance frequency of the centrifuge arm, the latter is excited into motion instead of the container and soil model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerometers.
=650  \0$aCentrifuges.
=650  \0$aDynamic response.
=650  \0$aFourier analysis.
=650  \0$aVibration.
=650  \0$aearthquakes.
=650  \0$aLife change events.
=650  \0$aresonance frequency.
=650  14$aCentrifuges.
=650  24$aAccelerometers.
=650  24$aDynamic response.
=650  24$aEarthquakes.
=650  24$aResonance frequency.
=650  24$aVibration.
=650  24$aFourier analysis.
=700  1\$aSchofield, AN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10687J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10693J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10693J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aWetzel, RA.,$eauthor.
=245  12$aA Model Study of the Influence of Stress on the Thermal Conductivity of Dry Sand /$cRA. Wetzel, KC. Rolle.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aAn equivalent resistor model was investigated to determine its suitability for describing the thermal conductivity of dry granular soils. The suitability of the model for incorporating the influence of stress on thermal conductivity was also examined. The parameters necessary to specify the model were determined experimentally by fitting the model to measured values of thermal conductivity from two different granular soils. Measurements were made with a thermal probe located in the center of cylindrical specimens of dry sand which were subjected to isotropic compressive stresses in a modified triaxial cell. It was found that the model provides a convenient and accurate method to determine the thermal conductivity of dry granular soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSands.
=650  \0$aSoils.
=650  \0$aThermal conductivity.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$athermal properties.
=650  14$aThermal properties.
=650  24$aThermal conductivity.
=650  24$aSoils.
=650  24$aSands.
=700  1\$aRolle, KC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10693J.htm

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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10689J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10689J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.C3
=082  04$a552/.58$223
=100  1\$aHardin, B.,$eauthor.
=245  10$aEffect of Rigid Boundaries on Measurement of Particle Concentration /$cB. Hardin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aSoil specimens are often formed by placement in a mold with rigid boundaries, followed by striking off a plane surface with a rigid straightedge. These rigid boundaries and plane surfaces interrupt the packing of particles causing the measured void ratio to be greater than the value away from the boundary. A theory for boundary effects has been derived considering regular packings of uniform sized particles. For a cubical container, the difference between measured and true void ratios is proportional to the ratio of particle size to cube side length. Definition of an equivalent side length permits application of the theory to volumes with boundaries of arbitrary shape. Tests indicate that the theory works for angular particles and for graded materials providing particle size is represented by the size for which 10% of the particles (by mass) are finer. For container sizes normally used in practice, boundary effects are negligible for silt and clay soils and for cohesionless soils containing more than 10% finer than 0.074 mm.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity.
=650  \0$aParticulate theory.
=650  \0$aTesting errors.
=650  \0$aVoid ratio.
=650  \0$aPorosity.
=650  \0$aDiagenesis.
=650  \0$aCarbonate rocks.
=650  14$aVoid ratio.
=650  24$aPorosity.
=650  24$aDensity.
=650  24$aTesting errors.
=650  24$aParticulate theory.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10689J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10688J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10688J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA711.A1
=082  04$a624.1/762$223
=100  1\$aAggour, MS.,$eauthor.
=245  10$aCohesive Soil Behavior Under Random Excitation Conditions /$cMS. Aggour, MR. Taha, KS. Tawfiq, F. Amini.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aA testing program was undertaken in which cohesive soil at different confining pressures was tested in a resonant column device using random torsional excitation in addition to conventional sinusoidal excitation. The damping and shear modulus from random loading testing were determined by both the power spectral density function and the transfer function method. Evaluation of the dynamic soil properties for sinusoidal vibration followed conventional procedures. The results indicated that during random loading, the damping values were higher and the shear moduli lower than the values obtained from sinusoidal loading at the same root mean square strain. For the cohesive soil tested, formulas were developed to correct the damping and shear moduli obtained from routine sinusoidal testing so that the values are more representative of actual field conditions during random dynamic loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesive soils.
=650  \0$aDamping.
=650  \0$aRandom vibration.
=650  \0$aResonant column.
=650  \0$aRoot mean square strain.
=650  \0$aShear modulus.
=650  \0$aSinusoidal excitation.
=650  \0$aTransfer function.
=650  \0$asoil dynamics.
=650  \0$aSoil-structure interaction.
=650  \0$aEngineering geology.
=650  14$aSoil dynamics.
=650  24$aCohesive soils.
=650  24$aDamping.
=650  24$aShear modulus.
=650  24$aRandom vibration.
=650  24$aSinusoidal excitation.
=650  24$aResonant column.
=650  24$aTransfer function.
=650  24$aRoot mean square strain.
=700  1\$aTaha, MR.,$eauthor.
=700  1\$aTawfiq, KS.,$eauthor.
=700  1\$aAmini, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10688J.htm

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=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10692J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10692J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/51363$223
=100  1\$aSantamarina, JC.,$eauthor.
=245  10$aCentrifuge Modeling :$bA Study of Similarity /$cJC. Santamarina, DJ. Goodings.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aData are presented of geotechnical centrifuge models of reinforced soil retaining walls in which the effects on wall behavior of differences between prototype and model, boundary effects, stress paths, instrumentation, and model repeatability are studied.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuges.
=650  \0$aModels.
=650  \0$aStress paths.
=650  \0$areinforced soils.
=650  \0$aSoil stabilization.
=650  \0$ascale effects.
=650  14$aCentrifuges.
=650  24$aModels.
=650  24$aReinforced soils.
=650  24$aScale effects.
=650  24$aStress paths.
=700  1\$aGoodings, DJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10692J.htm

=LDR  02535nab a2200529 i 4500
=001  GTJ10690J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10690J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10690J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aHaberfield, CM.,$eauthor.
=245  10$aModel Studies of Pressuremeter Testing in Soft Rock /$cCM. Haberfield, IW. Johnston.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aIn order to simulate pressuremeter testing in soft rock, a series of detailed model tests were undertaken under carefully controlled conditions in the laboratory. The technique employed made use of a modified triaxial cell in which thick walled cylindrical specimens of a synthetic soft rock, subjected to constant external confining pressures, were tested to failure. Pressure was applied in increments to the internal cavity, and measurements were made of cavity and specimen volume changes under fully drained conditions. This paper describes the pressuremeter simulation tests, giving details of test techniques and results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBrittle failure.
=650  \0$aPressuremeter tests.
=650  \0$aTension.
=650  \0$aRocks.
=650  \0$aMineralogy.
=650  \0$amodel tests.
=650  14$aBrittle failure.
=650  24$aModel tests.
=650  24$aPressuremeter tests.
=650  24$aRocks.
=650  24$aTension.
=700  1\$aJohnston, IW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10690J.htm

=LDR  02638nab a2200577 i 4500
=001  GTJ10686J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10686J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10686J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aFerrell, RE.,$eauthor.
=245  10$aX-Ray Radiographic Investigation of Perchloroethylene Migration at the Livingston Derailment Site /$cRE. Ferrell, A. Arman, JJ. Grosch.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aX-ray radiography of soil cores was used as the primary test method to determine the reasons for the permeation of perchloroethylene into apparently impermeable clay layers at a hazardous chemical spill site. X-ray powder diffractometry, scanning electron microscopy, and chemical analysis were also performed to characterize the materials and structures observed in the soil cores through X radiography and to verify the presence or absence of perchloroethylene.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFissures.
=650  \0$aHazardous chemical.
=650  \0$aScanning electron microscopy.
=650  \0$aX-ray powder diffractometry.
=650  \0$apermeability.
=650  \0$aX-ray radiography.
=650  \0$aimpermeable clays.
=650  14$aPermeability.
=650  24$aX-ray radiography.
=650  24$aImpermeable clays.
=650  24$aHazardous chemical.
=650  24$aScanning electron microscopy.
=650  24$aFissures.
=650  24$aX-ray powder diffractometry.
=700  1\$aArman, A.,$eauthor.
=700  1\$aGrosch, JJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10686J.htm

=LDR  03621nab a2200673 i 4500
=001  GTJ10049J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10049J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10049J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aDeGroot, DJ.,$eauthor.
=245  14$aThe Multidirectional Direct Simple Shear Apparatus /$cDJ. DeGroot, JT. Germaine, CC. Ladd.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe paper describes a new simple shear testing device, the multidirectional direct simple shear (MDSS) apparatus, for testing soil specimens under conditions that simulate, at the element level, the state of stress acting within the foundation soil of an offshore Arctic gravity structure. The MDSS uses a circular specimen that is consolidated under both a vertical effective stress (?'vc) and a horizontal shear stress (?1). The specimen is subsequently sheared undrained by applying a second independent horizontal shear stress (?2) at an angle ? relative to the horizontal consolidation shear stress ?1. Evaluation of the MDSS first compares conventional K0-consolidated undrained direct simple shear (CK0UDSS) test data (?1 = 0) on normally consolidated Boston blue clay (BBC) with results obtained in the Geonor DSS device. The MDSS gives lower secant Young's modulus values and on average 8% lower strengths, but produces remarkably less scatter in the test results than the Geonor DSS. Kinematic proof tests with an elastic material (rubber) confirm that the setup procedure, application of forces, and strain measurement systems in the MDSS work properly and produce repeatable results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArctic structures.
=650  \0$aComputerized soil testing.
=650  \0$aDirect shear tests.
=650  \0$aDirect simple shear.
=650  \0$aFoundations.
=650  \0$aLaboratory equipment.
=650  \0$aMultidirectional shear stress.
=650  \0$aServo control.
=650  \0$aShear strength.
=650  \0$aSoil tests.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aDirect shear tests.
=650  24$aSoil tests.
=650  24$aArctic structures.
=650  24$aComputerized soil testing.
=650  24$aDirect simple shear.
=650  24$aFoundations.
=650  24$aLaboratory equipment.
=650  24$aMultidirectional shear stress.
=650  24$aServo control.
=650  24$aShear strength.
=700  1\$aGermaine, JT.,$eauthor.
=700  1\$aLadd, CC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10049J.htm

=LDR  02439nab a2200517 i 4500
=001  GTJ10051J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10051J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10051J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aYamamuro, JA.,$eauthor.
=245  10$aEffects of Strain Rate on Instability of Granular Soils /$cJA. Yamamuro, PV. Lade.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aAn experimental study of the effect of strain rate on the stability of granular soils at high pressures has shown that there is no apparent effect on the location of the instability line. However, during undrained triaxial compression tests the deviator stress, effective stress path, effective stress friction angle, and pore pressures are significantly affected by changes in strain rate. Strain rate effects during drained triaxial compression tests are also presented, but do not appear to be as significant as in undrained tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGranular materials.
=650  \0$aHigh pressure.
=650  \0$aSoil instability.
=650  \0$aStrain rate.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aHigh pressure.
=650  24$aStrain rate.
=650  24$aGranular materials.
=650  24$aSoil instability.
=700  1\$aLade, PV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10051J.htm

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=024  7\$a10.1520/GTJ10052J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10052J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aTakada, N.,$eauthor.
=245  10$aMikasa's Direct Shear Apparatus, Test Procedures and Results /$cN. Takada.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aMikasa's direct shear apparatus and test procedures are presented. This test apparatus was developed in 1960 to conduct constant volume shear tests, which correspond to undrained shear tests for saturated soils. This apparatus overcomes several defects of the traditional apparatus. The advantages of the direct shear test over the triaxial test are discussed, and typical examples of test results are presented. Some modifications of the test apparatus and procedures permitted automation of constant volume shear tests and unconsolidated undrained shear tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear tests.
=650  \0$aTest procedures.
=650  \0$aTesting machines.
=650  \0$aUnconsolidated undrained shear.
=650  \0$aUndrained shear.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aDirect shear tests.
=650  24$aTesting machines.
=650  24$aTest procedures.
=650  24$aUndrained shear.
=650  24$aUnconsolidated undrained shear.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10052J.htm

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=024  7\$a10.1520/GTJ10053J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10053J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aKalinski, RJ.,$eauthor.
=245  10$aEstimating Water Content of Soils from Electrical Resistivity /$cRJ. Kalinski, WE. Kelly.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aElectrical resistivity has been demonstrated to be an effective predictor of various soil hydraulic properties including water content, degree of saturation, and hydraulic conductivity. Standardized laboratory procedures for measuring soil electrical resistivity are based on the use of the Miller soil box for determining soil corrosive potential from soil resistivity. However, these procedures and the Miller soil box do not allow for the flexibility in measurements necessary to develop explicit relationships between soil resistivity and hydraulic properties. As an alternative to the use of the Miller soil box, circular four-probe resistivity cells provide a measurement method that can be used to develop explicit relationships between soil resistivity and hydraulic parameters. For a test experiment, relationships were developed where volumetric water content could be estimated from soil resistivity with a standard error of 0.009.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFour-probed resistivity cells.
=650  \0$aResistivity measurements.
=650  \0$aResistivity.
=650  \0$aWater content.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aResistivity.
=650  24$aWater content.
=650  24$aResistivity measurements.
=650  24$aFour-probed resistivity cells.
=700  1\$aKelly, WE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10053J.htm

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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10063J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10063J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590
=082  04$a631.4/05$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aDiscussion on "Temperature Dependence of Soil-Water Potential" by Abdel-Mohsen O. Mohamed, Raymond N. Yong, and Steven C. H. Cheung /$cA. Sridharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDiffused double layer.
=650  \0$aNuclear water management.
=650  \0$aSoil water potential.
=650  \0$aSurface tension.
=650  \0$aSwelling.
=650  \0$aTemperature.
=650  \0$aUnsaturated.
=650  \0$aVolumetric water content.
=650  \0$aSoils.
=650  \0$aEarth (Soils)
=650  14$aTemperature.
=650  24$aSoils.
=650  24$aSoil water potential.
=650  24$aVolumetric water content.
=650  24$aUnsaturated.
=650  24$aSwelling.
=650  24$aSurface tension.
=650  24$aDiffused double layer.
=650  24$aNuclear water management.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10063J.htm

=LDR  03133nab a2200589 i 4500
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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10057J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10057J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aSibley, JW.,$eauthor.
=245  10$aSome Experiments on Restrained Shrinkage of Clays Undergoing Drying /$cJW. Sibley, DJ. Williams.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThis paper describes engineering applications which show the engineering significance of testing the phase composition of soils, including determining the level of water saturation. It further explains why, in order to accurately model in situ conditions in soil deposits, it is necessary to test the phase composition of soil under conditions of horizontal restraint and changing moisture content. The paper reviews the lineal measurement method of Sibley and Williams (1989), which was initially developed to test unrestrained clays. The method has now been adapted for use in characterizing phase relationships in horizontally restrained soil specimens undergoing drying. Results obtained using the new test have drawn attention to the fact that while soils undergoing drying are invariably restrained by naturally occurring mechanisms, the level of this restraint may vary widely. A useful index of the level of restraint applied to a slurried soil specimen undergoing drying is the moisture content at which initially 1-D (vertical) shrinkage behavior becomes isotropic.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCracking.
=650  \0$aDesiccation.
=650  \0$aDrying.
=650  \0$aExpansive clays.
=650  \0$aRestrained drying.
=650  \0$aSaturation.
=650  \0$aShrinkage.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aCracking.
=650  24$aDrying.
=650  24$aExpansive clays.
=650  24$aRestrained drying.
=650  24$aDesiccation.
=650  24$aShrinkage.
=650  24$aSaturation.
=700  1\$aWilliams, DJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10057J.htm

=LDR  03293nab a2200805 i 4500
=001  GTJ10058J
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=024  7\$a10.1520/GTJ10058J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10058J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMcManus, KJ.,$eauthor.
=245  10$aPreparation of Large-Size Laboratory Deposits of Cohesive Soil /$cKJ. McManus, FH. Kulhawy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aHigh-quality, large-size cohesive soil deposits can be prepared in the laboratory using the slurry method, which has many advantages for research and calibration purposes. The requirements for such deposits are discussed, and details are presented of the apparatus used successfully to prepare deposits of Cornell clay. Fifteen medium-size deposits (0.6 m diameter by 1.2 m deep) and one large-size deposit (1.4 m diameter by 2.1 m deep) were prepared. The results from a large number of water content tests made during dissection of each deposit and from in situ shear strength tests show that the deposits were very uniform and that the soil properties were both predictable and repeatable from one deposit to another. Details of the construction and operation of the apparatus are given.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aCohesion.
=650  \0$aConsolidation.
=650  \0$aDeposit.
=650  \0$aFoundation.
=650  \0$aIn situ.
=650  \0$aLaboratory.
=650  \0$aLarge size.
=650  \0$aPreparation.
=650  \0$aSlurry.
=650  \0$aSoil.
=650  \0$aStrength.
=650  \0$aStress history.
=650  \0$aTest.
=650  \0$aTransducer.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aCalibrations.
=650  24$aCohesion.
=650  24$aConsolidation.
=650  24$aDeposit.
=650  24$aFoundation.
=650  24$aIn situ.
=650  24$aLaboratory.
=650  24$aLarge size.
=650  24$aModel.
=650  24$aPreparation.
=650  24$aSlurry.
=650  24$aSoil.
=650  24$aStrength.
=650  24$aStress history.
=650  24$aTest.
=650  24$aTransducer.
=700  1\$aKulhawy, FH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10058J.htm

=LDR  02662nab a2200601 i 4500
=001  GTJ10059J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10059J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10059J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aMerry, SM.,$eauthor.
=245  10$aAxisymmetric Tension Testing of Geomembranes /$cSM. Merry, JD. Bray, PL. Bourdeau.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe newly developed axisymmetric tension test is useful in evaluating the performance of geomembranes subjected to out-of-plane stress conditions such as those that can develop due to localized subsidence under waste-containment cover and liner systems. In this paper, the equations necessary to describe the geomembrane stresses and strains during testing are derived, and equations used to calculate geomembrane stresses during axisymmetric field loadings are also presented and compared. Finally, the testing equipment and procedures are investigated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxisymmetric testing.
=650  \0$aFailure.
=650  \0$aGeosynthetics.
=650  \0$aHydrostatic.
=650  \0$aSubsidence.
=650  \0$aTension.
=650  \0$aWaste containment systems.
=650  \0$aGeotextiles.
=650  \0$aSoil.
=650  14$aTension.
=650  24$aAxisymmetric testing.
=650  24$aGeosynthetics.
=650  24$aFailure.
=650  24$aHydrostatic.
=650  24$aSubsidence.
=650  24$aWaste containment systems.
=700  1\$aBray, JD.,$eauthor.
=700  1\$aBourdeau, PL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10059J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10050J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10050J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBathurst, RJ.,$eauthor.
=245  10$aLarge-Scale Triaxial Compression Testing of Geocell-Reinforced Granular Soils /$cRJ. Bathurst, R. Karpurapu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe paper describes the results of a series of large-scale triaxial tests carried out on 200-mm-high isolated geocell-soil composite specimens and unreinforced soil specimens. Two different aggregate soils were used in the test program. The reinforced specimens were tested with a height-to-diameter ratio of unity, which matches the dimensions of these systems in a typical base reinforcement application. The results illustrate the stiffening effect and strength increase imparted to the soil by the enhanced confinement effect. Comparison of reinforced and unreinforced soil specimens shows that the frictional resistance described by the peak friction angle of the soil infill is applicable to the composite structure as well. A simple elastic membrane model can be used to estimate the additional apparent cohesion present in the composite structure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBase reinforcement.
=650  \0$aGeocell.
=650  \0$aGeosynthetic reinforcement.
=650  \0$aReinforcement.
=650  \0$aTriaxial compression.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aTriaxial compression.
=650  24$aGeocell.
=650  24$aReinforcement.
=650  24$aGeosynthetic reinforcement.
=650  24$aBase reinforcement.
=700  1\$aKarpurapu, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10050J.htm

=LDR  03122nab a2200589 i 4500
=001  GTJ10055J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10055J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10055J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aVoyiadjis, GZ.,$eauthor.
=245  10$aPreparation of Large-Size Cohesive Specimens for Calibration Chamber Testing /$cGZ. Voyiadjis, PU. Kurup, MT. Tumay.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThis paper describes the design of an automated slurry consolidometer and calibration chamber system used to prepare largesize cohesive soil specimens for testing in-situ devices, model foundations, and ground anchors. A two-stage technique for the preparattion of homogeneous cohesive specimens subjected to a known stress history is described. Briefly summarized are the data acquisition/control system and the instrumentation details for monitoring the spatial pore pressure distributions in the specimen, the vertical and lateral stresses on the specimen, and specimen settlement during slurry consolidation and subsequent reconsolidation in the chamber. The specimens prepared were reproducible and of uniform quality as indicated by the settlement and pore pressure dissipation histories and by the water content results obtained from samples taken from chamber specimens. The homogeneity of the specimens is confirmed by the cone penetration test results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration chamber.
=650  \0$aCalibrations.
=650  \0$aCohesive soils.
=650  \0$aPiezocone penetration test.
=650  \0$aPore pressures.
=650  \0$aSlurry consolidation.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aCalibrations.
=650  24$aCohesive soils.
=650  24$aPore pressures.
=650  24$aCalibration chamber.
=650  24$aPiezocone penetration test.
=650  24$aSlurry consolidation.
=700  1\$aKurup, PU.,$eauthor.
=700  1\$aTumay, MT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10055J.htm

=LDR  03905nab a2200937 i 4500
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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10056J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10056J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aCharlie, WA.,$eauthor.
=245  10$aEvaluation of the Drop Bar Test for Concrete and Rock Quality /$cWA. Charlie, CA. Ross, MM. Skinner, JB. Burleigh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThe bearing capacity of rock foundations is being determined by the sound produced by impacting the foundations with a steel bar. This paper evaluates the sound and stress produced. Instrumenting the steel drop bar extends the capabilities of the test and makes the test less subjective. The steel bar produced a characteristic ringing sound when the specimen's unconfined compressive strength was greater than 5000 kPa or the compressional wave velocity was greater than 2400 m/s. The research suggests that the peak stress and sound frequency produced by dropping a steel bar can be used to evaluate in situ dynamic properties and, indirectly, in situ static properties of concrete and rock. A potential limitation of the noninstrumented bar is that the frequency of ringing (1770 to 10 070 Hz) is in the same frequency range that sensorineural hearing losses are known to occur with advancing age or noise exposure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aBuilding code.
=650  \0$aConcrete.
=650  \0$aDynamic tests.
=650  \0$aElastic modulus.
=650  \0$aField test.
=650  \0$aFoundation investigations.
=650  \0$aHearing loss.
=650  \0$aHearing.
=650  \0$aImpact tests.
=650  \0$aIn situ tests.
=650  \0$aInstrumentation.
=650  \0$aLoading.
=650  \0$aNondestructive tests.
=650  \0$aRock characterization.
=650  \0$aRocks.
=650  \0$aSound.
=650  \0$aSounding.
=650  \0$aStrain.
=650  \0$aStrength.
=650  \0$aSubgrades.
=650  \0$aMineralogy, Determinative.
=650  14$aImpact tests.
=650  24$aConcrete.
=650  24$aRocks.
=650  24$aSound.
=650  24$aStrength.
=650  24$aLoading.
=650  24$aStrain.
=650  24$aFoundation investigations.
=650  24$aIn situ tests.
=650  24$aBearing capacity.
=650  24$aBuilding code.
=650  24$aRock characterization.
=650  24$aDynamic tests.
=650  24$aSubgrades.
=650  24$aHearing.
=650  24$aHearing loss.
=650  24$aInstrumentation.
=650  24$aElastic modulus.
=650  24$aField test.
=650  24$aSounding.
=650  24$aNondestructive tests.
=700  1\$aRoss, CA.,$eauthor.
=700  1\$aSkinner, MM.,$eauthor.
=700  1\$aBurleigh, JB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10056J.htm

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=001  GTJ10061J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10061J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10061J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD785
=082  04$a628.445$223
=100  1\$aAlshawabkeh, AN.,$eauthor.
=245  10$aDiscussion on "A New Apparatus for the Evaluation of Electrokinetic Processes in Hazardous Waste Management" by Albert T. Yeung, Salah M. Sadek, and James K. Mitchell /$cAN. Alshawabkeh, YB. Acar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEffective diffusion coefficient.
=650  \0$aElectrical properties.
=650  \0$aElectrokinetics.
=650  \0$aHazardous waste disposal.
=650  \0$aHydraulic conductivity.
=650  \0$aLaboratory tests.
=650  \0$aSite remediation.
=650  \0$aRefuse and refuse disposal.
=650  14$aLaboratory tests.
=650  24$aHydraulic conductivity.
=650  24$aElectrical properties.
=650  24$aCoefficient of electro-osmotic permeability.
=650  24$aElectrokinetics.
=650  24$aEffective diffusion coefficient.
=650  24$aHazardous waste disposal.
=650  24$aSite remediation.
=700  1\$aAcar, YB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10061J.htm

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=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10060J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10060J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aSikh, TS.,$eauthor.
=245  10$aSwell Potential Versus Overburden Pressure /$cTS. Sikh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aData were collected and reviewed pertaining to one-dimensional vertical free-swell tests performed on existing fill soils from various projects located in Southern California. The purpose of reviewing the data was to evaluate the effect of overburden pressure on the swelling potential of expansive soils. The swell tests were performed on relatively undisturbed specimens at the in-place moisture content and density under the actual overburden pressure. The data indicate that at an overburden pressure of approximately 1400 lb/ft2 (67 kPa) or greater, the swell potential generally decreases to less than 1%.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aOne-dimensional free swell.
=650  \0$aOverburden pressure.
=650  \0$aOverburden.
=650  \0$aPercent swell.
=650  \0$aPressures.
=650  \0$aSwelling.
=650  \0$aEarth pressure.
=650  \0$aSoil mechanics.
=650  14$aOverburden.
=650  24$aPressures.
=650  24$aSwelling.
=650  24$aOverburden pressure.
=650  24$aOne-dimensional free swell.
=650  24$aPercent swell.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10060J.htm

=LDR  03031nab a2200565 i 4500
=001  GTJ10054J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10054J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10054J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMaher, MH.,$eauthor.
=245  10$aBehavior of Fiber-Reinforced Cemented Sand Under Static and Cyclic Loads /$cMH. Maher, YC. Ho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aTriaxial static compression, cyclic compression, and splitting tension tests were performed to evaluate the effect of randomly distributed fiber reinforcement on the response of cemented sand to load. Test results indicated that fiber reinforcement significantly increases the compressive and splitting tensile strength of cemented sand. An increase in the compressive and tensile strength was found to be more pronounced at higher fiber contents and longer fiber lengths. Peak strength envelopes in compression indicated that both the friction angle and cohesion intercept of cemented sand were increased as a result of fiber inclusion. Inclusion of fibers also contributed to increased brittleness index of cemented sand while increasing its total energy absorption capacity. Fiber reinforcement also affected the response of cemented sand to cyclic load by significantly increasing the number of cycles, and the magnitude of cyclic strain needed to reach failure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCemented soil.
=650  \0$aCompressive strength.
=650  \0$aCyclic loading.
=650  \0$aFiber-reinforced soil.
=650  \0$aReinforced soil.
=650  \0$aTensile strength.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aReinforced soil.
=650  24$aFiber-reinforced soil.
=650  24$aCemented soil.
=650  24$aCompressive strength.
=650  24$aTensile strength.
=650  24$aCyclic loading.
=700  1\$aHo, YC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10054J.htm

=LDR  02580nab a2200565 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10207J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10207J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aHuang, A-B,$eauthor.
=245  10$aEffects of Back Pressure on Geotextile Transmissivity Tests /$cA-B Huang, RD. Holtz, AM. Wilcox.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aTo evaluate the effects of back pressure on the measurements of geotextile in-plane transmissivity, a new test device has been developed. A series of transmissivity tests were performed under back pressures ranging from 6.9 to 414 kPa. Results show that the influence of back pressure is significantly less than that caused by the variability among different specimens. However, to obtain repeatable results and to conduct the tests efficiently, it is strongly recommended using deaired water and to flush the specimen before testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBack pressure.
=650  \0$aGeotextiles.
=650  \0$aPermeability.
=650  \0$aPore-size distribution.
=650  \0$aTransmissivity.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aGeotextiles.
=650  24$aTransmissivity.
=650  24$aPermeability.
=650  24$aPore-size distribution.
=650  24$aBack pressure.
=700  1\$aHoltz, RD.,$eauthor.
=700  1\$aWilcox, AM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10207J.htm

=LDR  03021nab a2200517 i 4500
=001  GTJ10205J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10205J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10205J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aIbrahim, AA.,$eauthor.
=245  10$aMicroscopic Measurement of Sand Fabric from Cyclic Tests Causing Liquefaction /$cAA. Ibrahim, T. Kagawa.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aAn experimental study was made to clarify and confirm: (1) the effects of a specimen preparation method on the fabric of sand; and (2) the change of sand fabric due to cyclic loading leading to liquefaction. Microscopic observations were made on the thin sections produced from sand specimens prepared by dry pluviation, dry vibration, and wet tamping methods. This study showed that dry pluviation tends to produce more "random" particle orientations and larger deviation of local void ratios than wet tamping. On the other hand, the dry vibration method produced intermediate results. This difference in fabric has the key impact on the liquefaction resistance of specimens prepared by different methods. Application of cyclic shear tends to alter the initial fabric of sand. For a "randomly" arranged sand mass, cyclic shear tends to line up the orientations of sand particles, resulting in less random arrangement of sand particles. For a "regularly" arranged sand mass, cyclic shear tends to diverge the orientations of sand particles. These findings help explain various static and cyclic behavior of sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loading.
=650  \0$aFabric.
=650  \0$aLiquefaction.
=650  \0$aSand.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aSand.
=650  24$aFabric.
=650  24$aLiquefaction.
=650  24$aCyclic loading.
=700  1\$aKagawa, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10205J.htm

=LDR  04142nab a2200769 i 4500
=001  GTJ10211J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10211J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10211J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aBergado, DT.,$eauthor.
=245  10$aPrediction of Embankment Settlements by In-Situ Tests /$cDT. Bergado, PM. Daria, CL. Sampaco, MC. Alfaro.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b49
=520  3\$aThe compressibility of soft Bangkok clay preloaded with an instrumented test embankment was studied using the results of a series of in-situ and laboratory tests. In the field, eight screw plate and eight pressuremeter tests were performed at four test levels in the subsoil. In the laboratory, twelve Rowe cell consolidation tests were carried out. The method of Asaoka (1978) was used in determining the coefficient of consolidation from the screw plate test. It was found that Cv values obtained from the Rowe cell consolidation tests were twelve times smaller compared to those derived from the screw plate tests. The soil parameters obtained from the two types of in-situ tests conducted in this study were then used to predict the settlement behavior of the two test embankments, one improved by prefabricated vertical drains (PVD), and the other, on unimproved ground. The difficulty associated with the proper choice of the drained modulus values are highlighted, and it was found that the predicted settlement magnitudes using elastic theory can vary considerably for the ratio of drained and undrained soil moduli, E'/Eu, ranging between 0.25 to 0.50. The undrained modulus from the screw plate test corresponding to the fitted data was found to be 1.38 times the undrained modulus from the pressuremeter test. General agreement with the observed settlement was found using the graphical procedure of Asaoka (1978) and adopting the coefficient of consolidation from the screw plate test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation coefficient.
=650  \0$aConsolidation test.
=650  \0$aConsolidation.
=650  \0$aDeformation modulus.
=650  \0$aField tests.
=650  \0$aMarine clay.
=650  \0$aPreloading.
=650  \0$aPressuremeter test.
=650  \0$aPressures.
=650  \0$aScrew plate test.
=650  \0$aSettlement analysis.
=650  \0$aSettlement.
=650  \0$aTime-settlement relationship.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aPressures.
=650  24$aSettlement.
=650  24$aConsolidation.
=650  24$aScrew plate test.
=650  24$aPressuremeter test.
=650  24$aDeformation modulus.
=650  24$aMarine clay.
=650  24$aConsolidation coefficient.
=650  24$aConsolidation test.
=650  24$aSettlement analysis.
=650  24$aPreloading.
=650  24$aTime-settlement relationship.
=650  24$aField tests.
=700  1\$aDaria, PM.,$eauthor.
=700  1\$aSampaco, CL.,$eauthor.
=700  1\$aAlfaro, MC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10211J.htm

=LDR  02489nab a2200553 i 4500
=001  GTJ10209J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10209J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10209J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aCraig, WH.,$eauthor.
=245  10$aSimulation of Climatic Conditions in Centrifuge Model Tests /$cWH. Craig, BKH Bujang, CM. Merrifield.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aA review is presented of the need for simulation of effects associated with tide, rainfall, temperature variations, etc., in geotechnical centrifuge models. Interest in the overall theme was generated by a perceived need to model rainfall in long-term testing of models of an embankment which was otherwise found to dry out. The system used to overcome this particular problem is outlined, and results are presented. Experience of the authors and others in the wider field is summarized.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuges.
=650  \0$aEnvironmental effects.
=650  \0$aModel tests.
=650  \0$aTemperature.
=650  \0$aTides.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCentrifuges.
=650  24$aEnvironmental effects.
=650  24$aModel tests.
=650  24$aTemperature.
=650  24$aTides.
=700  1\$aBujang, BKH,$eauthor.
=700  1\$aMerrifield, CM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10209J.htm

=LDR  02072nab a2200589 i 4500
=001  GTJ10215J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10215J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10215J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC163
=082  04$a570$223
=100  1\$aCrilly, MS.,$eauthor.
=245  10$aDiscussion on "Simplified Heave Prediction Model for Expansive Shale," by A. W. Dhowian /$cMS. Crilly.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (1 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHeaving.
=650  \0$aMoisture content.
=650  \0$aMoisture index.
=650  \0$aShales.
=650  \0$aSuction index.
=650  \0$aSuction.
=650  \0$aSwell index.
=650  \0$aSwell pressure.
=650  \0$aCompressibility.
=650  14$aCompressibility.
=650  24$aShales.
=650  24$aHeaving.
=650  24$aMoisture content.
=650  24$aMoisture index.
=650  24$aSuction.
=650  24$aSuction index.
=650  24$aSwell index.
=650  24$aSwell pressure.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10215J.htm

=LDR  02776nab a2200637 i 4500
=001  GTJ10204J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10204J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10204J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSantamarina, JC.,$eauthor.
=245  10$aPiezo Film Technology and Applications in Geotechnical Testing /$cJC. Santamarina, TN. Wakim, AG. Tallin, F. Rab, J. Wong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aPiezo films are thin, piezoelectric membranes that can be used both as source or as receiver. They may be adapted to a variety of in situ and laboratory geotechnical testing needs. This paper summarizes fundamental concepts in piezo film technology and the physical properties of this material. The principles behind common utilizations are reviewed, and three geotechnical applications are described: a low-cost field sensor and modified triaxial and oedometer cells to measure low-strain moduli in resonant and pulse mode.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField testing.
=650  \0$aGeophysical.
=650  \0$aLaboratory testing.
=650  \0$aPiezoelectric effects.
=650  \0$aPiezofilm.
=650  \0$aResonance.
=650  \0$aWave velocity.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aPiezoelectric effects.
=650  24$aPiezofilm.
=650  24$aResonance.
=650  24$aWave velocity.
=650  24$aGeophysical.
=650  24$aLaboratory testing.
=650  24$aField testing.
=700  1\$aWakim, TN.,$eauthor.
=700  1\$aTallin, AG.,$eauthor.
=700  1\$aRab, F.,$eauthor.
=700  1\$aWong, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10204J.htm

=LDR  03202nab a2200793 i 4500
=001  GTJ10213J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10213J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10213J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aKumbhojkar, AS.,$eauthor.
=245  10$aDevelopment of a Combination Inclinometer-Deflectometer and ADAAS /$cAS. Kumbhojkar, TD. Israel, D. Arnstan, SM. Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA newly developed transverse deformation gage, called the combination inclinometer-deflectometer, and special features of its automated data acquisition and analysis system (ADAAS) are described. The hybrid, two-in-one instrument and the ADAAS contribute to the enhancement of accuracy, reliability, and precision of ground movement measurements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccuracy.
=650  \0$aDrill holes.
=650  \0$aEarth movements.
=650  \0$aFlexure transducer.
=650  \0$aGround movements.
=650  \0$aInitial rotation.
=650  \0$aPortable borehole deflectometer.
=650  \0$aPortable borehole inclinometer.
=650  \0$aReverse analysis method.
=650  \0$aSensor calibration.
=650  \0$aServoaccelerometer.
=650  \0$aTransducers.
=650  \0$aTransverse deformation gage.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aTransducers.
=650  24$aEarth movements.
=650  24$aDrill holes.
=650  24$aAccuracy.
=650  24$aAutomated data acquisition and analysis system (ADAAS)
=650  24$aCombination inclinometer-deflectometer (CID)
=650  24$aFlexure transducer.
=650  24$aGround movements.
=650  24$aInitial rotation.
=650  24$aPortable borehole deflectometer.
=650  24$aPortable borehole inclinometer.
=650  24$aReverse analysis method.
=650  24$aSensor calibration.
=650  24$aServoaccelerometer.
=650  24$aTransverse deformation gage.
=700  1\$aIsrael, TD.,$eauthor.
=700  1\$aArnstan, D.,$eauthor.
=700  1\$aLee, SM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10213J.htm

=LDR  02889nab a2200673 i 4500
=001  GTJ10210J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10210J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10210J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aBond, AJ.,$eauthor.
=245  10$aDesign and Performance of the Imperial College Instrumented Pile /$cAJ. Bond, RJ. Jardine, JCP Dalton.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThis paper describes the design, calibration, and field performance of a number of new instruments that have been used for research into the behavior of displacement piles in clays and sand. The instruments include axial load cells, surface stress transducers, and pore pressure probes. The special features of the surface stress transducers and pore pressure probes are described in detail, and problems associated with measuring pore pressures in strongly dilating soils are discussed. Data recorded at a stiff clay site are used to demonstrate the reliability of measurements obtained with the new instruments.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxial load cells.
=650  \0$aCavitation.
=650  \0$aCell action.
=650  \0$aClay.
=650  \0$aInstrumentation.
=650  \0$aPiezometers.
=650  \0$aPiles.
=650  \0$aPressure cells.
=650  \0$aResponse time.
=650  \0$aSand.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aInstrumentation.
=650  24$aPiles.
=650  24$aPressure cells.
=650  24$aPiezometers.
=650  24$aAxial load cells.
=650  24$aCavitation.
=650  24$aClay.
=650  24$aSand.
=650  24$aCell action.
=650  24$aResponse time.
=700  1\$aJardine, RJ.,$eauthor.
=700  1\$aDalton, JCP,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10210J.htm

=LDR  02366nab a2200565 i 4500
=001  GTJ10206J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10206J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10206J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aLo, KY.,$eauthor.
=245  10$aMeasurements of Strength Parameters of Concrete-Rock Contact at the Dam-Foundation Interface /$cKY. Lo, T. Ogawa, B. Lukajic, DD. Dupak.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aA long-term dam safety program has been initiated by Ontario Hydro to evaluate the safety of existing dams. Most of the dams in operation were constructed between 1910 and 1975. The larger dams are often of the concrete gravity type founded on rock.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete dams.
=650  \0$aConcrete-rock contact.
=650  \0$aDam-foundation interface.
=650  \0$aFoundations.
=650  \0$aTensile strength.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aFoundations.
=650  24$aTensile strength.
=650  24$aConcrete-rock contact.
=650  24$aDam-foundation interface.
=650  24$aConcrete dams.
=700  1\$aOgawa, T.,$eauthor.
=700  1\$aLukajic, B.,$eauthor.
=700  1\$aDupak, DD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10206J.htm

=LDR  02288nab a2200493 i 4500
=001  GTJ10208J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10208J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10208J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aAtwood, MJ.,$eauthor.
=245  10$aSled for In Situ Penetration Testing /$cMJ. Atwood, J. Benoit.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aIn situ testing devices such as the dilatometer, the piezocone, the pressuremeter, and the field vane generally require the use of a drill rig for penetration through soils. This paper describes a multipurpose portable pushing frame built at the University of New Hampshire and designed to be used with most in situ testing probes. This rig is compact, inexpensive, easy to use, and can operate on sites usually not accessible to conventional drilling rigs.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrilling equipment.
=650  \0$aPushing frame.
=650  \0$aTest procedures.
=650  \0$aPenetrometer.
=650  \0$aSoil penetration test.
=650  14$aTest procedures.
=650  24$aDrilling equipment.
=650  24$aPushing frame.
=700  1\$aBenoit, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10208J.htm

=LDR  02703nab a2200577 i 4500
=001  GTJ10212J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10212J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10212J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aAnderson, WF.,$eauthor.
=245  12$aA Clay Calibration Chamber for Testing Field Devices /$cWF. Anderson, IC. Pyrah, SJ. Fryer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThis paper describes the design of a calibration chamber suitable for the preparation of uniform clay beds in which the performance of full-size field test devices may be studied. Details are given of the clay bed preparation procedure by which clay slurry is initially consolidated under K0 conditions and then further conso using equal or unequal horizontal and vertical stresses. Field equipment may be tested in the clay bed, which is maintained under known horizontal and vertical boundary stresses during the test. Self-boring pressuremeter tests have been successfully carried out in the clay bed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aClays.
=650  \0$aPore pressure measurement.
=650  \0$aPressuremeter testing.
=650  \0$aSlurry consolidometer.
=650  \0$aTest procedures.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aCalibrations.
=650  24$aClays.
=650  24$aTest procedures.
=650  24$aSlurry consolidometer.
=650  24$aPore pressure measurement.
=650  24$aPressuremeter testing.
=700  1\$aPyrah, IC.,$eauthor.
=700  1\$aFryer, SJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10212J.htm

=LDR  02518nab a2200577 i 4500
=001  GTJ10214J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10214J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10214J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aTika-Vassilikos, T.,$eauthor.
=245  10$aClay-on-Steel Ring Shear Tests and Their Implications for Displacement Piles /$cT. Tika-Vassilikos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThis paper presents results from ring shear tests involving shearing of clay against steel interfaces. The effect of rate of shearing on the shear resistance between the soil and steel at large displacements was examined. It is shown that the rate of shearing has a significant effect on the shear resistance between soil and steel. The implications of the results for the behavior of displacement piles are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aDisplacement piles.
=650  \0$aRate of shearing.
=650  \0$aResidual strength.
=650  \0$aRing shear apparatus.
=650  \0$aRoughness.
=650  \0$aSteel interface.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aClay.
=650  24$aDisplacement piles.
=650  24$aRate of shearing.
=650  24$aResidual strength.
=650  24$aRing shear apparatus.
=650  24$aRoughness.
=650  24$aSteel interface.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10214J.htm

=LDR  03900nab a2200553 i 4500
=001  GTJ10202J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10202J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10202J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aDeGroot, DJ.,$eauthor.
=245  13$aAn Automated Electropneumatic Control System for Direct Simple Shear Testing /$cDJ. DeGroot, JT. Germaine, R. Gedney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThis paper describes the design and implementation of an automated electropneumatic control system for direct simple shear testing of cohesive soils. The hardware and software used to perform automated application of consolidation increments and for subsequent constant volume shear of soil specimens is described in detail. Two servo-control algorithms are used to conduct a test, one for application of consolidation increments and another for maintaining constant volume during undrained shear. It is shown that a servocontrol system using a proportional controller can successfully control stress during consolidation increments but cannot control displacement by varying stress as required during undrained shear of cohesive soils. Results are presented which show that while the proportional controller can successfully perform displacement control for mechanical and hydraulic systems it cannot do so for more compliant pneumatic systems. This is primarily due to the fact that pneumatic systems are significantly less rigid due to the high compressibility of air as compared to the compressibility of mechanical systems and hydraulic fluids. While attempting to maintain constant height of the specimen, as is necessary to maintain constant volume during undrained shear, the pneumatic-based system falls into an irrecoverable oscillation of the vertical stress. It is shown that the undrained shear portion of a test required the implementation of the more sophisticated proportional plus integral plus derivative (PID) controller. Unlike the proportional controller, the PID controller easily maintains constant height of the specimen during undrained shear without instability in the vertical stress. Results are given comparing the performance of both the proportional controller and the PID controller during undrained shear of a cohesive soil specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory equipment.
=650  \0$aPore pressures.
=650  \0$aServo control.
=650  \0$aShear.
=650  \0$aSoil tests.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils$vAnalysis.
=650  14$aShear.
=650  24$aPore pressures.
=650  24$aSoil tests.
=650  24$aServo control.
=650  24$aLaboratory equipment.
=700  1\$aGermaine, JT.,$eauthor.
=700  1\$aGedney, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10202J.htm

=LDR  02651nab a2200553 i 4500
=001  GTJ10203J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10203J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10203J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE251.5
=082  04$a625.8$223
=100  1\$aWijewickreme, D.,$eauthor.
=245  10$aStress Nonuniformities in Hollow Cylinder Torsional Specimens /$cD. Wijewickreme, YP. Vaid.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aStress nonuniformities across the wall of hollow cylindrical torsional shear (HCT) specimens under generalized stress conditions are assessed taking into account the nonlinearity in soil behavior. The domain of stress space that results in acceptable levels of nonuniformities is thus delineated for a given specimen geometry. It is shown that previous analyses assuming linear elastic soil grossly overestimate stress nonuniformities in HCT specimens. The HCT device is thus suitable for investigating soil behavior under generalized stresses over a much larger domain of stress space than that thought earlier.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aGeneralized stress path.
=650  \0$aHollow cylinder torsional test.
=650  \0$aStress nonuniformity.
=650  \0$aStress.
=650  \0$aTorsion.
=650  \0$aModulus of elasticity.
=650  14$aTorsion.
=650  24$aStress.
=650  24$aAnisotropy.
=650  24$aHollow cylinder torsional test.
=650  24$aStress nonuniformity.
=650  24$aGeneralized stress path.
=700  1\$aVaid, YP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10203J.htm

=LDR  02535nab a2200517 i 4500
=001  GTJ20150296
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150296$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150296$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aRahul Sakhare, S.,$eauthor.
=245  12$aA Double Acting Piston Based Automatic Volume Change Apparatus /$cS. Rahul Sakhare, K. Lini Dev, E. Krishna Prasad, R. G. Robinson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThis paper presented the details of a double acting piston based volume change apparatus for measuring volume change during the routine soil testing in the laboratory. The apparatus works in the principle of movement of a piston when water flows through a cylinder. The volume change was related to the area of the cylinder and the displacement of the piston. The accuracy of the apparatus in measuring the volume change was validated by performing tests on a normally consolidated clay sample and a sample of dense sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory soil testing.
=650  \0$aTriaxial tests.
=650  \0$aVolume change gauge.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xTesting.
=650  14$aVolume change gauge.
=650  24$aTriaxial tests.
=650  24$aLaboratory soil testing.
=700  1\$aLini Dev, K.,$eauthor.
=700  1\$aKrishna Prasad, E.,$eauthor.
=700  1\$aRobinson, R. G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150296.htm

=LDR  03816nab a2200577 i 4500
=001  GTJ20160056
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20160056$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20160056$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aLiu, X.,$eauthor.
=245  10$aTechnique for Modeling Installation and Pullout of DIAs on a Beam Centrifuge /$cX. Liu, Y. Fu, C. H. Yeo, Y. Li, F. H. Lee, H. Gu, J. Sun.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThis paper describes a technique for modeling the installation and pullout of a dynamically installed anchor (DIA) using specifically designed equipment on a beam centrifuge. The equipment consists of three subassemblies, an X-Y table, an anchor installation system, and a pullout system. The X-Y table allows the location of anchor installation and pullout direction and pullout angle to be adjusted within a relatively short time without stopping the centrifuge. This permits the pullout angle with respect to vertical and the azimuthal angle of the pullout direction relative to the fins to be adjusted under high-g conditions. Inclined anchor penetration could also be preset by changing the lateral offset of the top of the guide tube. Finally, a very short transition time of several seconds between installation and pullout can be achieved, thereby allowing nearly short-term conditions to be achieved during pullout. The centrifuge model test results show that vertical pullout of non-vertically installed anchors and non-vertical pullout of vertically installed anchors both give a higher holding capacity than vertical pullout of vertically installed anchors. This indicates that the transverse pullout resistance of an anchor may contribute measurably to the anchor capacity and raises the possibility that, when appropriately installed, even higher pullout capacity may be obtainable from inclined pullout of non-vertically installed anchors. The findings also suggest that the ratio of short-term to long-term capacity may differ for different soils, thereby underlining the importance of being able to conduct tests at sufficiently shorter reconsolidation times.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnchor.
=650  \0$aCentrifuge modeling.
=650  \0$aHolding capacity.
=650  \0$aReconsolidation time.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aAnchor.
=650  24$aCentrifuge modeling.
=650  24$aHolding capacity.
=650  24$aReconsolidation time.
=700  1\$aFu, Y.,$eauthor.
=700  1\$aYeo, C. H.,$eauthor.
=700  1\$aLi, Y.,$eauthor.
=700  1\$aLee, F. H.,$eauthor.
=700  1\$aGu, H.,$eauthor.
=700  1\$aSun, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20160056.htm

=LDR  03298nab a2200481 i 4500
=001  GTJ20150228
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150228$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150228$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aSoares, M.,$eauthor.
=245  10$aFactors Affecting Steady State Locus in Triaxial Tests /$cM. Soares, A. Viana da Fonseca.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (23 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b71
=520  3\$aModels based on critical state soil mechanics ("CSSM") require careful calibration of laboratory parameters in order to ensure accurate prediction of the behavior of soil under in situ conditions. This paper presented research on the testing of two distinct materials, a silt and a silty sand. Several triaxial tests were conducted under drained and undrained conditions, with low to very high confining pressures. Distinct mechanical responses were observed: some samples liquefied, some softened, and others hardened when loaded under undrained conditions. The degree of saturation, the induced anisotropy and the induced stress-path were found to influence the state limits between these distinct behaviors. This affected the steady state line ("SSL") position defined by specimens showing strain softening in the experiment. Furthermore, the "critical state line" was only achieved when the specimens experienced strain hardening despite the stress-path during shear and the initial state conditions. Therefore, as these factors can impact the steady state line (SSL) position, it is essential when assessing the geomechanical behavior of the soil that these factors are monitored and controlled under laboratory conditions according to the in situ state condition and stress-path during shear. In the future, constitutive models have therefore to be adapted in order to determine the influence of these conditioning factors in the ultimate CSSM reference lines positions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aElectromagnetism.
=650  14$adegree of saturation.
=650  24$ainduced anisotropy.
=650  24$astress-path.
=650  24$aSSL.
=650  24$aCSL.
=700  1\$aFonseca, A. Viana da,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150228.htm

=LDR  03221nab a2200529 i 4500
=001  GTJ20150244
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150244$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150244$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE521.2;
=082  04$a551.2/2$223
=100  1\$aMarkham, C. S.,$eauthor.
=245  10$aCharacterization of Shallow Soils in the Central Business District of Christchurch, New Zealand /$cC. S. Markham, J. D. Bray, M. F. Riemer, M. Cubrinovski.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThe strong shaking experienced during multiple events of the 2010-2011 Canterbury earthquake sequence caused extensive liquefaction throughout the central business district (CBD) of Christchurch, New Zealand. The performance of structures during these events was often related to liquefaction of foundation soils. Careful sampling and triaxial testing (monotonic and cyclic) were performed on soils from key building sites in the CBD of Christchurch. High-quality test specimens could be obtained using the Dames & Moore (DM) hydraulic fixed-piston thin-walled tube sampler for most of the predominantly silty and sandy soils in the CBD. Test results indicate, though, that loose clean sand specimens were densified significantly during sampling, and, thus, the DM sampler should not be used in this type of soil deposit. Important insights regarding the cyclic response of these soils were developed through the laboratory testing. These results when combined with existing information [e.g., cone penetration test (CPT) profiles and building damage observations] provide the basis for performing dynamic analyses through the calibration of advanced soil constitutive models.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic triaxial test.
=650  \0$aEarthquake.
=650  \0$aSoil liquefaction.
=650  \0$aSoil sampling.
=650  \0$aEarthquakes.
=650  14$aCyclic triaxial test.
=650  24$aEarthquake.
=650  24$aSoil liquefaction.
=650  24$aSoil sampling.
=700  1\$aBray, J. D.,$eauthor.
=700  1\$aRiemer, M. F.,$eauthor.
=700  1\$aCubrinovski, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150244.htm

=LDR  03598nab a2200577 i 4500
=001  GTJ20160025
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20160025$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20160025$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC197
=082  04$a531/.1134$223
=100  1\$aFerreira, M. Q.,$eauthor.
=245  10$aDetermination of SPT End Bearing and Side Friction Resistances Using Static Uplift Tests /$cM. Q. Ferreira, C. H. C. Tsuha, J. A. Schiavon, N. Aoki.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThis note described a simplified procedure and an interpretation method introduced to the standardized standard penetration test (SPT) routine to obtain new parameters for the design of foundations. For the application of this new methodology, the following two additional measurements were necessary: the energy delivered to the rod during hammer impact and the sampler shaft resistance determined from static uplift. In this investigation, nine uplift tests were conducted on the SPT sampler at three different depths for the determination of the SPT side friction resistance. The SPT end bearing resistance was calculated from the difference between the shaft resistance and the static resistance of the SPT sampler during driving, which was estimated using Hamilton's Principle. The preliminary results of this research are promising and show that the SPT could provide measurements of end bearing and side friction resistances along the soil profile investigated. From these parameters, an SPT normalized friction ratio was determined for the classification of soil in a way that is similar to the normally used method based on CPT data. In addition, the results indicated that the direct correlation between SPT and CPT end bearing resistances appears to be more reliable than the commonly used correlation between CPT end bearing and SPT N-value.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEnd bearing resistance.
=650  \0$aFoundation design.
=650  \0$aHamilton's principle.
=650  \0$aSide friction resistance.
=650  \0$aStandard penetration test (SPT)
=650  \0$aStatic uplift test.
=650  \0$aFriction.
=650  14$aStandard penetration test (SPT)
=650  24$aEnd bearing resistance.
=650  24$aSide friction resistance.
=650  24$aFoundation design.
=650  24$aStatic uplift test.
=650  24$aHamilton's principle.
=700  1\$aTsuha, C. H. C.,$eauthor.
=700  1\$aSchiavon, J. A.,$eauthor.
=700  1\$aAoki, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20160025.htm

=LDR  03390nab a2200613 i 4500
=001  GTJ20160042
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20160042$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20160042$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBradshaw, A. S.,$eauthor.
=245  10$aScaling Considerations for 1-g Model Horizontal Plate Anchor Tests in Sand /$cA. S. Bradshaw, J. R. Giampa, H. Gerkus, S. Jalilvand, J. Fanning, S. Nanda, R. Gilbert, K. Gavin, V. Sivakumar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThis paper addresses scaling issues related to small-scale 1-g model tests on plate anchors in sand under drained loading conditions. Previous centrifuge studies from the literature have suggested that the results of conventional 1-g model testing are inaccurate because of scale effects. Other studies have suggested, however, that scaling errors can be reduced in 1-g model tests if the results are presented in dimensionless form and the constitutive response of the model soil is representative of the prototype behavior. There are no experimental studies in the literature that have tested the validity of this approach for plate anchors. A simple 1-g scaling framework was developed for vertically loaded, horizontal plate anchors. Small-scale 1-g model tests were performed on square plate anchors in dry sand, and combined with existing centrifuge and 1-g model test data from the literature to test the scaling approach for both capacity and deformation. The 1-g model tests provided a reasonable representation of the full-scale prototype behavior when the scaling approach was applied.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMarine anchors.
=650  \0$aPlate anchors.
=650  \0$aSand.
=650  \0$aScaling laws.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aMarine anchors.
=650  24$aPlate anchors.
=650  24$a1-g model tests.
=650  24$aScaling laws.
=650  24$aSand.
=700  1\$aGiampa, J. R.,$eauthor.
=700  1\$aGerkus, H.,$eauthor.
=700  1\$aJalilvand, S.,$eauthor.
=700  1\$aFanning, J.,$eauthor.
=700  1\$aNanda, S.,$eauthor.
=700  1\$aGilbert, R.,$eauthor.
=700  1\$aGavin, K.,$eauthor.
=700  1\$aSivakumar, V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20160042.htm

=LDR  03114nab a2200613 i 4500
=001  GTJ20150084
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150084$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150084$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aHarnas, F. R.,$eauthor.
=245  10$aPhysical Model for the Investigation of Capillary-Barrier Performance Made Using Recycled Asphalt /$cF. R. Harnas, H. Rahardjo, E. C. Leong, J. Y. Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b41
=520  3\$aIn this study, a physical model for the investigation of the performance of a capillary-barrier system (CBS) made using recycled asphalt was developed. A novel rainfall simulator using a high-pressure misting system was constructed and instrumented. Various intensities of rainfall and different inclination angles were used to study the performance of CBS. The behavior of the capillary barrier during rainfall and drainage observed in this study was consistent with the behavior of capillary barriers reported in previous studies. The lateral diversion percentage was found to have an inversely proportional relationship with rainfall intensity, but a directly proportional relationship with the slope angle. The lateral diversion percentage obtained from combinations of fine and coarse recycled asphalt ranged from 32 % to 61 % of the total rainfall.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary barrier.
=650  \0$aInfiltration.
=650  \0$aMoisture sensor.
=650  \0$aPore-water pressure.
=650  \0$aTensiometers.
=650  \0$aWater balance.
=650  \0$aWater content.
=650  \0$aEarth pressure.
=650  \0$aSoil mechanics.
=650  14$aCapillary barrier.
=650  24$aWater balance.
=650  24$aInfiltration.
=650  24$aTensiometers.
=650  24$aMoisture sensor.
=650  24$aPore-water pressure.
=650  24$aWater content.
=700  1\$aRahardjo, H.,$eauthor.
=700  1\$aLeong, E. C.,$eauthor.
=700  1\$aWang, J. Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150084.htm

=LDR  04023nab a2200553 i 4500
=001  GTJ20150126
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150126$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150126$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aRosa, M. G.,$eauthor.
=245  10$aDevelopment of a Test Procedure for Freeze-Thaw Durability of Geomaterials Stabilized With Fly Ash /$cM. G. Rosa, B. Cetin, T. B. Edil, C. H. Benson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe objective of this research was to develop a freeze-thaw cycling test procedure and to investigate how the volume, moisture content, resilient modulus (Mr), and unconfined compressive strength (qu) of geomaterials, including soils and recycled materials, stabilized with fly ash change after freeze-thaw cycling. Three different types of materials (fine-grained and coarse-grained soils and recycled pavement materials) and five different fly ashes were used at different percentages (10, 12, 14, and 20 % by dry weight). Both one-dimensional and three-dimensional freezing of the specimens were considered. Freezing in three-dimensional was faster in terms of completing the freeze-thaw cycling and provided very similar results to the ones prepared in one-dimensional. Thus, three-dimensional freezing was adopted in this study without access to water (i.e., closed system). The results of this study indicated that the volume of all soil-fly ash mixtures tended to increase after freeze-thaw cycling; however, the volume change was not significant. Resilient modulus tests were conducted on all unstabilized materials, as well as on their mixtures with fly ash, while qu tests were conducted only on fine-grained soil and their fly ash mixtures. The Mr of all mixtures with one exception decreased by an average of 28.5 % when specimens were subjected to freeze-thaw cycling. The drop in the Mr of the specimens leveled off after 5 freeze-thaw cycles. A general trend of higher Mr of materials stabilized with fly ash (from 3 to 168 %), even after freeze-thaw cycles compared to unstabilized material was observed. In general, a reduction in unconfined compressive strength (qu) after freeze-thaw cycles up to 70 % was obtained. However, results showed that qu of stabilized soils that were subjected to freeze-thaw cycles were still higher (from 6 to 157 %) than the qu of unstabilized soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFreeze-thaw.
=650  \0$aRecycled materials.
=650  \0$aResilient modulus.
=650  \0$aUnconfined compressive strength.
=650  \0$aFly ash.
=650  \0$aAsh, Pulverized fuel.
=650  14$aFreeze-thaw.
=650  24$aResilient modulus.
=650  24$aUnconfined compressive strength.
=650  24$aFly ash.
=650  24$aRecycled materials.
=700  1\$aCetin, B.,$eauthor.
=700  1\$aEdil, T. B.,$eauthor.
=700  1\$aBenson, C. H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150126.htm

=LDR  03874nab a2200505 i 4500
=001  GTJ20150142
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150142$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150142$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624.151$223
=100  1\$aAjdari, M.,$eauthor.
=245  12$aA Modified Osmotic Diaphragmatic Oedometer for Investigating the Hydro-Mechanical Response of Unsaturated Soils /$cM. Ajdari, M. Monghassem, H. Reza Lari.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b49
=520  3\$aIn this paper, an osmotic diaphragmatic oedometer was introduced to determine the hydromechanical behavior and the coefficient of lateral pressure of unsaturated expansive soils at constant suction values. Adopting the osmotic method to impose the matric suction, the modified oedometer apparatus accommodated the circulation of the polyethylene glycol (PEG) solution beneath the soil sample. A semi-permeable membrane was introduced between the soil and PEG solution to prevent the PEG swap between the solution and the soil. Three very thin circular diaphragms were engraved in the approximately rigid ring of the oedometer and three linear variable differential transformers (LVDTs) were installed horizontally in contact with them to measure the horizontal deformation of the diaphragms. The diaphragms were calibrated using known water isotropic pressures and the horizontal pressures and their corresponding deformations were correlated. Vertical displacements of the studied soil and horizontal deformations of the diaphragms were recorded using an auto logging device during the consolidation process. Consolidation response and the coefficient of the at-rest lateral pressure of an artificially prepared sand-bentonite mixture were determined utilizing the modified oedometer at various matric suctions. Drying-wetting cycles followed by constant suction consolidation tests were imposed on the studied soil. Water retention curve of the soil was determined and a novel approach was employed to calculate the effective stress from the volume change behavior of the samples. Experimental results showed that the amount of suction hardening is negligible for the dynamically compacted studied soil. In addition, K0-parameter decreases significantly with the suction increase and drying-wetting cycles stiffen the soil and reduce the amount of the horizontal pressure of the soil specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLateral pressure.
=650  \0$aUnsaturated sand bentonite.
=650  \0$aOedometer.
=650  \0$aOsmotic method.
=650  14$aLateral pressure.
=650  24$aOedometer.
=650  24$aOsmotic method.
=650  24$aUnsaturated sand bentonite.
=700  1\$aMonghassem, M.,$eauthor.
=700  1\$aReza Lari, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150142.htm

=LDR  03645nab a2200553 i 4500
=001  GTJ20150271
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150271$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150271$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE228.5
=082  04$a625.7$223
=100  1\$aAhmed, M. U.,$eauthor.
=245  10$aInvestigating Stress Dependency of Unbound Layers Using Falling-Weight Deflectometer and Resilient Modulus Tests /$cM. U. Ahmed, M. M. Hasan, R. A. Tarefder.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aUnbound layer materials, such as base and subgrade, exhibit stress-hardening and/or -softening, which can be determined from their resilient modulus values. However, unavailability of required amount of material and compaction variability between field and laboratory necessitate a need to predict stress dependency of the unbound layers by field tests. This study evaluates stress dependency of unbound layers using a falling-weight deflectometer (FWD) test. The FWD tests were conducted at multi-load levels on several pavement sections. The FWD back-calculated layer moduli are then used to determine bulk and octahedral shear stresses using the layered elastic analysis technique. Next, the regression analysis is performed to interpret the stress-dependent parameters, i.e., regression coefficients of pavement ME's resilient modulus model of nonlinear unbound material. It is observed that stress-hardening is dominant in the case of the base layer, whereas subgrade exhibits both stress-hardening and -softening. This was also confirmed by laboratory resilient modulus tests on both base and subgrade materials in this study. Therefore, it is recommended not to ignore either stress-hardening or -softening during nonlinear modeling of the unbound layers. In addition, in this study, empirical relationships are developed to perform inter-conversion of laboratory resilient and FWD back-calculated modulus incorporating the field state of stresses in base and subgrade.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFalling-weight deflectometer.
=650  \0$aStress dependency.
=650  \0$aUnbound layer.
=650  \0$aPavements, Flexible$xTesting.
=650  \0$aPavements$xSubgrades$xEvaluation.
=650  \0$aFalling weight deflectometers.
=650  \0$aPavement design.
=650  \0$aTriaxial shear tests.
=650  14$aStress dependency.
=650  24$aFalling-weight deflectometer.
=650  24$aUnbound layer.
=650  24$aMEPDG.
=700  1\$aHasan, M. M.,$eauthor.
=700  1\$aTarefder, R. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150271.htm

=LDR  03362nab a2200541 i 4500
=001  GTJ20150221
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150221$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150221$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aSharma, B.,$eauthor.
=245  10$aStatic Method to Determine Compaction Characteristics of Fine-Grained Soils /$cB. Sharma, A. Sridharan, P. Talukdar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aEngineering projects such as roads, earthen dams, embankments, and trench backfills require soil compacted at higher dry unit weight. In a majority of geotechnical projects, compaction of soils is involved with increasing strength and decreasing compressibility and permeability. The Proctor compaction test forms one of the most popular and important tests in geotechnical engineering practice. The moisture content-dry unit weight relationship of the soil obtained from the standard Proctor test forms the basis for specification and field compaction control. Standard Proctor test, also known as the dynamic compaction test requires considerable time and effort and has few imperfections. This study examined the possibility of determining the equivalent static pressure to the standard Proctor test to obtain the optimum moisture content, OMC, and maximum dry unit weight, of fine-grained soils. For this, a static compaction pressure test was devised in the Proctor mold itself to statically compact the soil at different water contents. The equivalent static pressure so determined will simplify the compaction procedure and will also result in considerable saving of time, money, and effort, especially so when dealing with highway and earth embankment projects.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEquivalent static pressure.
=650  \0$aMaximum dry unit weight.
=650  \0$aOptimum moisture content.
=650  \0$aStandard proctor test.
=650  \0$aStatic compaction.
=650  \0$aCompaction.
=650  14$aStatic compaction.
=650  24$aStandard proctor test.
=650  24$aOptimum moisture content.
=650  24$aMaximum dry unit weight.
=650  24$aEquivalent static pressure.
=700  1\$aSridharan, A.,$eauthor.
=700  1\$aTalukdar, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150221.htm

=LDR  04204nab a2200637 i 4500
=001  GTJ20150187
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150187$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150187$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aYan, P.,$eauthor.
=245  10$aReal-Time Assessment of Blasting Damage Depth Based on the Induced Vibration During Excavation of a High Rock Slope /$cP. Yan, Y. J. Zou, W. B. Lu, Y. G. Hu, Z. D. Leng, Y. Z. Zhang, L. Liu, H. R. Hu, M. Chen, G. H. Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aBlasting is a major means for excavation of rock slope, and the blast-induced damage to reserved rock mass must be strictly limited to ensure safety of the high slope and reduce the cost for support. As a traditional and widely used technique, the sonic wave testing is usually adopted to detect the extents of blasting damage, but the workload of detecting is considerably heavy during excavation of large-scale rock slopes with a height of several hundred meters. Thus, a simple but efficient method of blasting damage assessment based on comprehensive vibration survey was presented in this paper. In total, 5 bench blasting experiments were conducted at the excavation site of the left dam-abutment slope of the Bai-he-tan Hydropower Station in southwestern China. A semi-empirical and semi-theoretical approach for predicting the blasting damage depth based on the Peak Particle Velocity (PPV) of blasting vibration at certain distance was established. The method was used to predict the damage depth of the subsequent bench blasting with monitored vibration, and the predicted results agreed well with those obtained by field damage testing, which indicated that the method proposed in this paper is reasonable and credible. Although there is no rigorous theoretical basis, this real-time damage assessing approach is simple and convenient to use, and it can significantly reduce the massive workload of sonic wave testing and greatly improve efficiency. The accuracy of damage assessment is heavily dependent on the engineering geological conditions of excavation site and the vibration monitoring quality. Thus, careful investigation of the engineering geological conditions before blasting excavation and field experiments are necessary for the application of this method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlasting excavation.
=650  \0$aBlasting vibration.
=650  \0$aDamage depth.
=650  \0$aHigh rock slope.
=650  \0$aSonic wave testing.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aHigh rock slope.
=650  24$aBlasting excavation.
=650  24$aSonic wave testing.
=650  24$aDamage depth.
=650  24$aBlasting vibration.
=700  1\$aZou, Y. J.,$eauthor.
=700  1\$aLu, W. B.,$eauthor.
=700  1\$aHu, Y. G.,$eauthor.
=700  1\$aLeng, Z. D.,$eauthor.
=700  1\$aZhang, Y. Z.,$eauthor.
=700  1\$aLiu, L.,$eauthor.
=700  1\$aHu, H. R.,$eauthor.
=700  1\$aChen, M.,$eauthor.
=700  1\$aWang, G. H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150187.htm

=LDR  03448nab a2200601 i 4500
=001  GTJ20150266
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150266$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150266$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE228.5
=082  04$a625.7$223
=100  1\$aMazari, M.,$eauthor.
=245  10$aMechanistic Estimation of Lightweight Deflectometer Target Field Modulus for Construction Quality Control /$cM. Mazari, C. Tirado, I. Abdallah, S. Nazarian.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe lightweight deflectometer (LWD) is an emerging device for evaluating the quality of compacted layers. Establishing the proper field target modulus for the LWD is crucial for judging the quality of the compacted unbound layers. A rigorous numerical approach to determine the project-specific field target values for a LWD device during the pavement design process is presented in this study. The input parameters to the model include the thickness of the layers, as well as the nonlinear stiffness parameters of each layer estimated from the resilient modulus tests. Simple relationships are proposed to estimate the target modulus when the earthwork can be approximated as a single layer. A parametric study was performed to quantify the impact of the input parameters on the estimated target modulus. The applied load and the plate diameter of the LWD along with some of the nonlinear soil parameters significantly affect the target modulus. The processes of the development and validation of these models are presented in this paper. Furthermore, the impact of moisture variation on estimated target LWD modulus is discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLightweight deflectometer.
=650  \0$aMoisture content.
=650  \0$aResilient modulus.
=650  \0$aTarget modulus.
=650  \0$aUnbound geomaterials.
=650  \0$aPavements, Flexible$xTesting.
=650  \0$aPavements$xSubgrades$xEvaluation.
=650  \0$aFalling weight deflectometers.
=650  \0$aPavement design.
=650  \0$aTriaxial shear tests.
=650  14$aUnbound geomaterials.
=650  24$aTarget modulus.
=650  24$aLightweight deflectometer.
=650  24$aResilient modulus.
=650  24$aMoisture content.
=700  1\$aTirado, C.,$eauthor.
=700  1\$aAbdallah, I.,$eauthor.
=700  1\$aNazarian, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150266.htm

=LDR  03519nab a2200517 i 4500
=001  GTJ20150204
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150204$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150204$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE391.B55
=082  04$a553/.61$223
=100  1\$aTong, S.,$eauthor.
=245  10$aStandardized Hydraulic Conductivity Testing of Compacted Sand-Bentonite Mixtures /$cS. Tong, C. D. Shackelford.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b50
=520  3\$aCompacted sand-bentonite mixtures can be used as engineered barriers (liners) for waste containment applications. A primary consideration for such applications is the ability of the mixtures to achieve a suitably low hydraulic conductivity, k, typically <=1.0 × 10-9 m/s, based on permeation with water in the laboratory. The purpose of this study was to evaluate in a systematic manner the applicability of ASTM D5084-10 for the measurement of k of compacted sand-bentonite mixtures. Final degrees of saturation, Sf, for 4 of the 19 test specimens were outside of the required range 95 % <= Sf <= 105 %, even though the measured k values for these 4 specimens were consistent with those tested under the same conditions with values of Sf that met the standard. Thus, Sf apparently was an unreliable measure of true saturation for the materials tested in this study. Otherwise, the results indicated that conservatively high values of k were measured for the largest specimen size, the highest applied hydraulic gradient, and the highest ionic strength of the permeant water. A difference in the method of hydraulic gradient application had essentially no effect on the magnitude of k. Finally, as expected, specimens containing the highest amount of bentonite (i.e., 15 % by dry weight) resulted in the lowest values of k, although calculation of some values of k for one specimen were negative (k < 0), which was attributed to swelling of the specimen during permeation and the manner in which k was calculated based on ASTM D5084-10.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant head.
=650  \0$aFlexible-wall cell.
=650  \0$aHydraulic conductivity.
=650  \0$aSand-bentonite mixtures.
=650  \0$aBentonite.
=650  14$aASTM D5084-10.
=650  24$aConstant head.
=650  24$aFlexible-wall cell.
=650  24$aHydraulic conductivity.
=650  24$aSand-bentonite mixtures.
=700  1\$aShackelford, C. D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150204.htm

=LDR  03089nab a2200817 i 4500
=001  GTJ10147J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10147J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10147J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aReznik, YM.,$eauthor.
=245  10$aEvaluation of Allowable Pressure Under Foundations /$cYM. Reznik.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aTo understand the surcharge effect on test-loading results, water-saturated loessial soils were tested by bearing plates of different sizes in open pits and boring holes. All pit bottoms were accurately prepared for experiments. The surcharge around the bearing plate with an area of 600 cm2 was simulated by special equipment. Results of field experiments showed that the proportionality limit for water-saturated loessial soils tested without surcharge was at least 25% less than obtained with the surcharge.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacities.
=650  \0$aCohesion.
=650  \0$aDeformation zone.
=650  \0$aDeformation.
=650  \0$aElastic properties.
=650  \0$aFailure.
=650  \0$aField test.
=650  \0$aFoundation.
=650  \0$aGroundwater.
=650  \0$aLoessial soils.
=650  \0$aPlates.
=650  \0$aRecommendations.
=650  \0$aSettlement.
=650  \0$aSoil mechanics.
=650  \0$aSurcharge.
=650  \0$aTest loading.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aBearing capacities.
=650  24$aCohesion.
=650  24$aDeformation.
=650  24$aDeformation zone.
=650  24$aElastic properties.
=650  24$aFailure.
=650  24$aField test.
=650  24$aFoundation.
=650  24$aGroundwater.
=650  24$aLoessial soils.
=650  24$aPit.
=650  24$aPlates.
=650  24$aRecommendations.
=650  24$aSettlement.
=650  24$aSoil mechanics.
=650  24$aSurcharge.
=650  24$aTest loading.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10147J.htm

=LDR  02431nab a2200517 i 4500
=001  GTJ10140J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10140J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10140J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aKjartanson, BH.,$eauthor.
=245  10$aPressuremeter Creep Testing in Ice :$bCalibration and Test Procedures /$cBH. Kjartanson, DH. Shields, L. Domaschuk.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aIn situ pressuremeter creep tests of ice require that particular attention be paid to the precision with which the borehole diameter is measured because failure of ice often occurs at strains as small as 1%. Therefore, precision is important to obtain an accurate picture of the stress-strain-time response of the ice before failure. Also, the pressure applied to the ice must be known precisely since the creep rate varies as the cube of the stress. Thus, careful calibration of the pressuremeter is necessary.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aCreep.
=650  \0$aPressuremeter test.
=650  \0$aEarth pressure.
=650  \0$aSoil mechanics.
=650  14$aPressuremeter test.
=650  24$aCalibrations.
=650  24$aIce.
=650  24$aCreep.
=700  1\$aShields, DH.,$eauthor.
=700  1\$aDomaschuk, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10140J.htm

=LDR  02721nab a2200553 i 4500
=001  GTJ10141J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10141J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10141J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aValsangkar, AJ.,$eauthor.
=245  10$aGeotechnical Properties of Expanded Shale Lightweight Aggregate /$cAJ. Valsangkar, TA. Holm.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aIn recent years lightweight aggregates are being used increasingly in geotechnical applications. This paper presents results of large-size one-dimensional compression and direct shear tests performed on lightweight aggregate. The compressibility and shear strength characteristics of the lightweight aggregate are compared with those of normal-weight aggregate using the same experimental setup. Results of the direct shear tests performed to determine the angle of friction between the geotextile and lightweight aggregate are also presented. In addition, static shear modulus values as determined from model pile tests are presented and compared with those reported for normal weight aggregates.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAngle of friction.
=650  \0$aAngle of internal friction.
=650  \0$aCoarse aggregates.
=650  \0$aCompressibility.
=650  \0$aGeotextiles.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aAngle of internal friction.
=650  24$aAngle of friction.
=650  24$aCoarse aggregates.
=650  24$aCompressibility.
=650  24$aGeotextiles.
=700  1\$aHolm, TA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10141J.htm

=LDR  02944nab a2200589 i 4500
=001  GTJ10143J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10143J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10143J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMorris, PH.,$eauthor.
=245  10$aGeneralized Calibration of a Nuclear Moisture/Density Depth Gauge /$cPH. Morris, DJ. Williams.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe application of nuclear moisture/density depth gauges to soil deposits has generally relied on calibration by direct correlation with measured values of moisture content and density. In very soft variable deposits such as coal tailings, direct calibration is not possible. A generalized calibration can be developed from first principles based on the elemental composition of the soil being tested and the application of existing theories. Density and moisture content calibrations are considered separately for two different access tubes, and reasonably reliable calibrations are obtained. In applying these calibrations, an iterative procedure is required since the moisture content has a direct bearing on the elemental composition of the moist soil. The paper gives an insight into the operation and important features of a nuclear gauge.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aCoal tailings.
=650  \0$aDensity.
=650  \0$aField testing.
=650  \0$aMoisture content.
=650  \0$aNuclear equipment.
=650  \0$aSoil composition.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCalibrations.
=650  24$aCoal tailings.
=650  24$aDensity.
=650  24$aField testing.
=650  24$aMoisture content.
=650  24$aNuclear equipment.
=650  24$aSoil composition.
=700  1\$aWilliams, DJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10143J.htm

=LDR  02661nab a2200565 i 4500
=001  GTJ10142J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10142J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10142J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMorris, DV.,$eauthor.
=245  13$aAn Automatic Feedback System for Resonant Column Testing /$cDV. Morris.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aA test method and electronic circuitry is described that greatly simplifies measurement of resonant frequency in the resonant column test. It utilizes a feedback system to detect resonance automatically without requiring manual adjustment and also eliminates the need for a sine wave audio oscillator or oscilloscope. A constant and controllable strain level in the soil sample is ensured, irrespective of driving frequency or sample condition, by providing a voltage-limiting circuit within the system. The design described will automatically track and display variations in resonant frequency as a result of changes in applied cell pressure and/or strain level, etc.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFeedback systems.
=650  \0$aLaboratory testing.
=650  \0$aResonance.
=650  \0$aResonant column.
=650  \0$aSoil dynamics.
=650  \0$aSoil modulus.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aResonance.
=650  24$aSoil modulus.
=650  24$aFeedback systems.
=650  24$aLaboratory testing.
=650  24$aSoil dynamics.
=650  24$aResonant column.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10142J.htm

=LDR  02580nab a2200517 i 4500
=001  GTJ10145J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10145J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10145J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aNataatmadja, A.,$eauthor.
=245  10$aAxial Deformation Measurement in Repeated Load Triaxial Testing /$cA. Nataatmadja, AK. Parkin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThis paper describes a method of axial deformation measurement for use in repeated load triaxial testing of pavement materials. An internal deformation measurement system is necessary because of the low strain regime involved, but normal transducers can only be used in an inert cell fluid. As this is both expensive and messy, the use of sealed transducers in water is preferable, but the cost of such units induces the use of a system based on a single transducer. Therefore, aluminium rings are used in an arrangement that allows the mean axial deformation over the central portion of the specimen to be determined by the use of a single hermetically sealed displacement transducer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic.
=650  \0$aDeformation gages.
=650  \0$aPavements.
=650  \0$aTriaxial tests.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aTriaxial tests.
=650  24$aCyclic.
=650  24$aDeformation gages.
=650  24$aPavements.
=700  1\$aParkin, AK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10145J.htm

=LDR  02750nab a2200637 i 4500
=001  GTJ10146J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10146J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10146J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aHryciw, RD.,$eauthor.
=245  10$aShear Zone Characterization in Sands by Carbowax Impregnation /$cRD. Hryciw, M. Irsyam.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA procedure is presented for determining the void ratio distribution of very small zones in soil by carbowax impregnation. If the wax is injected slowly, complete filling of voids occurs and volume measurements become unnecessary. Thus, even irregularly shaped volumes can easily be characterized. The technique was employed in determining the void ratio distribution in the intrarib region of a ribbed inclusion in sand during direct cyclic shearing. The measured void radios supported magnified video observations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCarbowax impregnation.
=650  \0$aCyclic shear test.
=650  \0$aRibbed inclusions.
=650  \0$aSand.
=650  \0$aShear tests.
=650  \0$aShear zone.
=650  \0$aSoil reinforcement.
=650  \0$aSoil structure.
=650  \0$aVoid ratio.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aCarbowax impregnation.
=650  24$aVoid ratio.
=650  24$aCyclic shear test.
=650  24$aShear zone.
=650  24$aSoil structure.
=650  24$aSoil reinforcement.
=650  24$aRibbed inclusions.
=650  24$aSand.
=650  24$aShear tests.
=700  1\$aIrsyam, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10146J.htm

=LDR  02564nab a2200541 i 4500
=001  GTJ10148J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10148J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10148J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSchoenemann, MR.,$eauthor.
=245  10$aStatistical Description of Triaxial Shear Test Results /$cMR. Schoenemann, MR. Pyles.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aAny probabilistic approach to slope stability assessment requires an adequate statistical description of soil strength. Current statistical methods of strength description are unsuitable for this purpose. A statistical technique of soil strength description appropriate for the probabilistic assessment of slope stability in c', ?' soils under drained conditions is developed here. The technique is applied to a set of results from triaxial strength tests on residual soil materials. Techniques for assessing the adequacy of a statistical description are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRegression.
=650  \0$aResidual soils.
=650  \0$aShear strength.
=650  \0$aStatistical analysis.
=650  \0$aTriaxial tests.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aStatistical analysis.
=650  24$aRegression.
=650  24$aResidual soils.
=650  24$aShear strength.
=650  24$aTriaxial tests.
=700  1\$aPyles, MR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10148J.htm

=LDR  02620nab a2200493 i 4500
=001  GTJ10144J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10144J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10144J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSweeney, BP.,$eauthor.
=245  10$aDesign of a Large Calibration Chamber /$cBP. Sweeney, GW. Clough.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThe design and operation of a conceptually simple, low-cost chamber for calibration of cone penetrometers and other in situ devices is described. The chamber weighs over 5500 kg and houses a 4400-kg soil sample that is 1.5 m in diameter and height. Operations in the chamber are automated using a self-equilibrating hydraulic insertion frame, a soil pluviation system for sand placement, a vacuum unit for removing sand, and an automatic data acquisition system. The results from a series of cone penetration tests in Monterey No. 0/30 sand, using standard and miniature cones, are also discussed. These tests indicate that the chamber design was successful and also that nearly homogeneous samples could be prepared at different relative densities using interchangeable rainer plates.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration chambers.
=650  \0$aCone penetrometer test.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aLaboratory tests.
=650  24$aCalibration chambers.
=650  24$aCone penetrometer test.
=700  1\$aClough, GW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10144J.htm

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=005  20161219061000.0
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=024  7\$a10.1520/GTJ10149J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10149J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA404.8
=082  04$a620.118$223
=100  1\$aTatsuoka, F.,$eauthor.
=245  10$aDiscussion on "The Use of Hall Effect Semiconductors in Geotechnical Instrumentation" by C. R. I. Clayton, S. A. Khatrush, A. V. D. Bica, and A. Siddique /$cF. Tatsuoka, S. Shibuya, S. Goto, T. Sato, XJ. Kong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aDeformation gages.
=650  \0$aErrors.
=650  \0$aInstrumentation.
=650  \0$aPressure cells.
=650  \0$aStrain.
=650  \0$aStress.
=650  \0$aTriaxial tests.
=650  \0$aStrains and stresses.
=650  14$aInstrumentation.
=650  24$aStrain.
=650  24$aStress.
=650  24$aCalibrations.
=650  24$aErrors.
=650  24$aTriaxial tests.
=650  24$aDeformation gages.
=650  24$aPressure cells.
=700  1\$aShibuya, S.,$eauthor.
=700  1\$aGoto, S.,$eauthor.
=700  1\$aSato, T.,$eauthor.
=700  1\$aKong, XJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10149J.htm

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=001  GTJ10104J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10104J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10104J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMohamed, AMO,$eauthor.
=245  10$aGeo-Environmental Assessment of a Micaceous Soil for Its Potential Use as an Engineered Clay Barrier /$cAMO Mohamed, RN. Yong, BK. Tan, A. Farkas, LW. Curtis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe ability of the fine fraction of a natural micaceous soil in the Stanleyville area near Perth, Ontario, to retard an acidic waste leachate is examined. Batch and leaching column tests were used to investigate the retention capcity of the natural soil. To investigate the effect of ion competition on adsorption/desorption capacity of the soil, single and multi-components of Pb2+ and Zn2+ were used in batch experiments. The experimental results from column leaching tests were analyzed in terms of adsorption/desorption isotherms, breakthrough curves, and migration profiles of each specific ion in the influent. It was shown that the soil has high adsorption capacity for K+, Pb2+, and Zn2+ as indicated from the concentration profiles of the soil pore fluid with depth during leaching. At the same time, desorption of Na+, Mg2+, and Ca2+ occurred due to ion exchange.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdsorption isotherm.
=650  \0$aAdsorption.
=650  \0$aAdvection.
=650  \0$aAnalytical.
=650  \0$aDesorption.
=650  \0$aDiffusion.
=650  \0$aLeaching columns.
=650  \0$aMicaceous soil.
=650  \0$aPH buffering capacity.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aAdsorption.
=650  24$aDesorption.
=650  24$aMicaceous soil.
=650  24$aPH buffering capacity.
=650  24$aAdsorption isotherm.
=650  24$aLeaching columns.
=650  24$aDiffusion.
=650  24$aAdvection.
=650  24$aAnalytical.
=700  1\$aYong, RN.,$eauthor.
=700  1\$aTan, BK.,$eauthor.
=700  1\$aFarkas, A.,$eauthor.
=700  1\$aCurtis, LW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10104J.htm

=LDR  02643nab a2200577 i 4500
=001  GTJ10113J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10113J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10113J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aDonaghe, RT.,$eauthor.
=245  10$aProposed New Standard Test Method for Laboratory Compaction Testing of Soil-Rock Mixtures Using Standard Effort /$cRT. Donaghe, VH. Torrey.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aThe purpose of this proposed standard is to standardize a test method for determining standard effort compaction characteristics of soil-rock mixtures containing particles larger than the 3/4-in. (19.0-mm) sieve and finer than the 3-in. (76.2-mm) sieve. The proposed method utilizes a mechanical compactor equipped with a 12-in. (304.8-mm) or 18-in. (457.2-mm)-diameter mold and a 131.4-obf (584.5-N) rammer dropped from a height of 12 in. (304.8 mm).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction characteristics.
=650  \0$aCompaction curve.
=650  \0$aImpact compaction.
=650  \0$aMaximum dry unit weight.
=650  \0$aOptimum water content.
=650  \0$aSoil-rock compaction.
=650  \0$aStandard effort.
=650  \0$aCompaction.
=650  14$aSoil-rock compaction.
=650  24$aCompaction characteristics.
=650  24$aImpact compaction.
=650  24$aStandard effort.
=650  24$aMaximum dry unit weight.
=650  24$aOptimum water content.
=650  24$aCompaction curve.
=700  1\$aTorrey, VH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10113J.htm

=LDR  04383nab a2200625 i 4500
=001  GTJ10111J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10111J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10111J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aDonaghe, RT.,$eauthor.
=245  12$aA Compaction Test Method for Soil-Rock Mixtures in which Equipment Size Effects are Minimized /$cRT. Donaghe, VH. Torrey.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe development of a standard effort compaction test method for determining compaction characteristics of soil-rock mixtures having maximum particle sizes up to 51 or 76 mm (2 or 3 in.) is described. The method is based on results of a testing program to develop testing procedures for 305 and 457-mm (12 and 18-in.)-diameter molds in which equipment size effects are minimized, i.e., procedures where results for materials tested using a conventional 152-mm (6-in.)-diameter mold may be reproduced with the larger equipment required to test materials having maximum particles sizes of 51 and 76 mm (2 and 3 in.). The testing program consisted of a series of standard effort compaction tests performed using 152, 305, and 457-mm (6, 12, and 18-in.)-diameter molds on four test materials having a maximum particle size of 19.1 mm (3/4 in.) and either plastic or nonplastic fines. Hammer weight was isolated as the main testing variable for use in developing the procedure while maintaining as many features of the conventional procedure as possible. It was found that in the case of 305-mm (12-in.)-diameter mold tests, varying hammer weight did not produce significant effects on results and that 152-mm (6-in.)-diameter mold results could be reproduced with any of the hammers used. In the case of the 457-mm (18-in.)-diameter mold, it was found that 152-mm (6-in.)-diameter mold results could be reproduced with the heaviest hammer [59.6 kg (131.4-lbf) used in the 305-mm (12-in.)-diameter mold tests]. The test method resulting from the investigation utilizes a mechanical compactor equipped with 305 and 457-mm (12 and 18-in.)-diameter molds and a 59.6-kg (131.4-lbf) hammer with a 305-mm (12-in.) drop. Additional tests performed using the test method on minus No. 4 (4.76-mm) sieve fractions of the 19.1-mm (3/4-in.) maximum particle size materials produced significant differences in results due to varying equipment sizes, thus indicating it may be impossible to minimize equipment size effects to the same extent for finer gradations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction characteristics.
=650  \0$aEquipment size effects.
=650  \0$aImpact compaction.
=650  \0$aLaboratory tests.
=650  \0$aMaximum dry unit weight.
=650  \0$aOptimum water content.
=650  \0$aSoil-rock compaction tests.
=650  \0$aSoil-rock mixtures.
=650  \0$aStandard effort.
=650  \0$aCompaction.
=650  14$aSoil-rock compaction tests.
=650  24$aLaboratory tests.
=650  24$aSoil-rock mixtures.
=650  24$aCompaction characteristics.
=650  24$aImpact compaction.
=650  24$aStandard effort.
=650  24$aEquipment size effects.
=650  24$aMaximum dry unit weight.
=650  24$aOptimum water content.
=700  1\$aTorrey, VH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10111J.htm

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=001  GTJ10108J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10108J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10108J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aAshmawy, AK.,$eauthor.
=245  12$aA General Dynamic Model for the Resonant Column/Quasi-Static Torsional Shear Apparatus /$cAK. Ashmawy, VP. Drnevich.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA new model is proposed that allows for more general boundary conditions at both the active and passive ends of resonant column apparatus, especially those incorporated within the resonant column/quasi-static torsional shear devices. The improved three-degree-of-freedom model can be used in order to obtain more accurate measurements of the dynamic properties of tested soils when the base and the reaction mass of the apparatus are not perfectly fixed. This becomes particularly important in the hybrid resonant column/quasistatic torsional shear apparatus where the load cell located below the bottom platen provides additional flexibility to the passive end and the inertia of the reaction mass of the Hardin-type oscillator is relatively small. The analysis confirmed that use of the model is particularly important if the natural frequency of the soil-apparatus system is close to that of the passive end or reaction system, and that the calculated modulus and damping values can be highly inaccurate if simplified boundary conditions are assumed. Such situations especially occur when very soft soils, very stiff soils, or rock specimens are tested. The solution was programmed in a spreadsheet where both the shear modulus (G) and the damping ratio (D) are established for a given set of measurements and apparatus constants. In order to obtain the necessary apparatus constants, calibration procedures are presented for a resonant column/quasi-static apparatus. Comparison of existing models and the new solution to the observed response for a rubber testing specimen showed that the three-degree-of-freedom assumption is more accurate in modelling the apparatus boundary conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aDamping ratio.
=650  \0$aFrequency response.
=650  \0$aHarmonic motion.
=650  \0$aImperfect fixity.
=650  \0$aResonance.
=650  \0$aResonant column.
=650  \0$aShear modulus.
=650  \0$aShear tests.
=650  \0$aSoft soil.
=650  \0$aSoil dynamics.
=650  \0$aStiff soil.
=650  \0$aStrain factor.
=650  \0$aViscoelasticity.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aResonance.
=650  24$aShear tests.
=650  24$aViscoelasticity.
=650  24$aSoil dynamics.
=650  24$aResonant column.
=650  24$aCalibration.
=650  24$aImperfect fixity.
=650  24$aShear modulus.
=650  24$aDamping ratio.
=650  24$aStrain factor.
=650  24$aFrequency response.
=650  24$aHarmonic motion.
=650  24$aSoft soil.
=650  24$aStiff soil.
=700  1\$aDrnevich, VP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10108J.htm

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=001  GTJ10105J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10105J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10105J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aDass, RN.,$eauthor.
=245  10$aTensile Stress-Strain Characteristics of Lightly Cemented Sand /$cRN. Dass, S-C Yen, BM. Das, VK. Puri, MA. Wright.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aLaboratory tensile and unconfined compression test results on lightly cemented sand specimens are reported. Type I portland cement was mixed with sand in proportions of 4, 6, and 8% by weight to prepare the specimens. Tensile strength was determined by indirect tensile strength testing and direct tension testing. The variation of tensile strain with stress in indirect tensile strength tests was measured by a computer-aided image analysis method. Based on the test results, tensile and compressive strengths and strain levels at failure have been determined and compared. Nondimensional tensile stress-strain relationships in the form of a rectangular hyperbola as obtained from the indirect tensile strength tests and direct tension tests have been developed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect tension test.
=650  \0$aImage analysis.
=650  \0$aIndirect tensile strength test.
=650  \0$aLightly cemented sand.
=650  \0$aStrain.
=650  \0$aStress.
=650  \0$aStress-strain relationship.
=650  \0$aTension.
=650  \0$aUnconfined compression.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aTension.
=650  24$aDirect tension test.
=650  24$aImage analysis.
=650  24$aIndirect tensile strength test.
=650  24$aLightly cemented sand.
=650  24$aStress.
=650  24$aStrain.
=650  24$aStress-strain relationship.
=650  24$aUnconfined compression.
=700  1\$aYen, S-C,$eauthor.
=700  1\$aDas, BM.,$eauthor.
=700  1\$aPuri, VK.,$eauthor.
=700  1\$aWright, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10105J.htm

=LDR  02727nab a2200481 i 4500
=001  GTJ10114J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10114J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10114J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aEttensohn, FR.,$eauthor.
=245  10$aDevelopment and Potential of Core-Logging Manuals /$cFR. Ettensohn.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aCharacterizing the in-place conditions of rock masses commonly depends upon continuous diamond-core drilling for site investigation or resource characterization. However, because of incomplete or inconsistent core descriptions, potentially valuable information may be lost or unavailable for other users. This situation suggested the potential value of photographic core-logging manuals and descriptive codes to facilitate consistency in core description and ease in the transfer and computerization of these descriptions. To that end, this article describes the development of such manuals and codes using the U.S. eastern gas and oil shales as examples. Although the described manual was developed specifically for these rocks because of their energy-related significance, the concept and coding scheme are readily applicable to core description for all types of engineering and geological purposes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCore description.
=650  \0$aDiamond-core drilling.
=650  \0$aLogging manuals and codes.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aDiamond-core drilling.
=650  24$aCore description.
=650  24$aLogging manuals and codes.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10114J.htm

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=024  7\$a10.1520/GTJ10106J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10106J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE251.5
=082  04$a625.8$223
=100  1\$aMacari, EJ.,$eauthor.
=245  12$aA Study of an Anisotropically Overconsolidated Silt by the Resonant Column Method /$cEJ. Macari, H-Y Ko.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThis paper presents the results of a study of the anisotropic characteristics of the shear modulus and damping ratio of a remolded silt that has been uniaxially consolidated. Resonant column tests were conducted on specimens trimmed vertically and horizontally from bulk samples previously subjected to various uniaxial preconsolidation pressures. The tests were performed under various confining pressures, hence resulting in a range of overconsolidation ratios. The degree of anisotropy was defined as the percent difference between the shear modulus of the vertically trimmed specimens and the horizontally trimmed specimens. Empirical relations were found to represent the degree of anisotropy as functions of the overconsolidation ratio and the effective confining pressure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aOverconsolidated soils.
=650  \0$aResonant column.
=650  \0$aShear modulus.
=650  \0$aSilts.
=650  \0$aModulus of elasticity.
=650  14$aAnisotropy.
=650  24$aOverconsolidated soils.
=650  24$aSilts.
=650  24$aShear modulus.
=650  24$aResonant column.
=700  1\$aKo, H-Y,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10106J.htm

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=024  7\$a10.1520/GTJ10103J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10103J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aTurner, JP.,$eauthor.
=245  10$aPhysical Modeling of Drilled Shaft Side Resistance in Sand /$cJP. Turner, FH. Kulhawy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aDimensional analysis of deep foundation side resistance is used to formulate the laws of similitude for drilled shaft uplift capacity. The resulting prediction equation for dimensionless side resistance then is tested against the results of static uplift load tests on model drilled shaft foundations in sand constructed at three different scales, all satisfying the same conditions of similitude. The test results and analysis of soil response show that soil dilation, constant thickness of the soil shear zone surrounding the shaft regardless of shaft diameter, and curvature in the Mohr-Coulomb failure envelope at low normal stresses can combine to cause apparent scale effects. These mechanisms are isolated and evaluated quantitatively for the shafts of this study, and apparent scale effects are eliminated by applying correction factors to the load test results. The factors illustrated by this study are used to develop guidelines for: (1) conducting model load tests to avoid scale effects and (2) developing correction factors for small-scale models that may be affected by apparent scale effects.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeep foundations.
=650  \0$aDimensional analysis.
=650  \0$aDrilled shaft foundations.
=650  \0$aFoundations.
=650  \0$aLaboratory load tests.
=650  \0$aModeling.
=650  \0$aModels.
=650  \0$aSands.
=650  \0$aScale effects.
=650  \0$aSide resistance.
=650  \0$aSimilitude.
=650  \0$aUplift loading.
=650  14$aFoundations.
=650  24$aSands.
=650  24$aModels.
=650  24$aDrilled shaft foundations.
=650  24$aDeep foundations.
=650  24$aLaboratory load tests.
=650  24$aUplift loading.
=650  24$aSide resistance.
=650  24$aModeling.
=650  24$aSimilitude.
=650  24$aDimensional analysis.
=650  24$aScale effects.
=700  1\$aKulhawy, FH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10103J.htm

=LDR  03314nab a2200553 i 4500
=001  GTJ10107J
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=005  20161219061000.0
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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10107J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10107J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aLo, S-CR,$eauthor.
=245  10$aInvestigation of the Strain-Softening Behavior of Granular Soils with a New Multiaxial Cell /$cS-CR Lo, J. Chu, IK. Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe special considerations leading to the design of a new multiaxial cell used for strain-softening studies are presented. This cell has the special features of being able to accommodate large strain without introducing boundary imperfections, allowing observation of shear band formation, and permitting strain path control. The observed strain-softening behavior of a quartz sand under multiaxial stress condition, i.e., ?'1 ? ?'2 ? ?'3, are presented. Both stress path tests and strain path tests were conducted. In a stress path test, the specimen was loaded in the major principal direction in a deformation-controlled mode but with the stress response constrained along a prescribed path using computer control. Hence strain-softening response can still be observed in a controlled way. Two types of softening, prefailure and postfailure softening, are identified. Prefailure softening will occur along certain strain paths, and the associated deformation is homogeneous. In postfailure softening under a multiaxial stress condition, only limited homogeneous deformation can be sustained, and eventually there will be shear band formation. However, this shear band is not triggered by boundary imperfections but is an inevitable response of the specimen to shearing in the postfailure domain under a multiaxial stress condition.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory test.
=650  \0$aSoils.
=650  \0$aStrain path.
=650  \0$aStrain softening.
=650  \0$aStrain.
=650  \0$aSand.
=650  14$aSand.
=650  24$aStrain.
=650  24$aSoils.
=650  24$aStrain path.
=650  24$aStrain softening.
=650  24$aLaboratory test.
=700  1\$aChu, J.,$eauthor.
=700  1\$aLee, IK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10107J.htm

=LDR  03504nab a2200577 i 4500
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=006  m|||||o|||||||||||
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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10112J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10112J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aTorrey, VH.,$eauthor.
=245  10$aCompaction Control of Earth-Rock Mixtures :$bA New Approach /$cVH. Torrey, RT. Donaghe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA new method for compaction control of earth-rock mixtures has been developed which permits the calculation of the maximum dry unit weight and optimum water content of the total material from corresponding values obtained on either the minus 3/4-in. (19.1-mm) or the minus No. 4(4.76-mm) fraction. The new concepts are substantiated by showing their applicability to a wide range of gradations of earth-rock mixtures tested by the U.S. Army Engineer Waterways Experiment Station and other previous investigators. Calculations of maximum dry unit weight and optimum water content of the total material from corresponding values for a fraction are made using a density interference coefficient and optimum water content factor which are shown to be linearly related to gravel content in the material in log-log coordinates. It is also shown that if a sufficient range in gravel content exists in the minus 3/4-in. (19.1-mm) fractions of the total materials, the log-log linear relationships among density interference coefficient, optimum water content factor, and gravel content can usually be obtained without large-scale compaction testing of the parent total materials. In essence, the new method provides project-specific "rock corrections" which accurately track the compaction parameters of the entire family of generically related total materials throughout the range in their gravel contents and maximum particle sizes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompact tests.
=650  \0$aCompaction control.
=650  \0$aMaximum dry unit weight.
=650  \0$aOptimum water content.
=650  \0$aRocks.
=650  \0$aSoil-rock mixtures.
=650  \0$aSoils.
=650  \0$aCompaction.
=650  14$aSoils.
=650  24$aRocks.
=650  24$aCompact tests.
=650  24$aSoil-rock mixtures.
=650  24$aCompaction control.
=650  24$aMaximum dry unit weight.
=650  24$aOptimum water content.
=700  1\$aDonaghe, RT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10112J.htm

=LDR  02532nab a2200505 i 4500
=001  GTJ10110J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10110J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10110J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aHuang, A-B,$eauthor.
=245  10$aUse of Fuzzy Control in Automated Soil Testing /$cA-B Huang, S-P Hsu, H-R Kuhn.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA servo-control algorithm that uses fuzzy logic has been developed for automated soil testing. The algorithm emulates the reasoning process of an experienced operator in controlling the pressure. The amount of pressure adjustment and time delay between adjustments is determined by fuzzy inference matrices. The fuzzy control logic provides a framework for the development of intelligent control algorithms which can be adapted in other aspects of automated soil testing. This paper introduces the concept of fuzzy control and its application in soil testing. Results of controlled gradient consolidation tests are presented to demonstrate the efficacy of fuzzy control.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomation.
=650  \0$aConsolidation test.
=650  \0$aFuzzy control.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aConsolidation test.
=650  24$aAutomation.
=650  24$aFuzzy control.
=700  1\$aHsu, S-P,$eauthor.
=700  1\$aKuhn, H-R,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10110J.htm

=LDR  02851nab a2200625 i 4500
=001  GTJ10109J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10109J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10109J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aPezo, R.,$eauthor.
=245  10$aPrediction Models of Resilient Modulus for Nongranular Materials /$cR. Pezo, WR. Hudson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThis paper describes an experimental program and the analyses performed for the purpose of developing prediction models of resilient modulus for nongranular materials. Two models were developed and are presented herein. The first model provides a quick estimation of the resilient modulus based on basic characteristics of the specimens, while the second model includes a family of curves that relate a normalized modulus to the resilient axial strains and the plasticity index of the specimens. The significance of the second model is corroborated particularly now that moduli measurements obtained from field and laboratory tests can be easily related.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField tests.
=650  \0$aLaboratory dynamic tests.
=650  \0$aModels.
=650  \0$aNongranular materials.
=650  \0$aPavement materials.
=650  \0$aPavements.
=650  \0$aPrediction models.
=650  \0$aResilient modulus.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aField tests.
=650  24$aModels.
=650  24$aPavements.
=650  24$aResilient modulus.
=650  24$aLaboratory dynamic tests.
=650  24$aPavement materials.
=650  24$aNongranular materials.
=650  24$aPrediction models.
=700  1\$aHudson, WR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10109J.htm

=LDR  02768nab a2200613 i 4500
=001  GTJ10102J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10102J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10102J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aRedmond, PL.,$eauthor.
=245  10$aDesign and Evaluation of a Flow Pump System for Column Testing /$cPL. Redmond, CD. Shackelford.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe design of the equipment components of a flow pump system for the measurement of solute (effluent) breakthrough curves from soil columns is described. In addition, the performance of the system in terms of the effects of equipment components and temperature on measured differential pressure fluctuations across soil specimens is illustrated. The flow pump for the system provides continuous flow of permeant liquid to the specimen, which is essential to produce the several pore volumes of flow required for measurement of solute (effluent) breakthrough curves for laboratory column testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aColumn testing.
=650  \0$aColumns.
=650  \0$aElectrical conductance.
=650  \0$aFlow pump.
=650  \0$aHydraulic conductivity.
=650  \0$aLaboratory testing.
=650  \0$aPermeability.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aPermeability.
=650  24$aColumns.
=650  24$aHydraulic conductivity.
=650  24$aColumn testing.
=650  24$aFlow pump.
=650  24$aPH.
=650  24$aElectrical conductance.
=650  24$aLaboratory testing.
=700  1\$aShackelford, CD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10102J.htm

=LDR  03698nab a2200541 i 4500
=001  GTJ20120047
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120047$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120047$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aKim, Wan Soo,$eauthor.
=245  10$aVolume-Change Behavior of a Compacted Low-Plasticity Clay From Double-Odometer Tests /$cWan Soo Kim, Roy H. Borden.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe compressibility of compacted soils is not only a function of soil type and density but also stress state, which is influenced by the existing matric suction and can be described using the fundamentals of unsaturated soil mechanics. This paper presents data from double-odometer tests on low-plasticity clay that demonstrates the effects of dry density and water content on volume-change behavior. Using the data set developed, the drained constrained modulus is determined using the stress-strain relations obtained from conventional odometer tests on soaked specimens, as well as specimens at their molding moisture content. The change of modulus with respect to degree of saturation is discussed and placed in context with the model used in the Guide for Mechanistic-Empirical Design of New and Rehabilitated Pavement Structures [ARA, ERES Consultants Division, 2004, "Guide for Mechanistic-Empirical Design of New and Rehabilitated Pavement Structures," Final Report NCHRP Project 1-37A, Transportation Research Board of the National Academies, Washington, D.C.]. A procedure for predicting the undrained modulus from the constitutive relation for drained loading and the predicted excess pore pressure caused by loading based on a modification of Hilf's equation [Hilf, J. W., 1948, "Estimating Construction Pore Pressures in Rolled Earth Dams," Proceedings of the 2nd International Conference on Soil Mechanics and Foundation Engineering, Vol. 3, International Society for Soil Mechanics and Foundation Engineering (ISSMGE), London, pp. 234-240] is also presented and discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction condition.
=650  \0$aConstrained modulus.
=650  \0$aDegree of saturation.
=650  \0$aMatric suction.
=650  \0$aOne-dimensional odometer test.
=650  \0$aCompaction.
=650  14$aConstrained modulus.
=650  24$aDrained and undrained loading conditions.
=650  24$aOne-dimensional odometer test.
=650  24$aCompaction condition.
=650  24$aMatric suction.
=650  24$aDegree of saturation.
=700  1\$aBorden, Roy H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120047.htm

=LDR  03118nab a2200505 i 4500
=001  GTJ20130097
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130097$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130097$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC7
=082  04$a624/.2$223
=100  1\$aAl-Zoubi, Mohammed Shukri,$eauthor.
=245  10$aConsolidation Analysis by the Modified Slope Method /$cMohammed Shukri Al-Zoubi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe slope method (Al-Zoubi, 2008, Geotech. Test. J., Vol. 31, No. 6, pp. 526-530) in which the coefficient of consolidation cv was expressed as function of the EOP settlement ?p and slope m of the initial linear portion of the observed ?t ? ?t curve is modified for improving the procedure used for estimating the EOP ?p. The slope method EOP ?p values were estimated using the point at which ?t ? ?t curve starts to deviate from the initial linear portion. In this note, the EOP ?p is determined based on a unique relationship between the ratio of the secant slope of ?t ? ?t curve at 50 % consolidation to the secant slope at any time arbitrarily selected beyond the initial linear portion of the ?t ? ?t curve (theoretically, at U >= 52.6%) and average degree of consolidation U. The modified slope method requires a minimum of four compression-time data points for better cv estimates. Two types of EOP settlement are identified; local EOP settlement ?pi is obtained at a specific Ui value as is the case in the Taylor method and global EOP settlement ?p is determined independently of any U value. The modified slope method yields ?p and cv values quite similar to those of the Casagrande method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCasagrande.
=650  \0$aCoefficient of consolidation.
=650  \0$aEnd of primary consolidation.
=650  \0$aSlope method.
=650  \0$aTaylor.
=650  14$aCoefficient of consolidation.
=650  24$aTaylor.
=650  24$aCasagrande.
=650  24$aSlope method.
=650  24$aEnd of primary consolidation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130097.htm

=LDR  03523nab a2200541 i 4500
=001  GTJ20120158
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120158$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120158$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQL776
=082  04$a591.5/9$223
=100  1\$aCheng, Z.,$eauthor.
=245  12$aA Hybrid Bender Element-Ultrasonic System for Measurement of Wave Velocity in Soils /$cZ. Cheng, E. C. Leong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aIn recent years, the determination of the small strain modulus of soils from laboratory measurement of the elastic wave velocity has become more common. Piezoelectric elements are used in these tests, with two types of configurations: fixed to the back face of a platen as an ultrasonic transducer, or as a bimorph that slightly protrudes out of the platen. A survey of the literature shows that bender/extender elements are more widely used than ultrasonic transducers in soil tests. However, bender/extender elements are invasive in nature. Besides introducing some degree of specimen disturbance, they need to be sufficiently robust for insertion into the soil specimen, and they also need to be properly waterproofed to avoid short-circuiting. Ultrasonic transducers can solve the above-mentioned problems. However, the detection of shear waves can be challenging in soils, as reported in the literature. The objectives of this paper are to examine the difficulties of shear wave detection by ultrasonic transducers and to propose a hybrid bender element-ultrasonic system that partially alleviates the problems associated with bender/extender elements while still providing reliable shear wave velocity measurement. The hybrid system used was calibrated with standard materials, and tests were conducted on sand and kaolin specimens. Relative to bender/extender elements and ultrasonic transducers, the hybrid system showed better performance in determining wave velocities in soil tests, especially for shear waves.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender/extender element.
=650  \0$aCompression wave.
=650  \0$aShear wave.
=650  \0$aUltrasonic.
=650  \0$aVelocity.
=650  \0$aUltrasonics in biology.
=650  \0$aUltrasonics.
=650  14$aShear wave.
=650  24$aCompression wave.
=650  24$aVelocity.
=650  24$aUltrasonic.
=650  24$aBender/extender element.
=700  1\$aLeong, E. C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120158.htm

=LDR  04070nab a2200625 i 4500
=001  GTJ20130104
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130104$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130104$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC547
=082  04$a627.8$223
=100  1\$aCorreia dos Santos, Ricardo Neves,$eauthor.
=245  10$aLaboratory Test for Evaluating Limitation of Flows during Internal Erosion in Zoned Dams /$cRicardo Neves Correia dos Santos, Laura Maria Mello Saraiva Caldeira, Emanuel Maranha das Neves.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aA new laboratory test, named the flow limitation erosion test (FLET), has been designed and developed to study upstream flow limitation during the phase of progression of internal erosion in the embankment of zoned dams. Upstream flow limitation may occur because of the presence of the shell or a transition zone upstream of a cracked core. In the FLET, the soil specimen is composed of core and upstream shell materials. These are compacted inside a test apparatus made up of several pieces assembled in steps. Then the soil specimen is subjected to water flow through a predrilled hole in the core material to simulate a concentrated leak, initiated, for example, by large differential settlement or hydraulic fracture. In most tests, the hole is also drilled in the upstream material to simulate the scenario in which the mechanism causing the flaw in the core is also likely to affect the upstream zone. Combinations of the same core material and several types of coarse-grained upstream materials (broadly graded and gap-graded soils) are tested for a range of compaction conditions and hydraulic loads. It is shown that FLET is capable of assessing whether there is upstream flow limitation and whether the internal erosion process stops, shows a trend of slowing down, or progresses. Upstream flow limitation is shown to be dependent on the fines and gravel content, fines plasticity, and compaction water content of the upstream material. In the particular case of the tested gap-graded soils, it is shown to be also dependent on the initial gradient along the upstream material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCracking.
=650  \0$aFlow limitation.
=650  \0$aInternal erosion.
=650  \0$aTest apparatus.
=650  \0$aUpstream zone.
=650  \0$aZoned dams.
=650  \0$aConcrete dams$xDefects$xSimulation methods$xCongresses.
=650  \0$aDam safety$xCongresses.
=650  \0$aConcrete$xCracking$xCongresses.
=650  \0$aStructural analysis (Engineering)$xCongresses.
=650  \0$aFracture mechanics$xCongresses.
=650  \0$aGravity dams$xDefects$xCongresses.
=650  14$aTest apparatus.
=650  24$aZoned dams.
=650  24$aInternal erosion.
=650  24$aCracking.
=650  24$aFlow limitation.
=650  24$aUpstream zone.
=700  1\$aMello Saraiva Caldeira, Laura Maria,$eauthor.
=700  1\$adas Neves, Emanuel Maranha,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130104.htm

=LDR  03359nab a2200601 i 4500
=001  GTJ20120206
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120206$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120206$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aCowell, Tim,$eauthor.
=245  10$aPerformance Assessment of Geosynthetics and Cement as Subgrade Stabilization Measures /$cTim Cowell, Sangchul Pyo, Mohammed A. Gabr, Roy H. Borden, K. J. Kim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b43
=520  3\$aWork in this paper presents the results of field testing on four instrumented roadway sections constructed on poor subgrade soils and stabilized with select fill, geosynthetics, or cement. Loading was applied using 1000 consecutive truck passes and profile surveying was performed to provide permanent deformation (rutting) data. Peak vertical stresses at the subgrade as well as moisture conditions were also monitored during testing. Results indicated that the deep undercut (31 in./790 mm) with select material backfill section produced the largest cumulative rut depths due to shallow incremental plastic strains induced during each axle pass. The use of a thin Aggregate Base Course (ABC) surface layer (3 in./75 mm) over the select material reduced the rate of rutting. The biaxial geogrid and the high strength geotextile showed a relatively equal performance in all aspects of the study. The cement stabilized section produced a slightly larger average rut depth than the geosynthetically-reinforced sections due to localized areas of pronounced cumulative rutting. However, there were several areas of the soil-cement test section that performed as well as the geosynthetically-reinforced sections.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aField.
=650  \0$aGeosynthetics.
=650  \0$aRutting.
=650  \0$aSubgrade.
=650  \0$aUndercut.
=650  \0$aGeotextiles.
=650  \0$aSoil.
=650  14$aCement.
=650  24$aGeosynthetics.
=650  24$aSubgrade.
=650  24$aUndercut.
=650  24$aField.
=650  24$aRutting.
=700  1\$aPyo, Sangchul,$eauthor.
=700  1\$aGabr, Mohammed A.,$eauthor.
=700  1\$aBorden, Roy H.,$eauthor.
=700  1\$aKim, K. J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120206.htm

=LDR  03951nab a2200589 i 4500
=001  GTJ20130150
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130150$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130150$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aPS3573.O6418
=082  04$a813/.54$223
=100  1\$aRinehart, Robert V.,$eauthor.
=245  12$aA New Test for Cementation Potential of Embankment Dam Granular Filter Material /$cRobert V. Rinehart, Mark W. Pabst.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aGranular filters are used in embankment dams to protect against uncontrolled flow and internal erosion either through the embankment or the foundation. For proper performance, the filter material must not be able to sustain a crack even if the core material becomes cracked itself. Historically, the mechanism used to limit cracking potential is a restriction of no more than 5 % nonplastic fines. It has been recognized though that this requirement has not been effective in identifying cracking potential for all materials. Since the requirement is related to the exclusion of clay and silt size particles (i.e., fines) it appears to not always identify other minerals that can act as cementing agents. A supplemental test known as the Sand Castle Test was also developed, and although it did not specifically focus on detecting other binding agents it was thought to hold promise. However, since the original test lacked a precise procedure and sensitivity to some binding agents, a modification of the Sand Castle Test is being undertaken. This paper outlines the need for a new test and describes specimen preparation, Modified Sand Castle Test procedures, and results from 16 source materials from across the United States. A petrographic examination was carried out to investigate the cementing mechanisms in selected materials. Additionally, unconfined compression tests were performed on each material to help quantify the strength from cementation. The sand equivalency value was also determined for all materials to see how well it correlated with the Modified Sand Castle Test results. The Modified Sand Castle Test is shown to be a good indicator of cementation potential and correlates well with unconfined compressive strength, but to a lesser degree with sand equivalency value.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCementation.
=650  \0$aCohesion.
=650  \0$aCracking.
=650  \0$aEmbankment dam.
=650  \0$aGranular filter material.
=650  \0$aInternal erosion.
=650  \0$aModified sand castle test.
=650  \0$aSand Castle.
=650  \0$aSand.
=650  14$aEmbankment dam.
=650  24$aGranular filter material.
=650  24$aCohesion.
=650  24$aCementation.
=650  24$aCracking.
=650  24$aModified sand castle test.
=650  24$aInternal erosion.
=700  1\$aPabst, Mark W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130150.htm

=LDR  03431nab a2200601 i 4500
=001  GTJ20130094
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130094$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130094$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA775
=082  04$a624.1/5$223
=100  1\$aRam Rathan Lal, B.,$eauthor.
=245  10$aModel Tests on Geocell Walls Under Strip Loading /$cB. Ram Rathan Lal, J. N. Mandal.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThermal power stations in India produce an enormous quantity of fly ash as a by-product. Fly ash utilization and disposal in an environmental friendly manner is a foremost concern in India. In the present study, an attempt has been made for proper utilization of fly ash as an alternative backfill material in geocell walls. This study also provides an approach for the use of waste plastic water bottles as geocells. The geocell diameter and height used in the model testing is 70 mm. Two types of structural geometry were considered in the study: gravity wall type and facing wall type. The lateral deformation of geocell wall and settlement of the backfill were studied under strip loading by varying facing angle of the wall, with and without reinforcement in the backfill. For both the type of walls, model testing results show that the maximum lateral deformation of geocell wall, backfill settlement, and failure surcharge pressures increased with decreasing facing angle of wall. For the reinforced case, the lateral deformation of the geocell wall was reduced considerably. When the reinforcement placed at top and total layers, the maximum lateral deformation of the geocell wall occurred at mid height of the wall. However, for bottom layers reinforced backfill, the maximum lateral deformation occurred at the top.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBackfill.
=650  \0$aEnvironment.
=650  \0$aFly ash.
=650  \0$aGeocell.
=650  \0$aLateral deformation.
=650  \0$aSettlement.
=650  \0$aWater bottles.
=650  \0$aFoundations.
=650  \0$aSettlement of structures.
=650  \0$aSoil mechanics.
=650  14$aFly ash.
=650  24$aEnvironment.
=650  24$aBackfill.
=650  24$aGeocell.
=650  24$aWater bottles.
=650  24$aLateral deformation.
=650  24$aSettlement.
=700  1\$aMandal, J. N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130094.htm

=LDR  03214nab a2200565 i 4500
=001  GTJ20130054
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130054$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130054$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE571
=082  04$a551.3$223
=100  1\$aZhang, Fu-hai,$eauthor.
=245  10$aExperimental Research on Cohesive Sediment Deposition and Consolidation Based on Settlement Column System /$cFu-hai Zhang, Shuai-jie Guo, Bao-tian Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aCohesive sediment suspension deposition and consolidation mechanisms are mainly related to weight settlement and nonlinear consolidation processes. With the sediment settlement and suspension interface rate attenuation curves, sediment suspension settlement can be divided into different stages. The excessive pore pressure, void ratio, and saturated bulk density in depth all have nonlinear distributions. Consequently, settlement simulation and deposited layer tests are key in cohesive sediment suspension deposition and consolidation studies. This paper also proposes a new settlement column system recording the sediment interface settlement curves, the interface rate attenuation process, the excessive pore pressure, and the physical property distributions in a deposited sediment layer. Results from this study indicate that the newly developed system can effectively simulate cohesive sediment suspension deposition and consolidation in accordance with nonlinear consolidation characteristics.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesive sediment.
=650  \0$aConsolidation.
=650  \0$aDeposited sediment layer.
=650  \0$aDeposition.
=650  \0$aSettlement column experiment.
=650  \0$aSedimentation and deposition.
=650  \0$aWeathering.
=650  \0$aSCIENCE$xEarth Sciences$xSedimentology & Stratigraphy.
=650  14$aCohesive sediment.
=650  24$aDeposition.
=650  24$aConsolidation.
=650  24$aDeposited sediment layer.
=650  24$aSettlement column experiment.
=700  1\$aGuo, Shuai-jie,$eauthor.
=700  1\$aWang, Bao-tian,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130054.htm

=LDR  03512nab a2200529 i 4500
=001  GTJ20120018
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120018$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120018$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH375
=082  04$a624$223
=100  1\$aJelus?ic, Primoz?,$eauthor.
=245  13$aAn Adaptive Network Fuzzy Inference System Approach for Site investigation /$cPrimoz? Jelus?ic, Bojan Z?lender.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aSite investigation has to be effective and must be carried out in a systematic way. The purpose of this article is to evaluate the number of investigation points, field tests, and laboratory tests for a description of a building site. Such an assessment depends on many parameters based on experiences which cannot be physically evaluated. The guidance on spacing is available from many sources, and such guidance provides a starting point for the extent of investigation. The recommendations were examined and used for building of the model to predict the optimal number of investigation points. Several parameters with the biggest influence on the number of investigation points were considered. The influence of each parameter was determined on the basis of recommendations and engineering judgment. Increments of the minimum number of investigation points for a different building site conditions were used to construct the model with adaptive network fuzzy inference system (ANFIS). The formed ANFIS-SI model was applied on reference cases. There is a good agreement between the model and the reference cases. Additionally, the recommendations for the type and frequency of tests in each stratum are provided to optimize the soil investigation. The ANFIS-SI model, with integrated recommendations, can be used as a systematic decision support tool for engineers to evaluate the number of investigation points for a description of the building site.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFuzzy inference system.
=650  \0$aNumber of investigation points.
=650  \0$aSite investigation.
=650  \0$aUncertainties.
=650  \0$aBuilding sites.
=650  \0$aSoil mechanics.
=650  14$aSite investigation.
=650  24$aNumber of investigation points.
=650  24$aUncertainties.
=650  24$aFuzzy inference system.
=650  24$aAdaptive neuro-fuzzy inference system.
=700  1\$aZ?lender, Bojan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120018.htm

=LDR  04327nab a2200625 i 4500
=001  GTJ20130119
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130119$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130119$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA713
=082  04$a624/.151$223
=100  1\$aMao, Xuesong,$eauthor.
=245  10$aExperimental Study of Soil Water Migration in Freezing Process /$cXuesong Mao, Carol Miller, Zhongjie Hou, Abdul Khandker, Xuan Xiao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aSoil water migration is a significant factor in the development of subgrade ice layers in permafrost areas. The prediction of moisture inflow to the freezing zone is an important element in the design and analysis of robust highway subgrade in permafrost regions. In order to better understand moisture inflow to the freezing zone, we designed an experimental investigation to monitor the variation of water content and temperature in freezing soil. Identical experiments were conducted using three different soil types: clay, silt, and fine sand. Moisture was supplied from the sample base while the column was maintained at a constant nonfreezing temperature and moisture equilibration was achieved. A temperature gradient was then applied to the sample via the application of a subfreezing temperature at the column surface. The changes in the temperature and water content of the sample were measured at regular time intervals. Based on the freezing rate, the freezing process can be classified into three stages: the quick frost stage, the transition frost stage, and the stable frost stage. During the freezing process, the inflow rates increased as the thickness of the ice lens increased. When the maximum rate was reached, the final (maximum) thickness of the ice lens was attained. Subsequently, the water inflow rates decreased. All of the water supplied from the bottom of the sample flowed into the frost section during the freezing process, with the moisture contents in the lower portion remaining relatively unchanged. The segregation potential changed with the freezing rate and soil type. This paper proposes the concept of "generalized segregation potential" to extend the traditional segregation potential concept. The use of this new concept with an existing moisture inflow prediction model provided excellent correspondence to measured inflow rates for all three study soils in the early and late stages of the test but overpredicted the inflow rates in the mid-range of the test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFreezing rate.
=650  \0$aGeneralized segregation potential.
=650  \0$aMoisture inflow.
=650  \0$aMoisture migration.
=650  \0$aTemperature gradient.
=650  \0$aFrost heaving.
=650  \0$aSoilfreezing.
=650  \0$aFrozen soils.
=650  \0$aFrost action.
=650  \0$aSoilmechanics.
=650  \0$aSoilwater.
=650  14$aMoisture migration.
=650  24$aFreezing rate.
=650  24$aTemperature gradient.
=650  24$aGeneralized segregation potential.
=650  24$aMoisture inflow.
=700  1\$aMiller, Carol,$eauthor.
=700  1\$aHou, Zhongjie,$eauthor.
=700  1\$aKhandker, Abdul,$eauthor.
=700  1\$aXiao, Xuan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130119.htm

=LDR  03799nab a2200589 i 4500
=001  GTJ20130123
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130123$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130123$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.367
=082  04$a631.4/32$223
=100  1\$aAgan, Celal,$eauthor.
=245  10$aDetermination of Relationships Between Menard Pressuremeter Test and Standard Penetration Test Data by Using ANN model :$ba Case Study on the Clayey Soil in Sivas, Turkey /$cCelal Agan, Halil Murat Algin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aAn extensive site characterization study, consisting of 70 Menard pressuremeter tests and 77 standard penetration tests was undertaken on the clayey soil deposit of high plasticity prior to the construction of 4 Eylul Dam's water treatment plant which provides water supply to Sivas (Turkey). It is aimed to investigate the possible relationships between standard penetration and pressuremeter parameters for the clayey soil in Sivas. To obtain the accurate empirical equations, nonlinear regression analysis between standard penetration blow counts, pressuremeter modulus, and limit pressure were undertaken. An artificial neural network model was developed for accurate estimation of corresponding pressuremeter data based on the measured values. The measured data and calculated performance values were used at the design of Levenberg-Marquardt based multi-layer perceptron artificial neural network model. Calculated values were compared to the predicted values using the statistical error analysis. The relationship between limit pressure and undrained shear strength obtained from the conducted unconfined compression strength tests is also presented. The proposed equations are compared with those obtained from previous studies. The paper concludes that the presented equations based on the nonlinear regression analysis may be valuable for similar soils and beneficial to the practitioners for comparing, evaluating and reciprocal conversion of the parameters obtained from standard penetration and pressuremeter tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClayey soil.
=650  \0$aCorrelation.
=650  \0$aLimit pressure.
=650  \0$aMenard pressuremeter.
=650  \0$aPressuremeter modulus.
=650  \0$aSPT blow count.
=650  \0$aStandard penetration test.
=650  \0$aClayey soils.
=650  14$aMenard pressuremeter.
=650  24$aStandard penetration test.
=650  24$aPressuremeter modulus.
=650  24$aLimit pressure.
=650  24$aSPT blow count.
=650  24$aCorrelation.
=650  24$aClayey soil.
=650  24$aSivas (Turkey)
=700  1\$aAlgin, Halil Murat,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130123.htm

=LDR  03027nab a2200565 i 4500
=001  GTJ20130091
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130091$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130091$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aLiu, Xianfeng,$eauthor.
=245  10$aUse of Hand-Spray Plaster as a Coating for Soil Bulk Volume Measurement /$cXianfeng Liu, Olivier Buzzi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThis paper presents a new coating material [hand-spray plaster (HSP)] used to measure the bulk volume of soil specimens having irregular shapes. The new method has been validated against two benchmark methods, namely, the wax and plastic bag methods, by conducting swelling and shrinkage tests on intact Maryland clay. The results show that the new method yields similar values of volume but with much reduced data scattering. The HSP method is also far easier to use than the other two methods. Finally, the stiffness of the coating has been measured and its restraining effect has been found to be negligible. Some of the benefits of using the HSP method are: (1) limited fluid retention by the specimen post-immersion for volume measurement, (2) reduced water-intake rate with elimination of cracking upon swelling caused by high-suction gradients, (3) absence of the restraining effect on specimens upon swelling, and (4) accurate determination of the swelling and shrinkage curves with only one specimen per curve.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBulk volume.
=650  \0$aCoating.
=650  \0$aCracking.
=650  \0$aExpansive soil.
=650  \0$aShrinkage.
=650  \0$aSwelling.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aExpansive soil.
=650  24$aBulk volume.
=650  24$aShrinkage.
=650  24$aSwelling.
=650  24$aCoating.
=650  24$aCracking.
=700  1\$aBuzzi, Olivier,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130091.htm

=LDR  03254nab a2200553 i 4500
=001  GTJ20130122
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130122$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130122$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN281
=082  04$a622/.24$223
=100  1\$aBaziw, Erick,$eauthor.
=245  10$aSignal Processing Challenges When Processing DST and CST Seismic Data Containing TIRs /$cErick Baziw, Gerald Verbeek.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (20 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aDownhole Seismic Testing (DST) and Crosshole Seismic Testing (CST) are important geotechnical testing techniques which provide for low strain (<10-5) in situ compression (Vp) and shear (Vs) wave velocity estimates. The Vs and Vp interval velocities are determined by obtaining relative arrival times of source waves as they travel through the stratigraphy and are recorded by one or more vertically (DST) and/or horizontally (CST) offset seismic sensors. The relative arrival times are typically obtained by cross-correlating the recorded source waves or identifying reference features within the seismic trace such as a peak, trough, crossover point, or first break. A very common and yet poorly understood problem encountered in DST and CST is the analysis of seismograms that contain Total Internal Reflections (TIRs). TIRs arise when the incident angle exceeds the critical angle; as a result of which reflection coefficients become complex, which in turn leads to distortions in the reflected source wave. This paper addresses the issue of TIRs and the signal processing challenges when processing seismic data containing TIRs.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlind deconvolution.
=650  \0$aCrosshole seismic testing.
=650  \0$aDownhole seismic testing.
=650  \0$aPhase shifts.
=650  \0$aReflections.
=650  \0$aTotal internal reflections.
=650  \0$aExcavation$vMethodology.
=650  14$aDownhole seismic testing.
=650  24$aCrosshole seismic testing.
=650  24$aTotal internal reflections.
=650  24$aBlind deconvolution.
=650  24$aReflections.
=650  24$aPhase shifts.
=700  1\$aVerbeek, Gerald,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130122.htm

=LDR  04085nab a2200589 i 4500
=001  GTJ20120189
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120189$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120189$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE153
=082  04$a625.7/33$223
=100  1\$aJian, Zhou,$eauthor.
=245  10$aImpact of Shear Stress on Strain and Pore Water Pressure Behavior of Intact Soft Clay Under Principal Stress Rotation /$cZhou Jian, Xu. Changjie.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aThe effect of shear stress on strain development and pore water accumulation resulting from principal stress rotation tests on intact Hangzhou soft clay using a Zhejiang University hollow cylinder apparatus (ZJU-HCA) is reported. Different types of tests were designated, including a shearing test along the fixed principal stress direction, a pure rotation test, and both clockwise and anti-clockwise rotation tests. The mean principal stress was kept constant in all tests. The intermediate principal stress coefficient (b) was set to 0.5. The pore pressure coefficient, deduced using a double yield surface theory, revealed that the volume yield surface function was not affected by the rotation of the principal stress axes. The pore water pressure in the fixed principal stress direction test and in the pure rotation test was shown to be mainly controlled by the shear stress level. As the results revealed that the anti-clockwise rotation would have a higher effect on pore water pressure than clockwise rotation, the pore water pressure generated in the clockwise rotation test was relatively small. Because b was set to 0.5, the radial strain was very small. The development of the axial strain was symmetrical to the circumferential strain, which coincided with the horizontal symmetry of the axial stress and circumferential stress. Both the shear stress level and rotation angle have a pronounced effect on strain development. When soil subjected to pure principal stress rotation under the conditions of high stress levels, large strains would be expected and any underestimation will lead to insecurity. If the specimen experienced a preceding rotation, its influence on the strain development in the subsequent rotation was significant. The variation of octahedral shear stiffness Goct with rotation angle also demonstrated the deterioration of the preceding rotation in the following rotation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPore pressure.
=650  \0$aPrincipal stress rotation.
=650  \0$aShear stress.
=650  \0$aSoft clay.
=650  \0$aStrain.
=650  \0$aShear strength of soils.
=650  \0$aSoil penetration test.
=650  \0$aSoil stabilization.
=650  \0$aSoft clays.
=650  \0$aSlope stability.
=650  \0$aGround settlement.
=650  14$aPrincipal stress rotation.
=650  24$aShear stress.
=650  24$aPore pressure.
=650  24$aStrain.
=650  24$aSoft clay.
=700  1\$aChangjie, Xu.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120189.htm

=LDR  03493nab a2200541 i 4500
=001  GTJ20130089
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130089$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130089$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD547
=082  04$a541.3/3$223
=100  1\$aDeJong, J. T.,$eauthor.
=245  10$aDevelopment of a Scaled Repeated Five-Spot Treatment Model for Examining Microbial Induced Calcite Precipitation Feasibility in Field Applications /$cJ. T. DeJong, B. C. Martinez, T. R. Ginn, C. Hunt, D. Major, B. Tanyu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aMicrobial induced calcite precipitation (MICP) has been heavily investigated in laboratory experiments with few forays into field-scale implementation. Conventionally, MICP refers to an alternative technology for improving the geotechnical properties of soils via microbially mediated urea hydrolysis inducing conditions for calcite precipitation at particle contacts. The study presented herein focuses on up-scaling the conventional treatment process to more realistic volumes through the development of a scaled repeated five-spot treatment model. Commonly used in oil recovery applications, the repeated five-spot well pattern provides for a flow symmetry condition allowing for improved laboratory model feasibility. A conventional MICP two-phase treatment technique resulted in improvement in the target treatment (0.5 m by 0.5 m by 0.15 m) zone with small spatial variation. Sensors, including bender elements and sampling wells, provided valuable insight into the evolution of biological, chemical, and mechanical changes spatially and temporally during treatment. Overall, the scaled repeated five-spot treatment model was successful at capturing a complex treatment scenario involving a bio-mediated soil improvement technology and demonstrated the potential to capture complex scenarios of soil improvement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBiomediated ground improvement.
=650  \0$aCalcite precipitation.
=650  \0$aMICP.
=650  \0$aPrecipitation (Chemistry)
=650  14$aCalcite precipitation.
=650  24$aMICP.
=650  24$aBiomediated ground improvement.
=650  24$a5-spot well pattern.
=700  1\$aMartinez, B. C.,$eauthor.
=700  1\$aGinn, T. R.,$eauthor.
=700  1\$aHunt, C.,$eauthor.
=700  1\$aMajor, D.,$eauthor.
=700  1\$aTanyu, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130089.htm

=LDR  03196nab a2200637 i 4500
=001  GTJ102749
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102749$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102749$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSilvestri, Vincenzo,$eauthor.
=245  10$aUndrained Response of Clay in Hollow Cylinder Expansion Tests /$cVincenzo Silvestri, Riad Diab, Ghassan Abou Samra, Christian Bravo-Jonard.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThis paper presents the results of undrained plane strain expansion tests of hollow cylindrical specimens of normally consolidated clay. The stress-strain curves and the total stress paths are first deduced from the experimental radial pressure-expansion relationships by using Nadai's total stress approach. The stress-strain curves are then compared with theoretical relations based on the modified Cam clay theory. The effective stress paths, which are obtained by subtracting measured pore water pressure from the total stress paths, are also compared with those derived from the modified Cam clay. Finally, the undrained shear strengths, calculated from both Nadai's approach and the modified Cam clay, are compared with values determined by using an expression based upon an elastic perfectly plastic model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExpansion tests.
=650  \0$aHollow cylinder tests.
=650  \0$aModified Cam clay.
=650  \0$aNormally consolidated clay.
=650  \0$aPlane strain conditions.
=650  \0$aStress paths.
=650  \0$aStress-strain curves.
=650  \0$aUndrained.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aExpansion tests.
=650  24$aHollow cylinder tests.
=650  24$aNormally consolidated clay.
=650  24$aModified Cam clay.
=650  24$aStress-strain curves.
=650  24$aStress paths.
=650  24$aUndrained.
=650  24$aPlane strain conditions.
=700  1\$aDiab, Riad,$eauthor.
=700  1\$aAbou Samra, Ghassan,$eauthor.
=700  1\$aBravo-Jonard, Christian,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102749.htm

=LDR  03497nab a2200529 i 4500
=001  GTJ103152
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103152$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103152$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTK7867
=082  04$a621.3815$223
=100  1\$aSchanz, Tom,$eauthor.
=245  10$aEffects of Temperature on Measurements of Soil Water Content with Time Domain Reflectometry /$cTom Schanz, Wiebke Baille, Long Nguyen Tuan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThis paper analyses the effects of temperature on the quantification of soil water content by means of time domain reflectometry (TDR) method. For this purpose, the dielectric constant of soil specimens with known water content was measured at different temperatures in a range of 20-80° C. The soil types used in the present study were fine sand, sand-bentonite mixture (SBM), and sandy loam. For each soil type, the dielectric constant of at least three specimens having identical dry density but varying initial water content was measured at temperatures ranging from 20 to 80° C. The results obtained agree with previous studies showing that there are two competing phenomena during the measurement of soil water content by means of TDR: (i) The soil bulk dielectric constant increases with increasing temperature due to the release of bound water from soil solid particles and (ii) the soil bulk dielectric constant decreases with increasing temperature due to the temperature effect of free water molecules. Moreover, it has an existing equilibrium water content at which both competing phenomena compensate each other. However, for the SBM no equilibrium water content was found, but the dielectric constant increased significantly with the temperature for the whole water content range. This can be explained by the significant clay content and the high specific surface area, which leads to a dominating effect of the increase of soil bulk dielectric constant with increasing temperature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aSand-bentonite mixture.
=650  \0$aSoil water.
=650  \0$aTemperature.
=650  \0$aElectronic circuits.
=650  14$aCalibration.
=650  24$aTDR.
=650  24$aTemperature.
=650  24$aSoil water.
=650  24$aSand-bentonite mixture.
=700  1\$aBaille, Wiebke,$eauthor.
=700  1\$aTuan, Long Nguyen,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103152.htm

=LDR  03132nab a2200529 i 4500
=001  GTJ103134
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103134$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103134$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA274.42
=082  04$a519.2/3$223
=100  1\$aFuenkajorn, Kittitep,$eauthor.
=245  10$aLaboratory Determination of Direct Tensile Strength and Deformability of Intact Rocks /$cKittitep Fuenkajorn, Sippakorn Klanphumeesri.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThe direct tensile strength and deformability are determined from dog-bone shaped specimens of intact sandstone, limestone, and marble by using a compression-to-tension load converter. The device allows a measurement of the rock elastic modulus and Poisson's ratio under uniaxial tensile and compressive stresses on the same specimen. A series of finite difference analyses is performed to obtain a suitable specimen configuration that provides unidirectional tensile stresses at the mid-section of the specimen. The results indicate that the direct tensile strengths are clearly lower than the Brazilian and ring tensile strengths. The elastic moduli and Poisson's ratios under uniaxial tension are lower than those under uniaxial compression. The discrepancy probably relates to the amount and distribution of the pore spaces and micro-fissures and the bond strength of cementing materials. The porous and relatively poor-bonding sandstone shows a greater difference between the tensile and compressive elastic moduli and Poisson's ratios compared to those of the dense and well-bonding marble and limestone.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect tension.
=650  \0$aPoisson's ratio.
=650  \0$aStress gradient.
=650  \0$aPoisson.
=650  \0$aelastic modulus.
=650  \0$atensile strength.
=650  14$aDirect tension.
=650  24$aTensile strength.
=650  24$aElastic modulus.
=650  24$aPoisson's ratio.
=650  24$aStress gradient.
=700  1\$aKlanphumeesri, Sippakorn,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103134.htm

=LDR  03071nab a2200553 i 4500
=001  GTJ103177
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103177$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103177$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN780
=082  04$a669.3$223
=100  1\$aRahardjo, H.,$eauthor.
=245  10$aWater Characteristic Curves of Recycled Materials /$cH. Rahardjo, K. Vilayvong, E. C. Leong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b42
=520  3\$aWater characteristic curves (WCCs) of recycled materials are not well researched. In this study, the WCCs of three specimens from recycled concrete aggregate, three specimens from reclaimed asphalt pavement, and one specimen from spent copper slag are studied. The objective of this study is to obtain WCCs of the recycled materials by using the Tempe cell pressure extractor for standard soil-water characteristic curve determination. Properties of drying WCC of the recycled materials were determined by using a best fit WCC equation. The results showed air-entry value of the recycled materials with high gravel content that occurred at low matric suction below 1.0 kPa and a steep WCC. The results from the WCC and saturated coefficient of permeability tests were incorporated into a statistical model to indirectly predict the permeability function of the recycled materials. The permeability functions of the recycled materials are also presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMatric suction.
=650  \0$aReclaimed asphalt pavement.
=650  \0$aRecycled concrete aggregate.
=650  \0$aspent copper slag.
=650  \0$asoil-water characteristic curve.
=650  \0$apermeability function.
=650  14$aSoil-water characteristic curve.
=650  24$aPermeability function.
=650  24$aMatric suction.
=650  24$aRecycled concrete aggregate.
=650  24$aReclaimed asphalt pavement.
=650  24$aSpent copper slag.
=700  1\$aVilayvong, K.,$eauthor.
=700  1\$aLeong, E. C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103177.htm

=LDR  03449nab a2200541 i 4500
=001  GTJ102926
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102926$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102926$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aDai, Guoliang,$eauthor.
=245  10$aStatic Testing of Pile-Base Post-Grouting Piles of the Suramadu Bridge /$cGuoliang Dai, Weiming Gong, Xueliang Zhao, Xiangqin Zhou.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aPile-base post-grouting is a method in which solidifiable cement slurry is injected into the base of the pile through grouting pipes after the strength of the concrete reaches a certain value to strengthen the loose sediment at the hole base and the soil around the pile. The roles of grouting are to eliminate the influence of the technological defects of bored piles, to recover the bearing capacities of strata, and to improve the bearing capacities of piles. Pile-base post-grouting piles technology and Osterberg Cell load testing were applied to some test piles of the Suramadu Bridge. Based on test results of the bearing capacity, side frictional resistance, and base resistance of piles before and after grouting, post-grouting was found to have an obvious role in improving the quality, bearing capacity, and load transfer characteristics of the piles. An equation for calculating post-grouting piles under specific grouting conditions was obtained based on the statistical analysis of more than 50 test piles. The ranges of the improvement coefficients of side frictional and pile-base resistance for different soils are given. Key technologies and parameters of post-grouting are also suggested. The results of this research can be applied to designing bridge pile foundations, which may tap the bearing potential of the piles and result in notable economic benefits.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aImprovement coefficient.
=650  \0$aOC test.
=650  \0$aPile-base post-grouting.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aOC test.
=650  24$aPile-base post-grouting.
=650  24$aBearing capacity.
=650  24$aImprovement coefficient.
=700  1\$aGong, Weiming,$eauthor.
=700  1\$aZhao, Xueliang,$eauthor.
=700  1\$aZhou, Xiangqin,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102926.htm

=LDR  03510nab a2200553 i 4500
=001  GTJ103060
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103060$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103060$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aFattah, Mohammed Y.,$eauthor.
=245  10$aStress Concentration Ratio of Model Stone Columns in Soft Clays /$cMohammed Y. Fattah, Kais T. Shlash, Maki J. Mohammed Al-Waily.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aIn this work, laboratory experiments have been carried out to study the value of the stress concentration ratio, n, which is defined as the ratio of vertical stress acting on the stone column to that acting on the surrounding soil. A laboratory setup was manufactured in which two proving rings are used to measure the total load applied to the soil-stone column system and the individual load carried directly by the stone column. The foundation steel plates have 220 mm diameter and 5 mm thickness. These plates contain 1, 2, 3, and 4 holes. The spacing between all the holes equals twice the stone column diameter, D, center to center. The stone columns made of crushed stone were installed in very soft clays having undrained shear strength ranging between 6 and 12 kPa. Two length to diameter ratios L/D were tried, namely, L/D=6 and 8. The testing program consists of 30 tests on single, two, three, and four columns to study the stress concentration ratio and the bearing improvement ratio (qtreared/ q untreated) of stone columns. The experimental tests showed that the stone columns with L/D=8 provided a stress concentration ratio n of 1.4, 2.4, 2.7, and 3.1 for the soil having a shear strength cu=6 kPa, treated with single, two, three, and four columns, respectively. The values of n were decreased to 1.2, 2.2, 2.5, and 2.8 when the L/D=6. The values of n increase when the shear strength of the treated soil was increased to 9 and 12 kPa.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGroup.
=650  \0$aLaboratory model.
=650  \0$aSoft clay.
=650  \0$aStone columns.
=650  \0$aStress concentration.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aStone columns.
=650  24$aGroup.
=650  24$aStress concentration.
=650  24$aLaboratory model.
=650  24$aSoft clay.
=700  1\$aShlash, Kais T.,$eauthor.
=700  1\$aAl-Waily, Maki J. Mohammed,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103060.htm

=LDR  02543nab a2200529 i 4500
=001  GTJ102879
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102879$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102879$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aBerre, Toralv,$eauthor.
=245  10$aTriaxial Testing of Soft Rocks /$cToralv Berre.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThe main purpose of this paper is to describe the present practice for triaxial testing at the Norwegian Geotechnical Institute with particular reference to testing of soft rocks from the oil reservoirs in the North Sea. The following aspects related to this testing are described: (a) testing equipment, (b) procedures for typical stages of the testing, (c) estimation of the allowable rate of loading to control excess pore pressures, (d) means to speed up the expulsion of pore liquid from low permeability rocks, (e) local measurements of strains with LVDTs, and (f) testing at high temperatures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAllowable rates of testing.
=650  \0$aHigh temperature.
=650  \0$aLocal strain measurements.
=650  \0$aSoft rocks.
=650  \0$aTriaxial testing.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aTriaxial testing.
=650  24$aSoft rocks.
=650  24$aAllowable rates of testing.
=650  24$aLocal strain measurements.
=650  24$aHigh temperature.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102879.htm

=LDR  03727nab a2200517 i 4500
=001  GTJ103080
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103080$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103080$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE391.B55
=082  04$a553/.61$223
=100  1\$aRico, Razakamanantsoa A.,$eauthor.
=245  10$aHydraulic Conductivity Determination of Compacted Sand-Bentonite Mixture Using Filter Press /$cRazakamanantsoa A. Rico, Barast Gilles, Djeran-Maigre Irini.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThis paper presents a method to adapt a measurement in order to enhance its exploitation time and provide a suitable comparison with standard permeability tests. The filter press apparatus used for the fluid loss test (FLT) was selected to elaborate a hydraulic performance method, which is used for compacted sand-bentonite mixtures. An analytical method was developed for hydraulic conductivity determination. Material and test parameters (hydraulic pressure Po, hydraulic gradient i, hydraulic conductivity ko, and ? coefficient) were highlighted. Series of experiments were performed with a filter press and rigid wall permeameter (RWP). The hydraulic study was performed on samples composed of soil with 2 %, 3.5 %, and 5 % of an activated Ca-bentonite permeated with a weakly 1×10-3 M NaCl. An improved FLT (IFLT) leads to a differentiation of the effect of clay concentration on hydraulic conductivity, but it is not suitable enough to estimate the hydraulic conductivity value as the RWP. Direct test comparisons between RWP and IFLT show hydraulic conductivity values of the same order of magnitude. Sample compaction is known to reduce the void ratio variation. However, thickness variation may occur during testing due to a combination of swelling and consolidation effects caused by the hydraulic head. Then, the mechanical behaviour of the compacted sample was investigated with an oedometer. The IFLT method could provide rapid hydraulic performance indication compared to standard permeability tests. Further investigations would be needed to properly take into account the mechanical effect of the pressure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompacted sand-bentonite mixture.
=650  \0$aHydraulic conductivity.
=650  \0$aImproved fluid loss test.
=650  \0$aRigid wall permeameter test.
=650  \0$aBentonite.
=650  14$aHydraulic conductivity.
=650  24$aCompacted sand-bentonite mixture.
=650  24$aImproved fluid loss test.
=650  24$aRigid wall permeameter test.
=700  1\$aGilles, Barast,$eauthor.
=700  1\$aIrini, Djeran-Maigre,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103080.htm

=LDR  03088nab a2200541 i 4500
=001  GTJ103000
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103000$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103000$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aPitanga, Heraldo Nunes,$eauthor.
=245  10$aMeasurement of Gas Permeability in Geosynthetic Clay Liners in Transient Flow Mode /$cHeraldo Nunes Pitanga, Patrick Pierson, Orencio Monje Vilar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aGeosynthetic clay liners (GCLs) are often selected as a part of the barrier layer for cover systems in solid waste landfills to prevent infiltration of rainfall and migration of biogas into the atmosphere. To address the ability of GCLs to mitigate gas flow through cover layers, this paper presents an apparatus and testing method to measure the gas permeability of non-saturated and strained GCLs in the laboratory. The test is performed following a transient gas flow regime, and the test results are interpreted using a simple analytical solution. A series of gas permeability tests was performed on a needle-punched GCL with a degree of saturation between 32 % and 47 %. The specimens were tested under a 20 kPa load and 1.3 % strain in the radial direction, whereas the gas flow was induced by a gas differential pressure of less than 4 kPa. The results show that both the apparatus and the testing method can provide a reliable, fast, and simple method to measure the gas permeability of GCLs.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGas permeability test.
=650  \0$aGeosynthetic clay liner.
=650  \0$aLandfill cover.
=650  \0$aTransient flux.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aGeosynthetic clay liner.
=650  24$aLandfill cover.
=650  24$aTransient flux.
=650  24$aGas permeability test.
=700  1\$aPierson, Patrick,$eauthor.
=700  1\$aVilar, Orencio Monje,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103000.htm

=LDR  03420nab a2200625 i 4500
=001  GTJ102981
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102981$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102981$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aCastelbaum, David,$eauthor.
=245  10$aLaboratory Apparatus and Procedures for Preparing Test Specimens of Slurry Mixed Soils /$cDavid Castelbaum, Mitchell R. Olson, Thomas C. Sale, Charles D. Shackelford.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aA laboratory mixing apparatus used to prepare test specimens of columns of soil mixed with slurries consisting of clay, typically bentonite, and granular zero-valent iron (ZVI) is described. The slurries are injected and simultaneously mixed into the soil via a hollow-stem auger to mimic the process that occurs in the field associated with the remediation of source zones contaminated with chlorinated solvents (e.g., carbon tetrachloride and trichloroethylene) using large-diameter (e.g., 2.4 m or 8 ft) hollow-stem augers. The presentation includes descriptions of the testing apparatus and procedures for preparing the test columns, mixing the slurries into the base (host) soil, and determining the resulting vertical distributions in the physical properties (e.g., unit weight, water content, porosity, void ratio, clay content, ZVI content, and degree of saturation) of the post-mixed column specimens. Example results of the vertical distributions in physical properties as well as of treatability studies for base soils that were contaminated with chlorinated solvents are provided to illustrate the use of the laboratory apparatus and testing procedures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite.
=650  \0$aChlorinated solvents.
=650  \0$aKaolin.
=650  \0$aSand.
=650  \0$aSlurries.
=650  \0$aSoil mixing.
=650  \0$aZero-valent iron.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aBentonite.
=650  24$aChlorinated solvents.
=650  24$aKaolin.
=650  24$aSand.
=650  24$aSlurries.
=650  24$aSoil mixing.
=650  24$aZero-valent iron (ZVI)
=700  1\$aOlson, Mitchell R.,$eauthor.
=700  1\$aSale, Thomas C.,$eauthor.
=700  1\$aShackelford, Charles D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102981.htm

=LDR  02888nab a2200529 i 4500
=001  GTJ103056
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103056$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103056$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.82
=082  04$a551.9$223
=100  1\$aScheuermann, Alexander,$eauthor.
=245  10$aDetermination of Porosity Distributions of Water Saturated Granular Media Using Spatial Time Domain Reflectometry (Spatial TDR) /$cAlexander Scheuermann.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aA sensor has been developed for the investigation of erosion processes in cylindrical specimens that permits the determination of porosity distributions using spatial time domain reflectometry (spatial TDR). Spherical glass beads saturated with water were used as a model material. The porosity was varied by mixing different size glass beads, and a physical mixing rule was optimized to determine a temperature dependent calibration function between dielectric permittivity and porosity. Homogeneous specimens were used to calibrate the sensor. An inversion algorithm was used for the analysis of the TDR signals. Both the sensor and the procedure were tested using specimens of glass beads comprised of layers with different porosities. The comparison between the measured and predefined porosity distributions shows satisfactory agreement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInversion.
=650  \0$aMaterial calibration.
=650  \0$aPorosity distribution.
=650  \0$aSensor calibration.
=650  \0$aTime domain reflectometry.
=650  \0$aPorosity.
=650  \0$aAdsorption.
=650  14$aPorosity distribution.
=650  24$aTime domain reflectometry.
=650  24$aInversion.
=650  24$aSensor calibration.
=650  24$aMaterial calibration.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103056.htm

=LDR  01977nab a2200409 i 4500
=001  GTJ103844
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103844$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103844$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aHamidi, Babak,$eauthor.
=245  10$aDiscussion on "Stress Concentration Ratio of Model Stone Columns in Soft Clays" by Fattah, M., Shlash, K., and Al-Waily, M., Geotechnical Testing Journal, Vol. 34, No. 1, Paper ID GTJ 103060 /$cBabak Hamidi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aThe authors state that "Most researchers consider the stone column to behave as a pile. Therefore, the criteria proposed for defining the failure load of the pile can be adopted for stone columns." The writer does not agree with this statement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103844.htm

=LDR  03067nab a2200577 i 4500
=001  GTJ103691
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103691$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103691$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN281
=082  04$a622/.24$223
=100  1\$aPe?pin, Nicolas,$eauthor.
=245  10$aSeismic Simulator Testing to Investigate the Cyclic Behavior of Tailings in an Instrumented Rigid Box /$cNicolas Pe?pin, Michel Aubertin, Michael James, Martin Leclerc.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aHard rock mine tailings are prone to liquefaction when subjected to the cyclic loading of earthquakes. This response may cause failure of the retaining dams and the release of liquefied tailings. To investigate the geotechnical response of tailings during cyclic loading, an experimental program was conducted using a physical model consisting of an instrumented, rigid box on a large seismic (shaking) simulator. The main objective of the tests performed on tailings was to assess, in a relative manner, their response to cyclic loads, without and with drainage or rigid inclusions (or a combination of both). As the results obtained during such tests can be significantly influenced by the experimental procedure, a rigorous methodology was followed for this experimental program. This paper presents the details of the methodology developed to conduct such tests, as well as some of the results obtained.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInclusions.
=650  \0$aInstrumentation.
=650  \0$aLiquefaction.
=650  \0$aRigid box.
=650  \0$aSeismic simulator.
=650  \0$aTailings.
=650  \0$aExcavation$vMethodology.
=650  14$aLiquefaction.
=650  24$aSeismic simulator.
=650  24$aRigid box.
=650  24$aInstrumentation.
=650  24$aTailings.
=650  24$aInclusions.
=700  1\$aAubertin, Michel,$eauthor.
=700  1\$aJames, Michael,$eauthor.
=700  1\$aLeclerc, Martin,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103691.htm

=LDR  03607nab a2200601 i 4500
=001  GTJ103742
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103742$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103742$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRC771.I58
=082  04$a616.73$223
=100  1\$aXu, Ding-Ping,$eauthor.
=245  12$aA Comparative Study on the Shear Behavior of an Interlayer Material Based on Laboratory and In Situ Shear Tests /$cDing-Ping Xu, Xia-Ting Feng, Yu-Jun Cui, Ya-Li Jiang, Ke. Huang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aIn order to evaluate the overall stability of the underground powerhouse at the future Baihetan hydropower station in China, the shear strength of a weak intercalation soil in the host rock has been investigated via in situ direct shear and laboratory shear tests. A comparative study was performed based on the two test results. It has been observed that both tests show elastic perfect-plastic behavior. A significant heterogeneity of the samples has been identified under both laboratory and field conditions. The samples' disturbance seems to be a less important factor than the samples' variability. The size effect has been evidenced by the friction angle obtained in the laboratory on small samples, which is greater than that obtained in the field on larger samples. The clay fraction has been found to be an important factor; its increase reduces the friction angle and increases the cohesion. Without considering some particular data due to the soil heterogeneity, a negligible effect of the initial degree of saturation has been identified. Comparisons between the results of the field tests and those from the laboratory tests show good consistency in terms of the effects of the clay fraction and the initial degree of saturation, indicating a relatively secondary effect of the sample size and variability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBaihetan site.
=650  \0$aComparative study.
=650  \0$aIn situ shear test.
=650  \0$aInterlayer staggered zone.
=650  \0$aLaboratory shear test.
=650  \0$aShear behavior.
=650  \0$aShear test.
=650  \0$aShear.
=650  14$aBaihetan site.
=650  24$aInterlayer staggered zone.
=650  24$aLaboratory shear test.
=650  24$aIn situ shear test.
=650  24$aShear behavior.
=650  24$aComparative study.
=700  1\$aFeng, Xia-Ting,$eauthor.
=700  1\$aCui, Yu-Jun,$eauthor.
=700  1\$aJiang, Ya-Li,$eauthor.
=700  1\$aHuang, Ke.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103742.htm

=LDR  03300nab a2200529 i 4500
=001  GTJ103787
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103787$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103787$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN948.B4
=082  04$a553.6/1$223
=100  1\$aSample, Kristin M.,$eauthor.
=245  10$aApparatus for Constant Rate-of-Strain Consolidation of Slurry Mixed Soils /$cKristin M. Sample, Charles D. Shackelford.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b43
=520  3\$aA constant rate-of-strain (CRS) consolidation apparatus was developed to allow testing of slurry mixed soils prepared within 102-mm (4-in) inner diameter acrylic columns with varying lengths using a laboratory mixing apparatus. The laboratory mixing apparatus was previously developed to mimic the mixing process associated with the use of slurries containing bentonite and granular zero-valent iron (ZVI) for in situ remediation at sites contaminated with chlorinated solvents. Example consolidation results are provided for specimens of dry sand mixed with bentonite-ZVI slurry with lengths of 305 mm (12 in), 457 mm (18 in), or 610 mm (24 in). After mixing, all of the specimens except for the 610-mm specimen were consolidated directly within the same columns to minimize sampling disturbance. The 610-mm specimen was sectioned into thirds before consolidation testing to evaluate effects of vertical heterogeneity. As expected, all specimens were highly compressible, with maximum (large) strains ranging from 10.7 % to 48.0 %. For specimens prepared and tested within the same columns, the effects of differences in column length and strain rate were minor. The CRS testing apparatus offered a convenient, rapid (< 3 day), and economical approach for evaluating the consolidation behavior of the bentonite-ZVI slurry mixed sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aSlurry.
=650  \0$aSoil mixing.
=650  \0$aZero-valent iron.
=650  \0$aBentonite.
=650  \0$aBentonite deposits.
=650  14$aBentonite.
=650  24$aConsolidation.
=650  24$aSlurry.
=650  24$aSoil mixing.
=650  24$aZero-valent iron.
=700  1\$aShackelford, Charles D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103787.htm

=LDR  02673nab a2200505 i 4500
=001  GTJ104203
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104203$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104203$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aNg, Charles W. W.,$eauthor.
=245  12$aA Modified Triaxial Apparatus for Measuring the Stress Path-Dependent Water Retention Curve /$cCharles W. W. Ng, C. H. Lai, C. F. Chiu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThis article reports a modified triaxial apparatus for measuring the stress path-dependent water retention curve (SDWRC) of unsaturated soils under isotropic and deviatoric stress conditions. In this modified triaxial apparatus, an open-ended, bottle-shaped inner cell is installed together with a differential pressure transducer to measure the total volume change of a specimen accurately for the correct determination of the degree of saturation of an SDWRC. Details of the calibration and test procedures are described and discussed. Some test results from compacted samples of a completely decomposed tuff, i.e., silt of low plasticity, are also presented in order to demonstrate the key features of the modified apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory test.
=650  \0$aUnsaturated soil.
=650  \0$aWater retention curve.
=650  \0$aSoil mechanics.
=650  \0$aSoil.
=650  14$aUnsaturated soil.
=650  24$aWater retention curve.
=650  24$aLaboratory test.
=700  1\$aLai, C. H.,$eauthor.
=700  1\$aChiu, C. F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104203.htm

=LDR  02949nab a2200601 i 4500
=001  GTJ103450
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103450$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103450$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH375
=082  04$a624.1/51$223
=100  1\$aYang, W. W.,$eauthor.
=245  10$aAutomatic Monitoring of Inserting or Retrieving SPT Sampler in Drillhole /$cW. W. Yang, Z. Q. Yue, L. G. Tham.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThis paper presents a new device for the automatic monitoring and measurement of drill rod and sampler depth associated with conventional standard penetration testing (SPT). The device consists of a depth tip transducer and a data logger. The transducer can be firmly mounted onto the drillhole casing on the ground surface. The data logger monitors the passing of the sampler and rods through the transducer into the drillhole during rod insertion or retrieval and therefore records the tip depth in real time. The paper presents the results of calibrations and laboratory and field trials. The test results demonstrate that the device can accurately, reliably, and automatically measure the vertical displacement, velocity, and acceleration of rod insertion or retrieval in real time.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomation.
=650  \0$aBorehole.
=650  \0$aDrillhole.
=650  \0$aManagement.
=650  \0$aSite investigation.
=650  \0$aStandard penetration test.
=650  \0$aTip depth.
=650  \0$aBuilding sites$vHandbooks.
=650  \0$aSoil mechanics$vHandbooks.
=650  14$aStandard penetration test.
=650  24$aTip depth.
=650  24$aAutomation.
=650  24$aDrillhole.
=650  24$aBorehole.
=650  24$aSite investigation.
=650  24$aManagement.
=700  1\$aYue, Z. Q.,$eauthor.
=700  1\$aTham, L. G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103450.htm

=LDR  03569nab a2200577 i 4500
=001  GTJ103342
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103342$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103342$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.6
=082  04$a624.15136$223
=100  1\$aBai, F. Q.,$eauthor.
=245  10$aMeasurement of the Shear Strength of an Expansive Soil by Combining a Filter Paper Method and Direct Shear Tests /$cF. Q. Bai, S. H. Liu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThe measurement of the shear strength of unsaturated soils in terms of two independent stress state variables is usually difficult, expensive, and time-consuming. This paper presents a proposal to combine a filter paper method and a conventional direct shear test to obtain this measurement. The feasibility of this approach is illustrated through tests on an expansive soil. First, the filter paper method is used to establish the soil-water characteristic curve of the soil, and a series of conventional direct shear tests is subsequently conducted to measure the shear strength of the soil. The matric suction of the soil at failure is estimated from the soil-water characteristic curve based on the water content of the soil tested. The test results show that the failure envelopes of the expansive soil are nonlinear on the shear strength versus the matric suction plane for different net normal stresses. The unsaturated shear strength parameter ?b is equal to the effective friction angle ?' when the soil is close to being saturated, and ?b decreases as the soil becomes drier. The combined method proposed in this paper may be a practical technique for analyzing the shear strength of unsaturated soils in terms of two independent stress state variables because it can be conducted in most geotechnical laboratories.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConventional direct shear test.
=650  \0$aFilter paper method.
=650  \0$aShear strength.
=650  \0$aSoil water characteristic curve.
=650  \0$aUnsaturated expansive soil.
=650  \0$aDeformations (Mechanics)
=650  \0$aSoil stabilization.
=650  \0$aMetals$xPlastic properties.
=650  \0$aShear (Mechanics)
=650  \0$aEngineering.
=650  14$aConventional direct shear test.
=650  24$aFilter paper method.
=650  24$aShear strength.
=650  24$aSoil water characteristic curve.
=650  24$aUnsaturated expansive soil.
=700  1\$aLiu, S. H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103342.htm

=LDR  02452nab a2200541 i 4500
=001  GTJ103306
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103306$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103306$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS21
=082  04$a630.5$223
=100  1\$aFeldman, Martin,$eauthor.
=245  10$aCombined Soil Moisture Meter and Penetrometer /$cMartin Feldman, Dooyoung Hah, Khalil Hanifa, Zhongjie Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aA combined dynamic cone penetrometer and capacitive soil moisture meter is reported. A novel electrode configuration utilizing a shield electrode increases the effective measurement diameter. A readout circuit is implemented that is relatively insensitive to the resistivity of water in soil. The moisture meter electronics fit within a rugged stainless steel pipe with a wall thickness of 1/8 in. and an outer diameter of 0.75 in.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapacitive sensor.
=650  \0$aIn situ testing.
=650  \0$aPenetrometer.
=650  \0$aSoil moisture sensor.
=650  \0$aSoil conservation.
=650  \0$aSoils.
=650  14$aSoil moisture sensor.
=650  24$aPenetrometer.
=650  24$aCapacitive sensor.
=650  24$aIn situ testing.
=700  1\$aHah, Dooyoung,$eauthor.
=700  1\$aHanifa, Khalil,$eauthor.
=700  1\$aZhang, Zhongjie,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103306.htm

=LDR  04474nab a2200709 i 4500
=001  GTJ103479
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103479$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103479$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a631.4/3$223
=100  1\$aMeehan, Christopher L.,$eauthor.
=245  12$aA Comparison of Density-Based and Modulus-Based In Situ Test Measurements for Compaction Control /$cChristopher L. Meehan, Faraz S. Tehrani, Farshid Vahedifard.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aThis paper presents and compares the results from a series of in situ density-based and modulus-based compaction control tests that were conducted during construction of a coarse-grained soil embankment. To simulate current construction practices as closely as possible, these in situ tests were performed on an embankment that was constructed and compacted by a vibratory smooth drum roller in a series of lifts. During construction of the test embankment, the compaction process was monitored using the nuclear density gauge device and a number of alternative modulus-based devices, including the lightweight deflectometer, the dynamic cone penetrometer, and the soil stiffness gauge. Comparison of the in situ test results illustrates that point-to-point variability in measured values is quite common for each of these test devices, to varying degrees for the different devices that were examined. Consistent increases in measured soil properties from pass-to-pass of the compactor are considered critical for proper control of the compaction process, with some devices faring better than others in this area of performance. The measured modulus values correlated poorly to the nuclear density gauge dry unit weights, and also correlated poorly with other measured moduli when the results from different devices were compared. This lack of agreement was likely caused by a variety of factors including: variations in the magnitude of strain and rate of strain application between the different modulus-based devices, variations in the tested volume between the different devices, and variations in the local moisture content and matrix suction conditions. Finally, the effect of soil moisture content was shown to be critically important when interpreting the results from modulus-based tests, and the utility of multiple regression analyses was explored for including this effect.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity.
=650  \0$aDynamic cone penetrometer (DCP)
=650  \0$aEarthwork.
=650  \0$aIn situ tests.
=650  \0$aLightweight deflectometer (LWD)
=650  \0$aMoisture.
=650  \0$aNuclear gauge.
=650  \0$aQuality assurance.
=650  \0$aQuality control.
=650  \0$aSoil stiffness gauge (SSG)
=650  \0$aStiffness.
=650  \0$aCrops$xEffect of soil compaction on.
=650  \0$aSoil compaction.
=650  14$aEarthwork.
=650  24$aSoil compaction.
=650  24$aDensity.
=650  24$aMoisture.
=650  24$aIn situ tests.
=650  24$aStiffness.
=650  24$aQuality control.
=650  24$aQuality assurance.
=650  24$aNuclear gauge.
=650  24$aLightweight deflectometer (LWD)
=650  24$aDynamic cone penetrometer (DCP)
=650  24$aSoil stiffness gauge (SSG)
=700  1\$aTehrani, Faraz S.,$eauthor.
=700  1\$aVahedifard, Farshid,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103479.htm

=LDR  03047nab a2200517 i 4500
=001  GTJ104065
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104065$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104065$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aToyota, Hirofumi,$eauthor.
=245  10$aTechnique for Undrained Triaxial Tests on Unsaturated Soils Using Active Control of Pore-Air Pressure /$cHirofumi Toyota, Susumu Takada.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aTriaxial testing apparatus and procedures for unsaturated soils have become common along with the development of equipment and sensors. Although many drainage conditions are related to the pore-air and pore-water phase, the drained pore-air condition is usually adopted for tests of unsaturated soils. The main reason is that it is difficult to keep the pore-air undrained because the air diffuses easily through a rubber membrane. However, pore-air and pore-water are sometimes not allowed to drain under ground deformation problems. Therefore, undrained conditions in which pore-air and pore-water are not allowed to flow in and out of the soil are achieved in the experiments described herein. First, problems of a conventional triaxial apparatus for unsaturated soils were investigated to produce the undrained conditions. Then, triaxial testing methods under the undrained conditions were developed for overcoming the problems. Finally, the performance of the proposed testing procedure was demonstrated in comparison with results obtained using conventional testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aActive control.
=650  \0$aTriaxial test.
=650  \0$aUndrained condition.
=650  \0$aUnsaturated soil.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aTriaxial test.
=650  24$aUnsaturated soil.
=650  24$aUndrained condition.
=650  24$aActive control.
=700  1\$aTakada, Susumu,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104065.htm

=LDR  03919nab a2200553 i 4500
=001  GTJ103850
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103850$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103850$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a620.19$223
=100  1\$aLeshchinsky, Dov,$eauthor.
=245  10$aApplication of a Hydraulic Gradient Technique for Modeling the Uplift Behavior of Piles in Sand /$cDov Leshchinsky, Farshid Vahedifard, Christopher L. Meehan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aA scale modeling technique is presented for simulating the uplift behavior of piles in sand, which satisfies stress and strain similitude with full-scale prototypes. A hydraulic gradient approach was used to increase the body forces in the scale model tests, until the stresses became representative of reasonable field-scale conditions. The associated model scaling laws that are used with this technique are presented and discussed. Eight pile pullout tests were conducted, at varying magnitudes of hydraulic gradient; one of these tests was conducted on a pile instrumented with strain gages. From the results of this study, it was concluded that the hydraulic gradient technique can be effectively applied to induce reasonable prototype stresses in a scale model, allowing for reasonable simulation of the uplift behavior of piles in sand. The hydraulic gradient technique was found to be particularly sensitive to the distribution of the hydraulic gradient in the soil profile, which is not surprising, given the nature of the scaling laws for this particular modeling technique. Analysis of the results from the pile instrumented with strain gages indicated that (1) very little shear stress was mobilized in the upper 25 % of the pile, even at applied uplift loads approaching the ultimate pullout force; (2) the largest amount of shear stress for each applied uplift force was typically mobilized at a point somewhere between 60 % and 80 % of the length of the pile; and (3) at failure, the mobilized shear stress distribution was clearly not triangular, as is postulated by commonly used pile uplift design approaches. Post-failure investigations conducted after the completion of each pullout test indicated that the failure shear surface in each of the model tests developed along the pile-soil interface.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotechnical modeling.
=650  \0$aHydraulic gradient.
=650  \0$aSimilitude.
=650  \0$aUplift resistance.
=650  \0$aGranular soils.
=650  \0$aPiles.
=650  14$aPiles.
=650  24$aUplift resistance.
=650  24$aHydraulic gradient.
=650  24$aGranular soils.
=650  24$aSimilitude.
=650  24$aGeotechnical modeling.
=700  1\$aVahedifard, Farshid,$eauthor.
=700  1\$aMeehan, Christopher L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103850.htm

=LDR  03148nab a2200577 i 4500
=001  GTJ103426
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103426$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103426$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.432028$223
=100  1\$aWeerakone, W. M. S. B,$eauthor.
=245  10$aMorphological Characterization of Induced Fracture in Sandstone Using X-ray Computed Tomography Scanning /$cW. M. S. B Weerakone, R. C. K. Wong, A. Kantzas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aComputed tomography (CT) scanning is one of the viable techniques to evaluate apertures of rough walled fractures. However, quantitative evaluation of small fracture apertures using CT data requires use of calibration curves. In this study, the increments of fracture apertures were physically measured using the DEMEC points and the integrated CT numbers across the fracture aperture were calculated from the CT data for development of the calibration chart. This method overcomes the difficulty in fabrication of perfectly smooth rock fractures for the calibration process. It was demonstrated that the calibration curve developed from this method could be used to characterize variable aperture fractures in sandstone within a certain accuracy. In addition, geostatistic tools were used to quantify any anisotropy in fracture aperture. Results reveal that the induced fracture in sandstone displays a high aperture variation and undulation with an anisotropy in aperture distribution.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFracture aperture.
=650  \0$aGeostatistics.
=650  \0$aSandstone.
=650  \0$aUndulation.
=650  \0$aVariogram.
=650  \0$aX-ray computed tomography.
=650  \0$aTomography.
=650  \0$aSoil moisture$vMeasurement.
=650  14$aX-ray computed tomography.
=650  24$aFracture aperture.
=650  24$aUndulation.
=650  24$aGeostatistics.
=650  24$aVariogram.
=650  24$aSandstone.
=700  1\$aWong, R. C. K.,$eauthor.
=700  1\$aKantzas, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103426.htm

=LDR  02514nab a2200529 i 4500
=001  GTJ10707J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10707J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10707J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQK938.P42
=082  04$a577.687$223
=100  1\$aHagerty, DJ.,$eauthor.
=245  10$aMicrowave Drying of Highly Plastic and Organic Soils /$cDJ. Hagerty, CR. Ullrich, CA. Callan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aMicrowave ovens offer a means of drying soil specimens more quickly than standard drying in convection ovens. Doubt exists, however, about the suitability of microwave drying of highly plastic soils and soils containing organic material. A study of microwave drying was done on highly plastic clays and clays mixed with peat. Comparison of microwave oven drying results with corresponding data obtained in conventional ovens showed that careful use of a microwave oven produced moisture content values very close to those obtained using a conventional oven.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHighly plastic soils.
=650  \0$aMicrowave drying.
=650  \0$aMoisture content.
=650  \0$aorganic soils.
=650  \0$aPeat.
=650  \0$aPeatsoils.
=650  14$aMoisture content.
=650  24$aMicrowave drying.
=650  24$aOrganic soils.
=650  24$aHighly plastic soils.
=700  1\$aUllrich, CR.,$eauthor.
=700  1\$aCallan, CA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10707J.htm

=LDR  02192nab a2200469 i 4500
=001  GTJ10705J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10705J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10705J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aSivakugan, N.,$eauthor.
=245  10$aInadequacy in the Classification of Coarse-Grained Soils /$cN. Sivakugan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThis note explores the rationale behind the unified soil classification system for coarse-grained soils. A few deficiencies in the system are pointed out. A density function plot of the grain-size distribution is proposed to supplement the grain-size distribution curve, which the author believes will minimize the ambiguities and give a more realistic representation of grain-size distribution.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse-grained soils.
=650  \0$asoil classifications.
=650  \0$asoil.
=650  \0$agrain size distribution.
=650  14$aGrain size distribution.
=650  24$aSoil classifications.
=650  24$aCoarse-grained soils.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10705J.htm

=LDR  03199nab a2200565 i 4500
=001  GTJ10701J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10701J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10701J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/08 s$223
=100  1\$aFragaszy, RJ.,$eauthor.
=245  10$aEffects of Oversize Particles on the Density of Clean Granular Soils /$cRJ. Fragaszy, W. Su, FH. Siddiqi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aFill material often contains particles too large to be tested in conventional testing equipment. In order to evaluate the compaction, strength, and deformation characteristics of soil containing such oversize particles, a modeling criterion is required which specifies how the soil minus the oversize particles (the soil matrix) should be tested. Questions such as whether or not to replace oversize particles with particles just large enough to be tested and at what density should the model material be prepared must be addressed by such a modeling criterion. To develop modeling criteria it is necessary to know how the oversize particles affect the density of the total material. This paper presents the results of a study which shows that oversize particles increase the void ratio of the soil matrix in a manner which is affected by the relative density of the soil. Both theoretical and experimental work are described which lead to the development of a method for predicting the density of the soil surrounding oversize particles as a function of the relative density of the entire soil sample and the percentage of oversize particles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aDensity.
=650  \0$aGranular materials.
=650  \0$aOversize particles.
=650  \0$aGranularsoils.
=650  \0$aSoil mechanics.
=650  \0$alaboratory testing.
=650  14$aCompaction.
=650  24$aDensity.
=650  24$aGranular materials.
=650  24$aLaboratory testing.
=650  24$aSoil mechanics.
=650  24$aOversize particles.
=700  1\$aSu, W.,$eauthor.
=700  1\$aSiddiqi, FH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10701J.htm

=LDR  02627nab a2200529 i 4500
=001  GTJ10699J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10699J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10699J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aKonrad, J-M,$eauthor.
=245  10$aSampling of Saturated and Unsaturated Sands by Freezing /$cJ-M Konrad.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aA 600-mm-long, 100-mm-wide, and 20-mm-thick steel plate containing a wavey groove carrying chilled ethanol at -40° C was used successfully to obtain undisturbed frozen samples of saturated clean sand. The freezing probe was also used in an unsaturated sand dune to obtain samples at a depth of 3.0 m. For sands above the groundwater level, an imbibition test is, however, required prior to freezing in order to increase the in situ water content and bond the sand particles as freezing proceeds. The prismatic freezing probe is very efficient and produced frozen sand masses having an outside diameter of 26 cm after 4 h of freezing. Pushing the probe into the ground resulted in a disturbed zone of about 3 to 5 times its thickness.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aIn situ density.
=650  \0$aIn situ freezing.
=650  \0$aSampling.
=650  \0$aSands.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$asample disturbance.
=650  14$aSands.
=650  24$aIn situ density.
=650  24$aIn situ freezing.
=650  24$aSampling.
=650  24$aSample disturbance.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10699J.htm

=LDR  03102nab a2200541 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10697J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10697J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ213
=082  04$a629.8$223
=100  1\$aBrandon, TL.,$eauthor.
=245  10$aAutomatic Back-Pressure Saturation Device for Triaxial Testing /$cTL. Brandon, JD. Duncan, AW. Cadden.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aIf back pressures are applied to unsaturated triaxial specimens too rapidly, the specimens may be overconsolidated by the temporary application of effective stresses that are higher than intended. This is dangerous because the strengths of the specimens will be higher than they would be without this inadvertent overconsolidation. An automated device has been developed to ensure that the specimen will not be overconsolidated during saturation. This device continuously monitors the maximum effective stress in the specimen and optimizes the rate at which the cell pressure and back pressure can be increased without exceeding an allowable effective stress at any point in the specimen. Tests were performed on three soils with different grain sizes and degrees of saturation to investigate the effectiveness of the device under varying test conditions. The tests show that the device is capable of applying back pressures with a minimum of operator attention, and that it eliminates the possibility of inadvertently overconsolidating specimens during back-pressure application.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBack pressure saturation.
=650  \0$aLaboratory automation.
=650  \0$aOverconsolidation.
=650  \0$aTriaxial tests.
=650  \0$asaturation.
=650  \0$aActuators.
=650  \0$aAutomatic control.
=650  14$aBack pressure saturation.
=650  24$aTriaxial tests.
=650  24$aLaboratory automation.
=650  24$aOverconsolidation.
=700  1\$aDuncan, JD.,$eauthor.
=700  1\$aCadden, AW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10697J.htm

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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10708J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10708J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC111
=082  04$a531/.14$223
=100  1\$aNoorany, I.,$eauthor.
=245  10$aDiscussion of "Compaction Control and the Index Unit Weight" by Steve J. Poulos /$cI. Noorany.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aDensity.
=650  \0$aField unit weight.
=650  \0$aIndex unit weight.
=650  \0$aMaximum unit weight.
=650  \0$aMinimum unit weight.
=650  \0$aPercent compaction.
=650  \0$aRelative compaction.
=650  \0$aRelative density.
=650  \0$aDensity, Relative.
=650  \0$aWeights and measures.
=650  14$aCompaction.
=650  24$aDensity.
=650  24$aField unit weight.
=650  24$aIndex unit weight.
=650  24$aMaximum unit weight.
=650  24$aMinimum unit weight.
=650  24$aPercent compaction.
=650  24$aRelative compaction.
=650  24$aRelative density.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10708J.htm

=LDR  02895nab a2200613 i 4500
=001  GTJ10698J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10698J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10698J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/51363$223
=100  1\$aArenicz, RM.,$eauthor.
=245  10$aTransition from Maximum Tension Line to Actual Failure Surface in Reinforced Soil Model Walls /$cRM. Arenicz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aThis paper presents the results of laboratory tests conducted on reinforced soil model walls. The effect of model height on distribution of tensile stress in an instrumented reinforcement strip was investigated. It was found that, with increasing height of wall, a continuous redistribution of tensile stress had occurred with the point of maximum tension moving towards the actual failure surface of the model. On that basis, a correlation between the position of maximum tension in reinforcement and the overall safety factor of model walls was investigated. General and specific equations of maximum tension line in terms of wall height and safety factor were suggested.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFailure surface.
=650  \0$aLaboratory testing.
=650  \0$aMaximum tension line.
=650  \0$aModel walls.
=650  \0$aReinforced soil.
=650  \0$aReinforcement strips.
=650  \0$aSafety factor.
=650  \0$aSoil reinforcement.
=650  \0$areinforced soils.
=650  \0$aSoil stabilization.
=650  \0$ascale effects.
=650  14$aReinforced soil.
=650  24$aSoil reinforcement.
=650  24$aModel walls.
=650  24$aReinforcement strips.
=650  24$aMaximum tension line.
=650  24$aFailure surface.
=650  24$aSafety factor.
=650  24$aLaboratory testing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10698J.htm

=LDR  02525nab a2200505 i 4500
=001  GTJ10706J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10706J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10706J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aHagerty, DJ.,$eauthor.
=245  10$aMicrowave Drying of Soils /$cDJ. Hagerty, CR. Ullrich, MM. Denton.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aDrying of soil specimens in microwave ovens can permit rapid determination of moisture content; such determination is very important in field quality control of earthwork construction. A laboratory study was performed to investigate differences between soil moisture contents based on microwave oven drying and moisture contents developed from conventional drying procedures. For nine materials ranging from dense graded aggregate to highly plastic clays, differences between moisture contents obtained by the two methods were very small, in many cases not exceeding the variability between values obtained from multiple specimens of the same soil mix dried in a conventional oven.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMicrowave drying.
=650  \0$aSoils.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$amoisture content.
=650  14$aMoisture content.
=650  24$aMicrowave drying.
=650  24$aSoils.
=700  1\$aUllrich, CR.,$eauthor.
=700  1\$aDenton, MM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10706J.htm

=LDR  02760nab a2200505 i 4500
=001  GTJ10703J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10703J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10703J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aTan, S-A,$eauthor.
=245  10$aAutomated Measurement of Slurry Surface Settlement /$cS-A Tan, T-S Tan, KM. Liang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aAn automated float method for measuring slurry surface settlement is described. The system consists of a Perspex float which is denser than water but lighter than the slurry into which it penetrates slightly and floats on the slurry/water interface. Settlement of this float is then automatically tracked using an LVDT. Comparison with direct cathetometer measurement demonstrates that except for the initial penetration the float's depth of embedment into the slurry surface is unchanged as settlement progresses. Hence it is able to follow the settlement of the slurry surface. This method is then used to measure quickly and accurately the surface settlement of kaolin during self-weight consolidation tests under single drainage condition. The initial rate of settlement is then used to determine the permeability of the slurry, which is not an easy property to measure using other methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFloat.
=650  \0$apermeability.
=650  \0$aslurry surface settlement.
=650  \0$atest apparatus.
=650  14$aTest apparatus.
=650  24$aSlurry surface settlement.
=650  24$aFloat.
=650  24$aPermeability.
=700  1\$aTan, T-S,$eauthor.
=700  1\$aLiang, KM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10703J.htm

=LDR  02601nab a2200565 i 4500
=001  GTJ10700J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10700J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10700J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aThomann, TG.,$eauthor.
=245  10$aLaboratory Measurement of Small Strain Shear Modulus Under K0 Conditions /$cTG. Thomann, RD. Hryciw.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aA new device to measure the small strain shear modulus (Gmax) under a no lateral strain condition has been developed. The techniques for measuring Gmax are discussed, with emphasis on bender element techniques. The performance of the bender elements are compared with results from simultaneous resonant column tests. An in-depth description of the lateral stress measurement system, the Gmax determination technique, and the measurement of vertical strain is presented along with representative test results to demonstrate the performance of the device.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory testing.
=650  \0$aLateral stresses.
=650  \0$aSands.
=650  \0$aShear modulus.
=650  \0$aStress history.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$ashear wave propagation.
=650  14$aSands.
=650  24$aLateral stresses.
=650  24$aShear modulus.
=650  24$aShear wave propagation.
=650  24$aStress history.
=650  24$aLaboratory testing.
=700  1\$aHryciw, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10700J.htm

=LDR  03037nab a2200649 i 4500
=001  GTJ10702J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10702J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10702J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aNeema, DL.,$eauthor.
=245  10$aPhysical and Statistical Models for Bulking of Sand /$cDL. Neema, AN. Patel, BL. Sharda.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aFour physical models and one statistical model are proposed to provide quantitative estimates of the extent of the contribution of water film, entrapped water vapor, and particle aggregates to the process of bulking of sand. The limiting conditions of each model are also discussed. A new concept of void-to-aggregate-volume-index (VAVI) is proposed. The experimental study, performed on two fractions of Narmada sand, suggests that VAVI is larger for finer sand. The dependence of VAVI on moisture is complex. It is confirmed that the porosity of sand is maximum when the moisture content is 5 to 7%. This observation is duly explained on the basis of a new concept of moisture per contact per particle due to the disappearance of apparent cohesive forces. The models and concepts developed in this study may be extended to other granular media.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aBulking.
=650  \0$aCohesion.
=650  \0$aContact region.
=650  \0$aMoisture.
=650  \0$aSurface tension.
=650  \0$aVapor pressure.
=650  \0$aWater film.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aporosity.
=650  14$aBulking.
=650  24$aPorosity.
=650  24$aMoisture.
=650  24$aWater film.
=650  24$aVapor pressure.
=650  24$aSurface tension.
=650  24$aCohesion.
=650  24$aContact region.
=650  24$aAggregates.
=700  1\$aPatel, AN.,$eauthor.
=700  1\$aSharda, BL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10702J.htm

=LDR  02261nab a2200505 i 4500
=001  GTJ10704J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10704J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10704J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC16.C69
=082  04$a530.092 22$223
=100  1\$aTallin, AG.,$eauthor.
=245  10$aGeotomography in Site Investigation :$bSimulation Study /$cAG. Tallin, C. Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aTomography is the reconstruction of images from measurements of line integrals. It is used in a variety of scientific and technical applications. Advances in electronics and computers make the technique accessible to geotechnical engineering. The combination of penetration testing and tomographic reconstruction would result in a powerful site investigation tool.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCross-hole testing.
=650  \0$aPenetration tests.
=650  \0$atomography.
=650  \0$aSCIENCE$xEnergy.
=650  \0$asite investigation.
=650  14$aTomography.
=650  24$aSite investigation.
=650  24$aPenetration tests.
=650  24$aCross-hole testing.
=700  1\$aSantamarina, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10704J.htm

=LDR  03101nab a2200541 i 4500
=001  GTJ104361
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104361$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104361$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aFalser, S.,$eauthor.
=245  10$aTesting Methane-Hydrate-Saturated Soil Using a Line Dissociation Apparatus /$cS. Falser, A. C. Palmer, T. S. Tan, M. Loh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe combination of energy source and geohazardous potential of natural gas hydrate has raised the need to understand the processes related to hydrate dissociation within the sediment. In this article, several existing methane hydrate dissociation apparatuses are listed and their sample size capabilities given. A new design for line dissociation tests by combined electrical heating and pressure reduction from a miniature wellbore is presented. The 180-mm-diameter × 225-mm-length hydrate-bearing soil samples can be tested over a wide range of near in situ conditions, with pore pressures of up to 15 MPa, temperatures as low as -5° C and a maximum effective stress of 5.5 MPa. During testing, the pore pressure, local temperature changes, vertical strain, the extracted gas and water volumes, and radial density changes are measured. The devices used are shown and described in detail. The sample formation steps by the water excess method are described, and the dissociation behaviour of a typical 40 % hydrate-saturated sand sample during local heating and pressure reduction are illustrated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDissociation.
=650  \0$aGas hydrates.
=650  \0$aGas production.
=650  \0$aIn situ testing.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  14$aGas hydrates.
=650  24$aDissociation.
=650  24$aIn situ testing.
=650  24$aGas production.
=700  1\$aPalmer, A. C.,$eauthor.
=700  1\$aTan, T. S.,$eauthor.
=700  1\$aLoh, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104361.htm

=LDR  03071nab a2200529 i 4500
=001  GTJ103092
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103092$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103092$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHE357.Z6O53
=082  04$a388.1/09713 s$223
=100  1\$aChapuis, Robert P.,$eauthor.
=245  10$aImproved Curve Fitting Methods for Underdamped Slug Tests /$cRobert P. Chapuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b47
=520  3\$aA slug test yielding an oscillating water level response is called "underdamped." Usually, test data are fitted visually to theoretical solutions. Considering that visual fits are user dependent, this paper provides two best fit user independent methods for analyzing test data. It provides also a velocity graph method that can be used to select only those data that are not influenced by initial dynamic effects such as splashing. Several examples are provided, with emphasis on the utility of the three checks required by ASTM D5785. It is shown that the selected value of the soil modulus or its storativity S does not interfere with the fitting process but does influence the derived k value by about ±30% (the lower the selected S value, the higher the resulting k value). If the elastic S value is confused with a specific yield, the interpretation results do not pass the three checks of ASTM D5785, and, as shown by an example of a few hundred tests, they might yield k values that are wrong by about 300%, with serious consequences for estimates of groundwater velocity and the fate of contaminants.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAquifer.
=650  \0$aHydraulic conductivity.
=650  \0$aMonitoring well.
=650  \0$aPermeability test.
=650  \0$aStorativity.
=650  \0$aSoil consolidationtest.
=650  \0$aSoilpermeability.
=650  14$aPermeability test.
=650  24$aHydraulic conductivity.
=650  24$aAquifer.
=650  24$aMonitoring well.
=650  24$aStorativity.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103092.htm

=LDR  02855nab a2200553 i 4500
=001  GTJ103734
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103734$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103734$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.432028$223
=100  1\$aKim, Kyu-Sun,$eauthor.
=245  10$aSensing and Imaging the State of Effective Stress in a 1-g Shallow Foundation Model /$cKyu-Sun Kim, William M. Tanner, Dante Fratta.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aThis paper describes an experimental study for the imaging of effective stresses under a shallow foundation system. S-wave data were collected during several loading stages of the shallow foundation model. S-wave crosshole data were inverted to obtain effective stress distribution images by solving the tomographic imaging problem. To optimize the travel-time tomographic imaging solution of the stress-heterogeneous medium, S-wave data quality, sensor array design, ray tracing algorithm selection, and inversion parameter choice were carefully considered. The experimental results show the practical engineering potential of tomographic imaging techniques for the monitoring of in situ effective stress and the evaluation of design models and effective stress-driven processes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender element.
=650  \0$aEffective stress.
=650  \0$aHeterogeneity.
=650  \0$aS-wave.
=650  \0$aTravel-time tomography.
=650  \0$aTomography.
=650  \0$aSoil moisture$vMeasurement.
=650  14$aS-wave.
=650  24$aBender element.
=650  24$aTravel-time tomography.
=650  24$aEffective stress.
=650  24$aHeterogeneity.
=700  1\$aTanner, William M.,$eauthor.
=700  1\$aFratta, Dante,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103734.htm

=LDR  03246nab a2200589 i 4500
=001  GTJ103402
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103402$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103402$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA703.5
=082  04$a625.8$223
=100  1\$aArulrajah, A.,$eauthor.
=245  10$aGeotechnical Properties of Recycled Concrete Aggregate in Pavement Sub-Base Applications /$cA. Arulrajah, J. Piratheepan, M. M. Y. Ali, M. W. Bo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b48
=520  3\$aThis paper presents a laboratory investigation of the geotechnical properties of recycled concrete aggregate (RCA). The properties of RCA were compared with state road authority requirements to assess its performance as a pavement sub-base material. The experimental programme included tests such as particle size distribution, modified Proctor compaction, particle density, water absorption, California bearing ratio (CBR), Los Angeles abrasion loss, pH, organic content, static triaxial, and repeated load triaxial tests. The Los Angeles abrasion loss tests indicated that the RCA is durable. CBR values were found to satisfy the local state road authority requirements for sub-base material. Repeated load triaxial tests established that the RCA would perform satisfactorily as a pavement sub-base material in the field. The results of the laboratory testing undertaken in this research indicated that RCA satisfied the criteria for use in pavement sub-base applications.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotechnical.
=650  \0$aPavement.
=650  \0$aRecycled concrete aggregate.
=650  \0$aRepeated load triaxial.
=650  \0$aSub-base.
=650  \0$aGeotechnical engineering.
=650  \0$aPavements, Asphalt concrete$xDesign and construction.
=650  \0$aPavements$xDesign and construction.
=650  \0$aPavements$xPerformance$xTesting.
=650  14$aGeotechnical.
=650  24$aRecycled concrete aggregate.
=650  24$aPavement.
=650  24$aSub-base.
=650  24$aRepeated load triaxial.
=700  1\$aPiratheepan, J.,$eauthor.
=700  1\$aAli, M. M. Y.,$eauthor.
=700  1\$aBo, M. W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103402.htm

=LDR  02548nab a2200517 i 4500
=001  GTJ104613
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104613$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104613$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aZhang, X.,$eauthor.
=245  12$aA New Laser Sensor Volume Measurement System for the Triaxial Testing of Unsaturated Soils /$cX. Zhang, M. Mavroulidou, J. Sutton, Z. Cabarkapa, M. J. Gunn.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aThe paper demonstrates a novel non-contacting volume change measurement system for triaxial soil testing. The system uses an ultra high accuracy laser displacement sensor that measures water volume changes resulting from the volume change of the specimen during testing. The paper presents the design, working principles, system calibrations, and the validation of the system through comparative measurements of volume changes of soil specimens during triaxial shearing, against results of conventional volume measurement techniques.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aTriaxial testing.
=650  \0$aUnsaturated soils.
=650  \0$aVolume measurement.
=650  \0$aSoil mechanics.
=650  14$aVolume measurement.
=650  24$aUnsaturated soils.
=650  24$aTriaxial testing.
=700  1\$aMavroulidou, M.,$eauthor.
=700  1\$aSutton, J.,$eauthor.
=700  1\$aCabarkapa, Z.,$eauthor.
=700  1\$aGunn, M. J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104613.htm

=LDR  04688nab a2200637 i 4500
=001  GTJ103300
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103300$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103300$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTK7872.P54A532013
=082  04$a537/.2446$223
=100  1\$aMontoya, Brina M.,$eauthor.
=245  10$aFabrication, Operation, and Health Monitoring of Bender Elements for Aggressive Environments /$cBrina M. Montoya, Ray Gerhard, Jason T. DeJong, Daniel W. Wilson, Matthew H. Weil, Brian C. Martinez, Lars Pederson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aBender elements are commonly used to monitor the shear wave velocity of soils in various tests, including triaxial, consolidation, and centrifuge tests. When used in aggressive soil environments, electromagnetic crosstalk can distort the received bender element signal, preventing accurate shear wave velocity measurements. Aggressive soil environments are defined herein as conductive soils with high relative permittivity. Under these conditions, the electrical source is transmitted from source to receiver bender, dominating any received shear wave signal propagating through the soil. Careful attention must be paid to reducing the transmission of the electromagnetic signal, particularly in aggressive soil environments. When the waterproof coating of a bender element degrades and the inner and outer electrodes become electrically connected in a saturated environment, the bender element will no longer operate. However, when the waterproofing material is degraded so that only a single electrode on the source element is exposed, electric current can enter the pore fluid and affect the received signal. Further, even if the waterproofing coating is intact, electromagnetic crosstalk from the induced electrical field generated by the transmitting bender element can still affect the received signal when the conductivity of the pore fluid is high. Bender elements can be constructed so as to greatly reduce the electromagnetic crosstalk, and simple tests can be performed to help ensure that the bender element system is not susceptible to crosstalk. The objective here is to present details and practical guidelines regarding the fabrication, operation, and health monitoring of bender elements that will help ensure clear shear wave velocity measurements in aggressive soil environments. The fabrication steps presented improve on previous recommendations. Bender element operation (including signal form, frequency, and amplitude) also affects signal quality and the accuracy of the measured travel time. Finally, recommendations for monitoring the health of the bender elements throughout the transducer life are outlined.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggressive environmental conditions.
=650  \0$aBender elements.
=650  \0$aGeophysical measurements.
=650  \0$aShear wave velocity.
=650  \0$aSignal filtering.
=650  \0$aPiezoelectric devices.
=650  \0$aPiezoelectricity.
=650  \0$aSCIENCE$xPhysics$xElectricity.
=650  \0$aSCIENCE$xPhysics$xElectromagnetism.
=650  14$aBender elements.
=650  24$aPiezoelectricity.
=650  24$aShear wave velocity.
=650  24$aGeophysical measurements.
=650  24$aAggressive environmental conditions.
=650  24$aSignal filtering.
=700  1\$aGerhard, Ray,$eauthor.
=700  1\$aDeJong, Jason T.,$eauthor.
=700  1\$aWilson, Daniel W.,$eauthor.
=700  1\$aWeil, Matthew H.,$eauthor.
=700  1\$aMartinez, Brian C.,$eauthor.
=700  1\$aPederson, Lars,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103300.htm

=LDR  02976nab a2200517 i 4500
=001  GTJ103727
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103727$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103727$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA404.8
=082  04$a620.118$223
=100  1\$aWuttke, F.,$eauthor.
=245  10$aDispersion Analysis in Geotechnical Laboratory Tests :$bTime-frequency and Time-scale Signal Transforms /$cF. Wuttke, K. Markwardt, T. Schanz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aSignal processing techniques are very important for the analysis of dispersion characteristics in geotechnical laboratory applications. The scope of this paper includes the study of advanced time-frequency and time-scale methods with regard to the development of an efficient method of group velocity determination based on the time-frequency behavior of propagating wave fields. The paper analyzes different time-frequency and time-scale transform methods for further use in group velocity determination as alternatives to conventional techniques. Besides the alternative itself, the presented scheme overcomes some existing problems of conventional methods in velocity determination. The advantages and disadvantages of the time-frequency and time-scale methods are presented and discussed. Finally, the applicability of given time-frequency and time-scale methods is validated by synthetic and experimental data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSmall strain stiffness.
=650  \0$aTime-frequency signal transform.
=650  \0$aTime-scale signal transform.
=650  \0$aWave field analysis.
=650  \0$aStrains and stresses.
=650  14$aSmall strain stiffness.
=650  24$aTime-frequency signal transform.
=650  24$aTime-scale signal transform.
=650  24$aWave field analysis.
=700  1\$aMarkwardt, K.,$eauthor.
=700  1\$aSchanz, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103727.htm

=LDR  03628nab a2200517 i 4500
=001  GTJ104558
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104558$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104558$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aLin, Chun-Hung,$eauthor.
=245  10$aTDR Method for Compaction Quality Control :$bMulti Evaluation and Sources of Error /$cChun-Hung Lin, Chih-Ping Lin, Vincent Drnevich.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThe use of the time domain reflectometry (TDR) method, designated ASTM D6780 (ASTM D6780, 2005, "Standard Test Method for Water Content and Density of Soil in Place by Time Domain Reflectometry (TDR)," Annual Book of ASTM Standards, Vol. 04.09 ASTM International, West Conshohocken, PA), to measure water content and soil density is relatively new with both successful and unsatisfactory results being reported. This paper reexamines the TDR method from various aspects, including laboratory investigation of the relation between TDR-measured electrical properties and soil phase parameters, full scale laboratory evaluation of the standardized methods, real world performance evaluation at construction sites of earth dams, and theoretical reexamination. Laboratory calibration reveals the effect of soil type on soil electrical properties, and its implication on the TDR method is discussed. The full scale laboratory evaluation supports the validity of both the one-step and two-step TDR methods. But the field evaluation at construction sites of earth dams indicates otherwise, particularly in the measurement of soil density. The errors in the two-step method are attributed to the penetration disturbance of the field multipole resonance probe (MRP). An additional source of error in the One-Step method is found to be a theoretical flaw in the current empirical adjustment process for correcting the variation of pore-fluid conductivity from the calibration test to field measurements. Remediation for the two-step method and updating of the ASTM D6780 to overcome the shortcomings of the one-step testing are in progress.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoil compaction.
=650  \0$aSoil density.
=650  \0$aTime domain reflectometry (TDR)
=650  \0$aWater content.
=650  \0$aCompaction.
=650  14$aTime domain reflectometry (TDR)
=650  24$aSoil compaction.
=650  24$aWater content.
=650  24$aSoil density.
=700  1\$aLin, Chih-Ping,$eauthor.
=700  1\$aDrnevich, Vincent,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104558.htm

=LDR  03499nab a2200553 i 4500
=001  GTJ104408
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104408$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104408$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.S3
=082  04$a553.622$223
=100  1\$aJiang, M. J.,$eauthor.
=245  13$aAn Experimental Investigation on the Mechanical Behavior Between Cemented Granules /$cM. J. Jiang, Y. G. Sun, Y. Xiao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aAn experimental investigation of the mechanical behavior of cemented granules is presented in order to verify and further clarify the bond contact model used in numerical simulations of cemented sands. The cemented granules were idealized by a pair of aluminum rods glued together by means of calcium aluminate cement. A series of cemented rods was prepared using a specially designed sample preparation device. Then, the mechanical relationships between the cemented rods (i.e., force-displacement relationships and failure conditions) were examined in both simple loading and complex loading tests using newly developed auxiliary loading devices. The results show that the tensile force increases linearly up to its peak strength and then drops suddenly to zero, whereas the compressive force increases bilinearly up to its peak strength and then decreases to the residual strength gradually. Similarly, the shear force increases almost linearly up to its peak strength and then drops to the residual strength rapidly, whereas the torque increases up to its peak strength and then decreases to the residual strength gradually. In addition, both the peak shear strength and the peak torsional strength increase at first and then decrease with increasing normal force. The strength envelope of the cemented rods is observed to be an olive-shaped shell in the shear force-normal force-torque space.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAluminum rods.
=650  \0$aCemented granules.
=650  \0$aCemented sands.
=650  \0$aDistinct element method.
=650  \0$aMechanical behavior.
=650  \0$aSand$xMechanical properties.
=650  \0$aShear strength of soils$xTesting.
=650  14$aCemented sands.
=650  24$aDistinct element method.
=650  24$aMechanical behavior.
=650  24$aCemented granules.
=650  24$aAluminum rods.
=700  1\$aSun, Y. G.,$eauthor.
=700  1\$aXiao, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104408.htm

=LDR  03522nab a2200577 i 4500
=001  GTJ104375
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104375$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104375$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.6
=082  04$a624.15136$223
=100  1\$aLade, Poul V.,$eauthor.
=245  10$aEffects of Stiff and Flexible Boundary Conditions in Triaxial Extension Tests on Cross-anisotropic Sand Behavior /$cPoul V. Lade, Qiong Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aDrained extension tests on cylindrical specimens indicate that strain localization is consistently encountered in the form of specimen necking. The cause of the strain localization, which is initiated early in the test, is the inherent instability in the axisymmetric extension test, which allows stresses, and therefore deformations, to concentrate at the weakest part of the specimen. This instability is the result of the inward radial strains experienced in these tests. The conventional extension test is therefore unreliable for determining soil strength in extension. A method is employed to enforce uniform strains in extension tests on cylindrical specimens by the use of curved steel plates separated by lubricated latex membranes. Using such harnesses, two series of tests were performed on cross-anisotropic sand, one with short plates and one with long plates. The results of these tests are compared with results from conventional extension tests and with results from true triaxial tests at the corresponding stress states. The extension tests with long plate harness are the most successful in maintaining uniform strains, and they result in higher rates of dilation and higher strengths than those obtained in the conventional extension tests. These results also compare well with the results from true triaxial tests with stiff boundaries. Detailed comparisons are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCross-anisotropy.
=650  \0$aExtension test.
=650  \0$aRate of dilation.
=650  \0$aSand.
=650  \0$aShear strength.
=650  \0$aUniform strain.
=650  \0$aDeformations (Mechanics)
=650  \0$aSoil stabilization.
=650  \0$aShear (Mechanics)
=650  14$aCross-anisotropy.
=650  24$aExtension test.
=650  24$aRate of dilation.
=650  24$aSand.
=650  24$aShear strength.
=650  24$aUniform strain.
=700  1\$aWang, Qiong,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104375.htm

=LDR  03578nab a2200565 i 4500
=001  GTJ103101
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103101$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103101$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA749
=082  04$a624.151363$223
=100  1\$aAlfaro, Marolo C.,$eauthor.
=245  10$aLaboratory Performance of Geogrid-reinforced Soils Subjected to Freezing and Thawing /$cMarolo C. Alfaro, Yadav P. Pathak.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThis paper reports results from bench-scale plane-strain laboratory tests conducted in order to investigate the behavior of geogrid-reinforced silt specimens during freezing and thawing cycles. Soil-geogrid interaction was analyzed through comparison of the soil and geogrid strains. Vertical and lateral pressures were applied to the specimens to simulate anisotropic loading conditions in the field. Reinforced and unreinforced specimens were subjected to cycles of freezing (-25° C) and thawing (+23° C) temperatures inside a walk-in temperature-controlled environmental chamber. Measured geogrid strains at the end of 12 freezing-thawing cycles were on the order of 0.57 %. An additional strain of this magnitude in the reinforcement due to the freezing-thawing cycles would have only minimal effect on working strain levels in the design, which range from 1 % to 2 %. However, the strains induced by freezing and thawing can approach working design strains as the number of cycles increases. This could have significant long-term implications if accumulated strains were to overstrain the geogrid. The soil deformations were observed to be mostly horizontal. This pattern of deformations during the freezing and thawing of silt could result in shallow sliding at the face of slopes and embankments. The soil strains were higher than the geogrid strains, indicating relative movements between soil and reinforcement, mostly during thawing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformations.
=650  \0$aFreezing-thawing.
=650  \0$aLaboratory test.
=650  \0$aPlane-strain condition.
=650  \0$aSoil-geogrid interaction.
=650  \0$aEarthwork$xMaterials.
=650  \0$aGeosynthetics.
=650  \0$aSoil stabilization.
=650  14$aGeosynthetics.
=650  24$aFreezing-thawing.
=650  24$aLaboratory test.
=650  24$aPlane-strain condition.
=650  24$aDeformations.
=650  24$aSoil-geogrid interaction.
=700  1\$aPathak, Yadav P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103101.htm

=LDR  03530nab a2200553 i 4500
=001  GTJ103846
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103846$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103846$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aEbrahimi, Ali,$eauthor.
=245  10$aProtocol for Testing Fouled Railway Ballast in Large-Scale Cyclic Triaxial Equipment /$cAli Ebrahimi, James M. Tinjum, Tuncer B. Edil.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aA testing protocol was developed to measure accumulation of vertical plastic deformation in fouled railway ballast under cyclic traffic loading. Large-scale cyclic triaxial (LSCT) test equipment was constructed to test fouled ballast under various stress conditions. A method of introducing fouling material and moisture to ballast specimens was critical to the resulting deformational behavior. Specimens for LSCT testing should be prepared by mixing ballast with relatively dry fouling material (moisture <5 % for granular fouling and <15 % for clay-based fouling) prior to compaction to prevent a heterogeneous distribution of fouling within the specimen. A full-scale track model experiment (FSTME) was built to determine a representative state of stress (RSS) for railway ballast for use in the LSCT testing. The RSS allows for testing of ballast under consistent stresses to compare the effect of material characteristics of fouling such as fouling content and moisture content. A RSS of 90 kPa (confining) and 300 kPa (deviator) for a train axle load of 264 kN was suggested based on the FSTME results. Measured deformation of fouled ballast using the proposed testing protocol was compared with a published vertical deformation of railway track in a track test section. Results of this study indicate that the proposed testing protocol can simulate the vertical plastic deformation of railway ballast at a specified stress level.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFouling.
=650  \0$aLarge-scale cyclic triaxial.
=650  \0$aPlastic deformation.
=650  \0$aRailway ballast.
=650  \0$aTesting protocol.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aTesting protocol.
=650  24$aRailway ballast.
=650  24$aFouling.
=650  24$aLarge-scale cyclic triaxial.
=650  24$aPlastic deformation.
=700  1\$aTinjum, James M.,$eauthor.
=700  1\$aEdil, Tuncer B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103846.htm

=LDR  04824nab a2200661 i 4500
=001  GTJ104172
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104172$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104172$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA445.5
=082  04$a516$223
=100  1\$aPowell, J. Suzanne,$eauthor.
=245  10$aInfluence of Specimen Geometry on Sample Disturbance Observed in Oedometric Testing of Clay Shales /$cJ. Suzanne Powell, Greg Siemens, W. Andy Take, Vicki Remenda.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b41
=520  3\$aThere has been a significant amount of research investigating the relationship between sample disturbance and laboratory test results in soft soils. As a result of this research, the general rule adopted is that using larger specimens results in less sample disturbance. When testing these larger specimens in the laboratory, the results are more representative of in situ behavior of the materials. In contrast, there has been relatively little corresponding research performed on hard soils whose behavior typically lies on the boundary between rock and soil. Extensive unloading in hard soils, from sampling, results in large suctions (negative pore pressures) and the formation of fractures that are uncharacteristic of the material in its natural state. This poses the question of whether the use of small specimens would produce more reliable laboratory results. This paper investigates the following two hypotheses within the context of oedometric testing: (1) testing smaller diameter specimens will produce results more representative of the in situ behavior of the material, and (2) an aspect ratio of 2.5 may reduce disturbance to the specimen during preparation are tested. The results of this testing program, including the intact material properties, and a characterization of the compression behaviour of clay shale from the Bearpaw Formation is also presented herein. Results show that a reduced specimen size, when working with a hard clay shale, minimizes the effect of disturbance and produces results that are the most representative of the intact material. Decreased specimen size also aids in determining preconsolidation pressure by not only reducing the disturbance to the sample resulting from unloading, but also by enabling these high stresses to be achieved in conventional testing equipment. Two criteria from the literature were used to assess disturbance within the oedometer specimens. Overall, the methods provide a good baseline of assessing disturbance, however, there is less gradation to the quality of a specimen in a hard soil. Parameters Cc and ?'p were sensitive to sample disturbance, however, other parameters such as cv and K were less dramatically affected by disturbance. Therefore, care must be taken when assessing the compression of a hard soil as failing to achieve sufficiently higher stresses and the presence of disturbed specimens may lead to misleading Cc and ?'p values.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay shale.
=650  \0$aCompressibility.
=650  \0$aDisturbance.
=650  \0$aIntrinsic compression line.
=650  \0$aOedometer tests.
=650  \0$aPreconsolidation pressure.
=650  \0$aSpecimen size.
=650  \0$aStructure.
=650  \0$aClaymodeling.
=650  \0$aGeometry.
=650  \0$aModeling.
=650  \0$aShapes.
=650  14$aDisturbance.
=650  24$aClay shale.
=650  24$aOedometer tests.
=650  24$aStructure.
=650  24$aCompressibility.
=650  24$aIntrinsic compression line.
=650  24$aSpecimen size.
=650  24$aPreconsolidation pressure.
=700  1\$aSiemens, Greg,$eauthor.
=700  1\$aTake, W. Andy,$eauthor.
=700  1\$aRemenda, Vicki,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104172.htm

=LDR  03199nab a2200553 i 4500
=001  GTJ104635
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104635$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104635$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/8923$223
=100  1\$aKoerner, Robert M.,$eauthor.
=245  10$aIndex Puncture Resistance of Geomembranes Using Various Protection Geosynthetics /$cRobert M. Koerner, W. K. (Connie) Wong, George R. Koerner.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe puncturing of geomembranes by stones is unfortunately not uncommon. In order to prevent its occurrence, various geosynthetics have been used as protection materials. Needle punched nonwoven geotextiles (of various unit weights), geonet drainage composites, and geosynthetic clay liners have been used, and all are evaluated in this laboratory puncture study. Results from three standardized puncture test methods (tapered, pin, and pyramid shaped end probes) are compared to one another. The results show that all geomembranes are susceptible to puncture, with increasing thickness providing some, but limited, improvement. Geotextiles clearly show improved puncture protection, and the improvement is in linear proportion to their increasing unit weights. Geonet drainage composites also show improvement essentially in proportion to the unit weights of the geotextiles affixed to the surfaces of the geonet core. Geosynthetic clay liners also provide protection, again in proportion to the unit weight of the associated geotextiles, particularly when the bentonite is hydrated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrainage composites.
=650  \0$aGeomembrane protection.
=650  \0$aGeosynthetic clay liners.
=650  \0$aGeotextiles.
=650  \0$aPuncture.
=650  \0$aGeomembranes.
=650  14$aGeomembranes.
=650  24$aPuncture.
=650  24$aGeomembrane protection.
=650  24$aGeotextiles.
=650  24$aDrainage composites.
=650  24$aGeosynthetic clay liners.
=700  1\$aWong, W. K. (Connie),$eauthor.
=700  1\$aKoerner, George R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104635.htm

=LDR  03054nab a2200553 i 4500
=001  GTJ104183
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104183$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104183$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE212
=082  04$a625.7$223
=100  1\$aPaul, D. K.,$eauthor.
=245  10$aCharacterisation of Lightly Stabilised Granular Base Materials by Flexural Beam Testing and Effects of Loading Rate /$cD. K. Paul, C. T. Gnanendran.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aThis paper presents the results from an experimental study on the characterisation of lightly stabilised granular base materials by monotonic load/displacement flexural beam testing which was carried out on two granular base materials lightly stabilised with 1 % to 3 % cement-fly ash. Effects of the loading/displacement rate on the flexural properties (i.e., flexural strength and stiffness modulus) of the lightly stabilised granular base materials were investigated and they were found to be loading/displacement rate-dependent. The suitability of an improved (newly developed) flexural beam testing setup with internal deflection measurements, which was employed to determine these flexural properties, was also examined. Test results indicate that this improved flexural beam testing setup can be used reliably for characterising lightly stabilised granular base materials.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCharacterisation.
=650  \0$aFlexural beam testing.
=650  \0$aFlexural strength.
=650  \0$aLoading-rate dependency.
=650  \0$aStiffness modulus.
=650  \0$aPavements, Asphalt$xSubgrades.
=650  \0$aPavements, Asphalt$xRecycling.
=650  14$aLightly stabilised granular base materials.
=650  24$aFlexural beam testing.
=650  24$aCharacterisation.
=650  24$aFlexural strength.
=650  24$aStiffness modulus.
=650  24$aLoading-rate dependency.
=700  1\$aGnanendran, C. T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104183.htm

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=006  m|||||o|||||||||||
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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10039J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10039J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSilvestri, V.,$eauthor.
=245  12$aA Study of Undrained Shear Strength Using Various Vanes /$cV. Silvestri, M. Aubertin, RP. Chapuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aA field study of the undrained shear strength of a sensitive clay deposit was carried out by means of various vane configurations. Rectangular, rhomboidal, triangular, and elliptic vane blades were used. The assumption of isotropy of the undrained shear strength indicates that a uniform shear stress distribution gives a better fit to the observed response than a triangular distribution.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField investigation.
=650  \0$aGeometric factors.
=650  \0$aShear strength.
=650  \0$aShear stress distributions.
=650  \0$aTorque factors.
=650  \0$aUndrained shear strength.
=650  \0$aVane configurations.
=650  \0$aVanes.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aVanes.
=650  24$aShear strength.
=650  24$aVane configurations.
=650  24$aUndrained shear strength.
=650  24$aShear stress distributions.
=650  24$aGeometric factors.
=650  24$aTorque factors.
=650  24$aField investigation.
=700  1\$aAubertin, M.,$eauthor.
=700  1\$aChapuis, RP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10039J.htm

=LDR  03484nab a2200565 i 4500
=001  GTJ10034J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10034J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10034J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN281
=082  04$a622/.24$223
=100  1\$aVucetic, M.,$eauthor.
=245  10$aDynamic Centrifuge Testing of Soil-Nailed Excavations /$cM. Vucetic, MR. Tufenkjian, M. Doroudian.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aA series of dynamic centrifuge tests was conducted on models of soil-nailed excavations. The models were subjected to various levels of horizontal shaking to investigate the seismic stability of their prototypes. The scaling factor was 50 in all tests, the depth of the prototype excavation was H = 7.6 m, and the length of nails in each test varied between 0.33 H and 1 H. The tests revealed the most probable failure mechanism under strong shaking and at the same time showed that soil nailing is an excellent method for earth support in seismic regions. The paper describes details of the testing procedure. The procedure includes selection and preparation of the soil, selection and design of the nails and facing, step-by-step filling of the model box, rough simulation of possible geologic history of the soil, excavation and installation of the nails and facing, cyclic shaking, measurements of accelerations and displacements, excavation and incisions of the nailed soil after the tests, and data processing. The investigation showed that centrifuge testing can successfully simulate dynamic soil-structure interaction for complex geotechnical systems such as soil nailing. However, to incorporate pertinent details of the prototype into the model and to provide the proper boundary conditions, a carefully planned step-by-step testing procedure must be implemented. Limitations of the testing and problems encountered are also discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuges.
=650  \0$aEarthquakes.
=650  \0$aExcavation.
=650  \0$aModel tests.
=650  \0$aSeismic effects.
=650  \0$aSoil nailing.
=650  \0$aExcavation$vMethodology.
=650  14$aCentrifuges.
=650  24$aExcavation.
=650  24$aSeismic effects.
=650  24$aSoil nailing.
=650  24$aEarthquakes.
=650  24$aModel tests.
=700  1\$aTufenkjian, MR.,$eauthor.
=700  1\$aDoroudian, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10034J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10035J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10035J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aFindlay, RC.,$eauthor.
=245  10$aSome Factors Affecting In Situ Measurement Using the Cambridge Self-Boring Pressuremeter /$cRC. Findlay, J. Benoit.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aResearch presented in this paper was conducted to assess the influence of environmental and physical factors on measurements made with the self-boring pressuremeter (SBPM). It was found that temperature changes during deployment and long-term instrument calibration drift can result in misinterpretation of in situ soil properties. It was also observed that neglecting to consider the sequential order of strain arm lift-off and radial confinement in both membrane calibration and data reduction can have an effect on interpretation of horizontal stresses, particularly in soft clays. Control experiments were conducted to quantify the effect of these factors. Based on the results of these experiments, a method for assessing excess pore pressure at the beginning of a test using the standard Cambridge SBPM transducers was developed. This method incorporates findings from temperature behavior tests. In addition, a modified method of membrane stiffness correction is proposed which includes consideration of sequential order of lift-off and confinement effects.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHorizontal stress.
=650  \0$aIn situ testing.
=650  \0$aMembrane stiffness.
=650  \0$aPore pressure.
=650  \0$aPressuremeter.
=650  \0$aSoft clay.
=650  \0$aStiffness.
=650  \0$aStress.
=650  \0$aTemperature effects.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aStiffness.
=650  24$aStress.
=650  24$aPressuremeter.
=650  24$aIn situ testing.
=650  24$aSBPM.
=650  24$aHorizontal stress.
=650  24$aMembrane stiffness.
=650  24$aSoft clay.
=650  24$aTemperature effects.
=650  24$aPore pressure.
=700  1\$aBenoit, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10035J.htm

=LDR  03753nab a2200577 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10037J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10037J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aWeggel, JR.,$eauthor.
=245  10$aIn-Plane Air Flow Through Needle-Punched, Nonwoven Geotextiles Under Normal Loading /$cJR. Weggel, WA. Gontar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aKnowledge of the in-plane permeability of nonwoven geotextiles to air and other gases has important applications including, for example, the transport and collection of methane gas beneath landfill caps. The results of in-plane flow measurements of air through eight different needle-punched, nonwoven geotextiles are presented. Air flow was measured using a radial flow device under a range of inflow pressures and compressive loads tending to reduce the geotextile's thickness. Inflow pressures ranged from 6.9 to 20.7 kPa (1 to 3 psi), while compressive loads ranged from 13.8 to 372 kPa (2 to 54 psi). The flow through the radial flow device is described mathematically to account for the compressive load borne by the air pressure between the plates of the device. A dimensional analysis of the important variables results in a description of the flow using five dimensionless terms including a dimensionless permeability. The analysis indicates that all eight needle-punched, nonwoven geotextiles, in spite of their variable thickness, differing materials, and differing post-treatment, are essentially identical in their performance in terms of how air flows through them. The intrinsic permeability of all eight geotextiles can be estimated to within 8% (worst case) by the equation k=[1.7578?4/3g2/3[?p??L]-0.398t-0.659]1.4914 in which k is the in-plane intrinsic permeability, ? is the unit weight of the fluid, ?p is the pressure drop along the flow path, ?L is the length of the flow path (?p/?L is the pressure gradient), t is the thickness of the geotextile, and v is the kinematic viscosity of the fluid.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotextiles.
=650  \0$aIn-plane airflow.
=650  \0$aIntrinsic permeability.
=650  \0$aNeedle-punched geotextiles.
=650  \0$aNonwoven geotextiles.
=650  \0$aPermeability.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aGeotextiles.
=650  24$aPermeability.
=650  24$aIn-plane airflow.
=650  24$aIntrinsic permeability.
=650  24$aNeedle-punched geotextiles.
=650  24$aNonwoven geotextiles.
=700  1\$aGontar, WA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10037J.htm

=LDR  03032nab a2200613 i 4500
=001  GTJ10036J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10036J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10036J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aLee, MW.,$eauthor.
=245  14$aThe Simple Pile Load Test (SPLT) /$cMW. Lee, SW. Paik, WJ. Lee, CT. Yi, DY. Kim, SJ. Yoon.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aFor the design of pile foundations, estimation of the pile-bearing capacity is important because the size and number of piles are determined from the estimation. Although there have been many different methods predicting pile-bearing capacity, no one method provides reliable predictions except for methods based on actual loading tests. Due to time and money constraints, conventional pile-load tests tend to be limited and, consequently, design relies on relatively high factors of safety. In this paper, a new and simple method of performing pile-load tests is introduced. The suggested method uses a separable pile shoe with a reduced-size sliding core and has proved to be efficient in terms of both time and cost. By choosing the newly developed testing method, a more economical pile design can be attained.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPartial factors of safety.
=650  \0$aPile foundations.
=650  \0$aPile-bearing capacities.
=650  \0$aPile-load test.
=650  \0$aPile-loading tests.
=650  \0$aSeparable shoe.
=650  \0$aSliding core.
=650  14$aPile-bearing capacities.
=650  24$aPile foundations.
=650  24$aPile-loading tests.
=650  24$aPile-load test.
=650  24$aPartial factors of safety.
=650  24$aSeparable shoe.
=650  24$aSliding core.
=700  1\$aPaik, SW.,$eauthor.
=700  1\$aLee, WJ.,$eauthor.
=700  1\$aYi, CT.,$eauthor.
=700  1\$aKim, DY.,$eauthor.
=700  1\$aYoon, SJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10036J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10041J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10041J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aOmar, MT.,$eauthor.
=245  10$aUltimate Bearing Capacity of Rectangular Foundations on Geogrid-Reinforced Sand /$cMT. Omar, BM. Das, S-C Yen, VK. Puri, EE. Cook.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aModel test results for the ultimate bearing capacity of rectangular surface foundations supported by geogrid-reinforced sand are presented. The tests were conducted using one type of sand at one relative density of compaction with only one type of geogrid. The length-to-width ratios of the model foundations were varied as 1, 2, 3, and ?. Based on the model test results, the maximum required depths of reinforcement and the sizes of the geogrid layers to obtain maximum-bearing-capacity ratios have been presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing-capacity ratio.
=650  \0$aGeogrid reinforcement.
=650  \0$aModel test.
=650  \0$aRectangular foundation.
=650  \0$aUltimate bearing capacity.
=650  \0$aSand.
=650  14$aBearing-capacity ratio.
=650  24$aGeogrid reinforcement.
=650  24$aModel test.
=650  24$aRectangular foundation.
=650  24$aSand.
=650  24$aUltimate bearing capacity.
=700  1\$aDas, BM.,$eauthor.
=700  1\$aYen, S-C,$eauthor.
=700  1\$aPuri, VK.,$eauthor.
=700  1\$aCook, EE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10041J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10040J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10040J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aChen, R.,$eauthor.
=245  10$aIndirect Tension Tests on Rock-Analytical/Numerical Correction for Material Bimodularity /$cR. Chen, B. Stimpson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aMany rocks have different deformational properties when loaded in tension and in compression. This property is referred to as bimodularity. The influence of bimodularity on four of the most commonly utilized indirect tension testing methods for measuring the tensile strength of rock is investigated analytically and numerically in this paper. These indirect tension methods include the three-point beam-bending test, the hydraulic extension test, the Brazilian test, and the ring test. It is shown that tensile strengths for rock derived from these tests are overestimated if the normal assumption of equal moduli in tension and compression is made. The actual tensile strength may be determined if the moduli ratio in tension and compression is known.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBimodularity.
=650  \0$aDeformation.
=650  \0$aIndirect tensile strength.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aDeformation.
=650  24$aBimodularity.
=650  24$aRocks.
=650  24$aIndirect tensile strength.
=700  1\$aStimpson, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10040J.htm

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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10043J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10043J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aLord, AE.,$eauthor.
=245  10$aTime-Temperature Superposition in Mechanical Durability Testing of Polyethylene Geomembranes /$cAE. Lord, YG. Hsuan, RM. Koerner.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe mechanical durability of polyethylene geomembranes is considered in this technical note. Polyethylene plastic pipe research has shown that there are universal factors for shifting high-temperature failure (short time) data to low temperatures (long time). Data presented here indicate that these same shift factors may also apply to geomembranes. Crack growth rate studies are proposed as a supplement to the currently used notched constant tensile load tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCracks.
=650  \0$aDurability.
=650  \0$aFailure criteria.
=650  \0$aFailure time.
=650  \0$aLifetime.
=650  \0$aMechanical durability.
=650  \0$aPolyethylene geomembranes.
=650  \0$aSlow crack growth.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aDurability.
=650  24$aCracks.
=650  24$aFailure criteria.
=650  24$aPolyethylene geomembranes.
=650  24$aMechanical durability.
=650  24$aLifetime.
=650  24$aFailure time.
=650  24$aSlow crack growth.
=700  1\$aHsuan, YG.,$eauthor.
=700  1\$aKoerner, RM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10043J.htm

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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10045J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10045J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aHabib, SA.,$eauthor.
=245  10$aSwelling Pressure Behavior Under Controlled Suction /$cSA. Habib, D. Karube.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aAn experimental study has been conducted to study the swelling pressure behavior of expansive soil in both vertical and lateral directions simultaneously under controlled suction. A series of one-dimensional consolidation tests was carried out on compacted soil specimen using a newly developed oedometer with devices for controlling suction and measuring lateral pressure. The test results show that while both vertical swelling pressure and lateral pressure are path dependent, there are lower and upper values of mean effective pressure depending on initial soil conditions. Based on this approach, the safe swelling pressure can be determined. The results of this method were compared with other results and found to be in agreement with the proposed one.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aExpansive soils.
=650  \0$aLaboratory tests.
=650  \0$aLateral pressure.
=650  \0$aSuction.
=650  \0$aSwelling pressure.
=650  \0$aSwelling.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aSwelling pressure.
=650  24$aSuction.
=650  24$aSwelling.
=650  24$aExpansive soils.
=650  24$aCompression.
=650  24$aLateral pressure.
=650  24$aLaboratory tests.
=700  1\$aKarube, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10045J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10033J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10033J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a620.43$223
=100  1\$aYamamuro, JA.,$eauthor.
=245  10$aB-Value Measurements for Granular Materials at High Confining Pressures /$cJA. Yamamuro, PV. Lade.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe pore-pressure coefficient, B, is used often to check the degree of saturation of triaxial specimens. A B-value approaching unity is taken to indicate full saturation. The B-value has been measured experimentally at high confining pressures (0.07 to 69 MPa) and found to be substantially less than unity, despite full saturation. Although lowered B-values can be evaluated reliably under high-stress conditions, saturation checks are performed most conveniently at low confining pressures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aB-value.
=650  \0$aDegree of saturation.
=650  \0$aHigh pressures.
=650  \0$aPore pressure coefficient.
=650  \0$aPore pressures.
=650  \0$aSaturation.
=650  \0$aGranular materials.
=650  \0$aChemistry.
=650  \0$aScience.
=650  14$aPore pressures.
=650  24$aSaturation.
=650  24$aB-value.
=650  24$aPore pressure coefficient.
=650  24$aDegree of saturation.
=650  24$aHigh pressures.
=700  1\$aLade, PV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10033J.htm

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=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10044J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10044J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aKolymbas, D.,$eauthor.
=245  10$aSoft Oedometer-A New Testing Device and Its Application for the Calibration of Hypoplastic Constitutive Laws /$cD. Kolymbas, E. Bauer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe problem addressed is how to obtain the material parameters of soils and other granular materials by means of a simple and fast laboratory test which fulfills the requirement of homogeneous specimen deformation. A new laboratory testing device called "soft oedometer," characterized by an extensible lateral supporting ring, makes it possible to measure not only the vertical but also the lateral stress and strain of the specimen. The construction principles are presented as well as test results. The suggested evaluation of the latter makes it possible to determine the friction angle and all parameters entering hypoplastic constitutive equations without the need to achieve the limit state.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aOedometer.
=650  \0$aTesting device.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aOedometer.
=650  24$aTesting device.
=650  24$aCalibration.
=700  1\$aBauer, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10044J.htm

=LDR  02424nab a2200505 i 4500
=001  GTJ10046J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10046J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10046J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aSikh, TS.,$eauthor.
=245  10$aEvaluation of Fill Compaction /$cTS. Sikh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aCompaction was evaluated of existing fills at seven sites. The field densities were evaluated with three different techniques. These techniques included: (1) the sand-cone method, ASTM D 1556; (2) the drive-cylinder method, ASTM D 2937; and (3) a smaller version of drive cylinder that was driven manually into the ground. Two comparisons were made: between sand cone and drive cylinder (ASTM D 2937), and between sand cone and smaller (manual) drive cylinder. The results indicate excellent agreement. A linear regression analysis of all the data points indicates a correlation coefficient of 0.972.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrive samplers.
=650  \0$aField density.
=650  \0$aMaximum dry density.
=650  \0$aSand cone method.
=650  \0$aCompaction.
=650  14$aCompaction.
=650  24$aSand cone method.
=650  24$aDrive samplers.
=650  24$aField density.
=650  24$aMaximum dry density.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10046J.htm

=LDR  02505nab a2200541 i 4500
=001  GTJ10042J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10042J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10042J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aStone, KJL,$eauthor.
=245  10$aSimulation of Ground Loss in Centrifuge Model Tests /$cKJL Stone, TA. Brown.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThis note presents a computer-controlled mechanical system developed to simulate ground loss in centrifuge model tests. The main application of the system to date had been in the field of mining subsidence prediction. This involves the replication of total extraction of thin mineral seams at depth. A brief overview of total extraction methods is presented, and the performance of the system to replicate these methods in centrifuge model tests is briefly illustrated. The versatility of the system to other applications involving ground loss or boundary displacement problems is also illustrated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuges.
=650  \0$aFaulting.
=650  \0$aMining.
=650  \0$aModel tests.
=650  \0$aSubsidence.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCentrifuges.
=650  24$aModel tests.
=650  24$aMining.
=650  24$aSubsidence.
=650  24$aFaulting.
=700  1\$aBrown, TA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10042J.htm

=LDR  03934nab a2200589 i 4500
=001  GTJ10038J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10038J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10038J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aLivneh, M.,$eauthor.
=245  12$aA Statistical Methodology to Analyze the Effect of Changes in Testing Technology on Measurement Results /$cM. Livneh, M. Ben-Akiva.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aIn the field of soil mechanics and highway engineering, there is great interest in the comparison of two different instruments or two different measuring technologies that measure the same characteristics of given items (or samples). This interest holds also for comparison of semi-identical instruments having minor changes in a given testing technology. All such comparisons involve statistical methods which permit the researcher to estimate separately the natural variability of the characteristic and the variability caused by measurement errors. However, previous studies consider only two components of measurement error: (a) the random error of measurement and (b) the instrumental systematic additive bias, thus skipping over the important third component, i.e., the instrumental systematic multiplicative bias. This paper deals with the above-mentioned modifications for the two-instrument case of the randomized-pair comparison sets. It is shown that this case necessitates a preliminary assumption in order to identify the different errors in the statistical analysis. The appropriate assumption depends on the nature of the testing mechanisms as demonstrated in this paper by three examples involving testing with the dynamic cone penetrometer. Finally, it should be mentioned that the nonnormally distributed case is very frequent, especially when the pool of results includes tests performed on different types of soils, even when the results of each type are regarded as normally distributed with different means and variances. Thus, the paper suggests sensitivity tests for the calculated parameters which include the above-mentioned case. Also, in the paper's appendix, the known t and F tests are modified for the same purpose.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aCorrelation techniques.
=650  \0$aDynamic penetration test.
=650  \0$aErrors.
=650  \0$aExperimental data.
=650  \0$aStatistical analysis.
=650  \0$aTesting machines.
=650  \0$aPenetrometer.
=650  \0$aSoil penetration test.
=650  14$aStatistical analysis.
=650  24$aTesting machines.
=650  24$aExperimental data.
=650  24$aErrors.
=650  24$aCalibration.
=650  24$aCorrelation techniques.
=650  24$aDynamic penetration test.
=700  1\$aBen-Akiva, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10038J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11339J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11339J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA413.5
=082  04$a620.1/123/0287$223
=100  1\$aBe?suelle, P.,$eauthor.
=245  13$aAn Internal Instrumentation for Axial and Radial Strain Measurements in Triaxial Tests /$cP. Be?suelle, J. Desrues.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aA measuring device for axial and radial displacements in triaxial tests on soft rock specimens is described. Developed to optimize the detection of strain localization, the transducers have a linear response and a working range of a few percent. After a presentation of the manufacture and properties, detection of strain localization in the specimen during the compression test is discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInhomogenous deformation.
=650  \0$aInstrumentation.
=650  \0$aTriaxial test.
=650  \0$astrain measurement.
=650  \0$aStrains and stresses$xMeasurement.
=650  \0$aStrain gages.
=650  14$aTriaxial test.
=650  24$aInstrumentation.
=650  24$aStrain measurement.
=650  24$aInhomogenous deformation.
=700  1\$aDesrues, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11339J.htm

=LDR  03245nab a2200541 i 4500
=001  GTJ11341J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11341J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11341J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aChapuis, RP.,$eauthor.
=245  10$aExtracting Piezometric Level and Hydraulic Conductivity from Tests in Driven Flush-Joint Casings /$cRP. Chapuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b62
=520  3\$aPermeability tests in borehole casings must satisfy many conditions to give reliable results. A test can be done only in a driven flush-joint casing. When a casing is rotated, its contact against the adjacent soil does not provide a seal good enough to assess the local k-value. Only water injection can be used (either falling-head or constant-head) because water extraction creates upward forces that destabilize the soil and induce either soil heave or clogging. Other conditions are explained in the paper. Interpretation methods differ mainly in their assumptions about solid matrix deformability during the test. The paper describes an interpretation method based on the equation of mass conservation: it leads to a graph of downward water velocity in the casing. This graph provides the error made in the quick field estimate of piezometric level (PL) for a tested zone. Several examples are provided, including tests that produce hydraulic separation between soil and casing. The PL obtained with this graph was always similar to that given by a monitoring well installed at the same level after borehole completion. From analysis of many tests at the same site, information can be obtained on natural water seepage conditions using a variation of PL versus depth.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCasing.
=650  \0$aDriving.
=650  \0$aField permeability.
=650  \0$aInterpretation.
=650  \0$aPiezometric level.
=650  \0$apermeabilities.
=650  \0$aSoil mechanics.
=650  \0$aconductivity.
=650  14$aField permeability.
=650  24$aCasing.
=650  24$aDriving.
=650  24$aPiezometric level.
=650  24$aInterpretation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11341J.htm

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=024  7\$a10.1520/GTJ11336J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11336J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP815
=082  04$a620.11$223
=100  1\$aStormont, JC.,$eauthor.
=245  10$aTransmissivity of a Nonwoven Polypropylene Geotextile Under Suction /$cJC. Stormont, C. Ray, T. Matthew Evans.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aA permeameter has been developed for measuring in-plane transmissivity of geotextiles under a nearly constant value of suction along its length. The permeameter is capable of imposing gradients in excess of 10% and normal pressure up to 240 kPa, and permits the monitoring of the suctions within the geotextile during testing. To demonstrate the capability of the permeameter, a series of transmissivity measurements were made on a nonwoven polypropylene geotextile subject to different suction heads, normal pressures, and gradients. Transmissivities were up to two orders of magnitude less than the saturated value depending the on the magnitude of the suction head and whether the geotextile was being wetted or dried (hysteresis). Transmissivity values were independent of the gradient for these measurements. Increasing the applied normal pressure decreased the transmissivity at all values of suction head.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotextiles.
=650  \0$aSuction.
=650  \0$aTransmissivity.
=650  \0$apermeameter.
=650  \0$apermeability.
=650  \0$aunsaturated flow.
=650  14$aTransmissivity.
=650  24$aGeotextiles.
=650  24$aPermeameter.
=650  24$aUnsaturated flow.
=650  24$aSuction.
=700  1\$aRay, C.,$eauthor.
=700  1\$aMatthew Evans, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11336J.htm

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=024  7\$a10.1520/GTJ11334J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11334J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aLeung, CF.,$eauthor.
=245  10$aExperimental Evaluation of Consolidation Behavior of Stiff Clay Lumps in Reclamation Fill /$cCF. Leung, JC. Wong, R. Manivanann, SA. Tan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aWhen stiff clay dredged from the seabed is deposited by barge as fill material, large voids exist between the stiff clay lumps in the reclamation fill. One major concern is that the voids may close up upon loading, resulting in a large and sudden increase in the fill settlement. In the present study, an experimental investigation is carried out to examine the behavior of fill made up of dredged stiff clay lumps using a large one-dimensional compression apparatus and a centrifuge modeling technique. The results revealed that much of the inter-lump voids close up during the preloading stage. In addition, the rate of consolidation of the lumpy fill is significantly faster than that of homogeneous clay with the difference in consolidation rate diminishing with increase in loading pressure. The effects of lump shape and size, and original shear strength of in situ clay on the performance of lumpy fill, are also investigated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge tests.
=650  \0$aClay lump.
=650  \0$aConsolidation settlement.
=650  \0$aPore pressure.
=650  \0$aVoids.
=650  \0$aRock mechanics.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xTesting.
=650  14$aClay lump.
=650  24$aConsolidation settlement.
=650  24$aPore pressure.
=650  24$aVoids.
=650  24$aCentrifuge tests.
=700  1\$aWong, JC.,$eauthor.
=700  1\$aManivanann, R.,$eauthor.
=700  1\$aTan, SA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11334J.htm

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=024  7\$a10.1520/GTJ11340J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11340J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aVaid, YP.,$eauthor.
=245  10$aLaboratory Characterization of Stress-Strain Behavior of Soils by Stress and/or Strain Path Loading /$cYP. Vaid, A. Eliadorani, S. Sivathayalan, M. Uthayakumar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aStrain path control during loading in addition to the often-desired stress path control is shown to constitute a versatile method of characterizing stress-strain response of soils in the laboratory. It allows probing stress or strain increments to be applied in any direction at an ambient effective stress state to study the stress history and stress-path-dependent response. The capture of even the potential strain softening and the post peak behavior is made possible with no difficulty. Some unique capabilities of a triaxial and a multiaxial hollow cylinder torsion apparatus of these types are demonstrated by results of tests on a saturated sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHollow cylinder torsion test.
=650  \0$aSand.
=650  \0$aStrain path control.
=650  \0$aStress-strain behavior.
=650  \0$aTriaxial test.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aStress-strain behavior.
=650  24$aStrain path control.
=650  24$aTriaxial test.
=650  24$aHollow cylinder torsion test.
=650  24$aSand.
=650  24$aK0.
=700  1\$aEliadorani, A.,$eauthor.
=700  1\$aSivathayalan, S.,$eauthor.
=700  1\$aUthayakumar, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11340J.htm

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=024  7\$a10.1520/GTJ11333J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11333J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aPennington, DS.,$eauthor.
=245  10$aHorizontally Mounted Bender Elements for Measuring Anisotropic Shear Moduli in Triaxial Clay Specimens /$cDS. Pennington, DFT Nash, ML. Lings.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aNovel horizontally mounted bender element devices capable of high-quality transmission and reception of horizontally propagated shear waves polarized in orthogonal planes across the mid-height of a triaxial clay specimen are described. Mounting of these mini benders, in a T-shaped configuration, is in the pads of a radial strain belt on 100 mm diameter triaxial samples, or alternatively as bender probes (similar in concept to mid-height pore pressure probes) suitable for use on triaxial samples down to 38 mm diameter. This latter type may also be used in bench-top tests or on site. The effective fabrication procedures that have been developed are described. The instrumentation systems used to drive and receive signals are outlined, and estimates of the magnitude of the shear strains developed by the bender elements and the accuracy with which shear wave velocities can be determined are discussed. These new bender elements enable both anisotropic shear moduli to be measured over the same path length on a single triaxial specimen that can be taken to a wide variety of anisotropic stress states. Comparison with measurements using conventional platen-mounted bender elements suggests these may underestimate the shear modulus by up to 20%.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aBender elements.
=650  \0$aClays.
=650  \0$aDynamic testing.
=650  \0$aShear modulus.
=650  \0$aTriaxial testing.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aAnisotropy.
=650  24$aBender elements.
=650  24$aClays.
=650  24$aDynamic testing.
=650  24$aShear modulus.
=650  24$aTriaxial testing.
=700  1\$aNash, DFT,$eauthor.
=700  1\$aLings, ML.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11333J.htm

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=024  7\$a10.1520/GTJ11337J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11337J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1800
=082  04$a621.382/75$223
=100  1\$aWright, WC.,$eauthor.
=245  10$aCalibration of Five-Segment Time Domain Reflectometry Probes for Water Content Measurement in High Density Materials /$cWC. Wright, RE. Yoder, NR. Rainwater, EC. Drumm.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b42
=520  3\$aTime domain reflectometry (TDR) systems are being used widely for in situ measurement of soil water content. Water content is calculated based on the measured dielectric properties of the soil system. TDR systems for water content measurement were originally developed for use in soils with low bulk densities similar to those found in agriculture. Four highway test sites in Tennessee were instrumented with five-segment TDR probes in the soil subgrade and in the unbound aggregate sub-base (Rainwater et al. 1999). These materials are more dense than agricultural soils. After several months of data collection and field verification, the TDR predicted water contents and gravimetric water contents did not coincide. For this reason, a study was performed with the TDR equipment using each of the four test site subgrade soils and an unbound aggregate sub-base sample. Ten previously published TDR water content relationships were evaluated to determine which relationship most accurately predicted water content for the subgrade soils and for the unbound aggregate sub-base using the five-segment probe. During the course of the study, it was necessary to evaluate the manufacturer's relationship between the measured propagation time and the corrected propagation time, which accounts for the epoxy fill between the probe waveguides. The relationship was revised to reduce significant variation in corrected propagation times between segments.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompacted materials.
=650  \0$aFine-grained soils.
=650  \0$aPavement.
=650  \0$aSubgrades.
=650  \0$aTime domain reflectometry.
=650  \0$aWater content.
=650  \0$areflectometry.
=650  \0$aTime-domain reflectometry.
=650  \0$aOptical fibers$xTesting.
=650  14$aWater content.
=650  24$aTime domain reflectometry.
=650  24$aPavement.
=650  24$aSubgrades.
=650  24$aFine-grained soils.
=650  24$aCompacted materials.
=700  1\$aYoder, RE.,$eauthor.
=700  1\$aRainwater, NR.,$eauthor.
=700  1\$aDrumm, EC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11337J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11342J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11342J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aMiao, L.,$eauthor.
=245  10$aEmpirical Function Representing the Shear Strength of Unsaturated Soils /$cL. Miao, Z. Yin, S. Liu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe general research situation of the shear strength of the unsaturated soils is reviewed in the paper. The hyperbola model is put forward based on the triaxial test results of the unsaturated soils. It can be used to predict the suction strength. The predicted results compare well with the measured data and show that the hyperbola model can be used to represent the shear strength of unsaturated soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear strength.
=650  \0$aSuction.
=650  \0$aSuctional strength.
=650  \0$aUnsaturated soils.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aUnsaturated soils.
=650  24$aSuction.
=650  24$aShear strength.
=650  24$aSuctional strength.
=700  1\$aYin, Z.,$eauthor.
=700  1\$aLiu, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11342J.htm

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=006  m|||||o|||||||||||
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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11335J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11335J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aAttom, MF.,$eauthor.
=245  10$aChanges in Clay Swelling and Shear Strength Properties with Different Sample Preparation Techniques /$cMF. Attom, MM. Abu-Zreig, MT. Obaidat.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThis paper presents the effect of compaction methods on soil swell pressure, unconfined compressive strength, and swell potential of three types of soils in Jordan. Undisturbed and disturbed soil samples were collected from the field and used for this study. Compacted soil specimens were prepared using dynamic compaction, static compaction, and kneading compaction. Swell potential test, swelling pressure test, and unconfined compression test were conducted on identical samples compacted by different methods, and having similar initial conditions to the undisturbed samples. Other sets of experiments were also conducted to examine the influence of initial water content on swell pressure and unconfined compressive strength under different compaction techniques. Results indicated that the undisturbed samples have the highest swelling pressure and swell potential values followed by dynamic compaction, while kneading compaction gave the lowest values for the three soils. For the same soil, it has been found that the swelling pressures of the undisturbed samples were 1.5, 1.96, and 3.07 times of that for the dynamic, static, and kneading compaction, respectively. Similar trends were obtained with regard to unconfined compressive strength and swell potential. The unconfined compressive strengths of the undisturbed samples were 1.35, 1.6, and 2.53 times higher than that of the soil specimen compacted according to the dynamic, static, and kneading procedures, respectively.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aSwelling pressure.
=650  \0$aUnconfined compressive strength.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aCompaction.
=650  24$aSwelling pressure.
=650  24$aUnconfined compressive strength.
=650  24$aAnd disturbed and undisturbed samples.
=700  1\$aAbu-Zreig, MM.,$eauthor.
=700  1\$aObaidat, MT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11335J.htm

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=006  m|||||o|||||||||||
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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11338J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11338J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aSantamarina, JC.,$eauthor.
=245  10$aDetermination of Critical State Parameters in Sandy Soils-Simple Procedure /$cJC. Santamarina, GC. Cho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe critical state is arguably the most robust criterion for strength design, including post liquefaction strength. The conventional triaxial test is used for the determination of critical state parameters; however, it is time-consuming and the required set of tests is relatively expensive for common geotechnical tasks. A simplified test procedure is developed to determine the critical state line in sandy soils. The procedure is reliable, economical, and fast. In order to verify the simplified test procedure, results are compared against critical state parameters determined in conventional triaxial tests. The comparison shows very good agreement between critical state parameters obtained with the suggested procedure and those gathered with triaxial testing. Limitations are identified.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical state.
=650  \0$aIndex properties.
=650  \0$aMohr-Coulomb failure criterion.
=650  \0$aSand.
=650  \0$aStrength.
=650  \0$aTriaxial testing.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aCritical state.
=650  24$aIndex properties.
=650  24$aMohr-Coulomb failure criterion.
=650  24$aSand.
=650  24$aStrength.
=650  24$aTriaxial testing.
=700  1\$aCho, GC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11338J.htm

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=001  GTJ10186J
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=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10186J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10186J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aBlaney, GW.,$eauthor.
=245  10$aProcedures for Prediction of Dynamic Lateral Pile Group Response in Clay from Single Pile Tests /$cGW. Blaney, MW. O'Neill.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe design of pile foundations for dynamic lateral loads is significant in the design of both offshore and onshore structures subject to vibratory loads and earthquake motion. Sophisticated numerical models are available for predicting the response of these foundations; however, simple and cost-effective methods are needed to confirm the analysis results and improve the understanding of the overall system behavior. A field testing procedure consisting of slow cyclic load tests and plucking tests is suggested and integrated with simplified single-degree-of-freedom and modal analyses of the test results to produce response functions for dynamic design. The technique is particularly attractive because the field tests may be performed quickly and economically on a test pile or piles installed at the site to determine bearing capacity and/or drivability. The proposed test and analyses procedures were applied to a single pile and nine-pile group installed in stiff clay and tested at the University of Houston pile test facility, and the results are compared favorably with more detailed response information published previously. A good approximation of the pile group dynamic behavior was obtained from the simplified single pile response analysis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFull-scale testing.
=650  \0$aOverconsolidated soils.
=650  \0$aPiles.
=650  \0$aVibrations.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aPiles.
=650  24$aVibrations.
=650  24$aOverconsolidated soils.
=650  24$aFull-scale testing.
=700  1\$aO'Neill, MW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10186J.htm

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=001  GTJ10187J
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=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10187J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10187J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBianchini, G.,$eauthor.
=245  10$aComplex Stress Paths and Validation of Constitutive Models /$cG. Bianchini, A. Saada, P. Puccini, J. Lanier, Z. Zitouni.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe solution of complicated soil engineering and soil structure interaction problems requires the use of realistic constitutive equations and failure criteria. A recent international workshop held at Case Western Reserve University was aimed at assessing the predictive capability of presently available models for granular noncohesive soils. The results of tests conducted on hollow cylinders at Case and on cubes at the University of Grenoble were used to test the various models. This paper highlights some of the realities of soil testing when the equipment used induces different boundary conditions to the soil samples. It evaluates the predictions submitted to the workshop and examines the adequacy of the various classes of models in predicting simple and complicated stress paths using results obtained from standard tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstitutive equations.
=650  \0$aCylinders.
=650  \0$aData bank.
=650  \0$aMathematical modelling.
=650  \0$aSands.
=650  \0$aSoil testing.
=650  \0$aStress paths.
=650  \0$aTrue triaxial device.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils$vAnalysis.
=650  14$aConstitutive equations.
=650  24$aSands.
=650  24$aCylinders.
=650  24$aTrue triaxial device.
=650  24$aSoil testing.
=650  24$aStress paths.
=650  24$aMathematical modelling.
=650  24$aData bank.
=700  1\$aSaada, A.,$eauthor.
=700  1\$aPuccini, P.,$eauthor.
=700  1\$aLanier, J.,$eauthor.
=700  1\$aZitouni, Z.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10187J.htm

=LDR  02952nab a2200577 i 4500
=001  GTJ10197J
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=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10197J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10197J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aDetermination of Clay Size Fraction of Marine Clays /$cA. Sridharan, BT. Jose, BM. Abraham.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThis technical note describes a study on the effect of different dispersing agents and the quantity of same on the grain-size distribution and in particular the percentage of clay size. The results confirm that the existing practice of using 100 mL of standard dispersing agent, viz. sodium hexametaphosphate and sodium carbonate solution, is suitable for marine clays also. The clay size fraction in a marine soil exists in the form of flocs, and hence a dispersing agent is imperative in determining the percentage of clay size fraction. This paper shows that the clay size fraction can vary significantly (4 to 45%) for the marine clays depending upon the dispersing agent used. It also brings out the importance of the need for using an initially moist sample for grain-size analysis in the case of marine clays. Initial air/oven drying before testing induces irreversible aggregation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aDeflocculants.
=650  \0$aDispersing agents.
=650  \0$aGrain-size analysis.
=650  \0$aHydrometer test.
=650  \0$aMarine clays.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aDeflocculants.
=650  24$aDispersing agents.
=650  24$aGrain-size analysis.
=650  24$aHydrometer test.
=650  24$aMarine clays.
=700  1\$aJose, BT.,$eauthor.
=700  1\$aAbraham, BM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10197J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10194J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10194J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aFatani, MN.,$eauthor.
=245  10$aReinforcing Soil with Aligned and Randomly Oriented Metallic Fibers /$cMN. Fatani, GE. Bauer, N. Al-Joulani.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aLaboratory direct shear box tests were used to evaluate the strength behavior of a reinforced uniform silty sand. The reinforcement elements consisted of flexible, semirigid, and rigid metallic fibers. The orientations of the fibers to the shear plane were varied and had a marked effect on the shear resistance. Increases in peak and residual strengths of 100 and 300%, respectively, were observed over unreinforced sand. Specimens reinforced with randomly oriented flexible fibers also exhibited a similar improvement of strength parameters.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDilatancy.
=650  \0$aMetallic fibers.
=650  \0$aReinforced soil.
=650  \0$aReinforcement.
=650  \0$aStiffness.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aStiffness.
=650  24$aReinforced soil.
=650  24$aReinforcement.
=650  24$aMetallic fibers.
=650  24$aDilatancy.
=700  1\$aBauer, GE.,$eauthor.
=700  1\$aAl-Joulani, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10194J.htm

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=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10199J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10199J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aMenzies, BK.,$eauthor.
=245  10$aDiscussion of "Automated Triaxial Testing of Soft Clays :$bAn Upgraded Commercial System" by T. C. Sheahan, J. T. Germaine, and C. C. Ladd /$cBK. Menzies, P. Hooker.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomation.
=650  \0$aCohesive soils.
=650  \0$aComputer application.
=650  \0$aConsolidated undrained tests.
=650  \0$aK0 consolidation.
=650  \0$aLaboratory equipment.
=650  \0$aShear strength.
=650  \0$aTriaxial tests.
=650  \0$aShear (Mechanics)
=650  14$aAutomation.
=650  24$aCohesive soils.
=650  24$aComputer application.
=650  24$aConsolidated undrained tests.
=650  24$aK0 consolidation.
=650  24$aLaboratory equipment.
=650  24$aShear strength.
=650  24$aTriaxial tests.
=700  1\$aHooker, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10199J.htm

=LDR  02767nab a2200601 i 4500
=001  GTJ10193J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10193J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10193J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMorris, PH.,$eauthor.
=245  10$aSample Size for Laboratory Calibration of Subsurface Neutron Moisture Gauges /$cPH. Morris, DJ. Williams.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThe estimation of adequate sample size is critical to all laboratory methods of calibration of neutron moisture gauges. Neutron gauge response is a function of the true sample geometry rather than an arbitrarily defined spherical geometry. A two-group solution is obtained for neutron flux in a homogeneous, finite, cylindrical sample. The theoretical flux distributions for this solution and for infinite and spherical samples are compared for three representative media. The results show that significant reductions of sample size are possible for media with low moisture contents if the true cylindrical geometry is considered.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aMoisture content.
=650  \0$aNeutron gauge.
=650  \0$aNeutron transport.
=650  \0$aSample geometry.
=650  \0$aSample size.
=650  \0$aTwo-group theory.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aCalibrations.
=650  24$aMoisture content.
=650  24$aNeutron gauge.
=650  24$aTwo-group theory.
=650  24$aNeutron transport.
=650  24$aSample geometry.
=650  24$aSample size.
=700  1\$aWilliams, DJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10193J.htm

=LDR  02404nab a2200517 i 4500
=001  GTJ10192J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10192J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10192J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aSilvestri, V.,$eauthor.
=245  10$aLaboratory and Field Calibration of a Neutron Depth Moisture Gauge for Use in High Water Content Soils /$cV. Silvestri, G. Sarkis, N. Bekkouche, M. Soulie, C. Tabib.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aIn recent years radioisotopes have been increasingly used for determining site values of the density and the water content of soils. Since field measurements obtained by neutron moisture gauges are relative, these instruments must be calibrated. Calibration is usually carried out in the laboratory by plotting neutron counting rates versus known water content values of several soil media, homogeneous as well as heterogeneous.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aNeutron counters.
=650  \0$aSoils.
=650  \0$aSand.
=650  14$aNeutron counters.
=650  24$aCalibrations.
=650  24$aSoils.
=700  1\$aSarkis, G.,$eauthor.
=700  1\$aBekkouche, N.,$eauthor.
=700  1\$aSoulie, M.,$eauthor.
=700  1\$aTabib, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10192J.htm

=LDR  02923nab a2200625 i 4500
=001  GTJ10198J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10198J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10198J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aKay, JN.,$eauthor.
=245  10$aSmall Diameter Piston Sampling with Cone Penetrometer Equipment /$cJN. Kay.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b1
=520  3\$aA small diameter piston sampler that can be operated by a cone penetrometer rig has been developed specifically for recovery of sand and clay samples under conditions where sample recovery using ordinary means is difficult. The 22-mm-diameter sample that is recovered in a polythene sheath is valuable for visual examination of the soil rather than for most laboratory testing purposes. Provided the soils are penetrable, the sampler may be pushed to any desired depth before the sampling operation; then the central 12-mm-diameter rod in the drill stem is held stationary while the sampling operation takes place. In initial tests when applied to soft, wet, interlayered sands and clays that could not be recovered in open tubes, essentially 100% recovery was obtained.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetrometer.
=650  \0$aGeotechnical engineering.
=650  \0$aLoose soils.
=650  \0$aPiston samplers.
=650  \0$aSample recovery.
=650  \0$aSampling.
=650  \0$aSoft clays.
=650  \0$aWater table.
=650  \0$aWet soils.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aLoose soils.
=650  24$aCone penetrometer.
=650  24$aPiston samplers.
=650  24$aSample recovery.
=650  24$aSampling.
=650  24$aSoft clays.
=650  24$aWater table.
=650  24$aWet soils.
=650  24$aGeotechnical engineering.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10198J.htm

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=001  GTJ10190J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10190J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10190J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aBrandon, TL.,$eauthor.
=245  10$aFabrication of Silty Sand Specimens for Large- and Small-Scale Tests /$cTL. Brandon, GW. Clough, PP. Rahardjo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aIn the course of research concerning the relation of cone penetration results and liquefaction resistance, it was necessary to develop a reliable method for preparation of silty sand specimens for laboratory triaxial testing (3.6 by 7.1 cm in diameter) and for a large-scale calibration chamber (1.5 by 1.5 m in diameter). The objective was to simulate the in situ soil fabric and to allow for creation of a range of densities. Four alternate procedures were studied, including kneading compaction, pluviation through air, pluviation through vacuum, and consolidation from a slurry. The primary conclusions from the research were:.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aLarge-scale testing.
=650  \0$aPluviation.
=650  \0$aSample fabrication.
=650  \0$aCompaction.
=650  14$aConsolidation.
=650  24$aPluviation.
=650  24$aCompaction.
=650  24$aSample fabrication.
=650  24$aLarge-scale testing.
=700  1\$aClough, GW.,$eauthor.
=700  1\$aRahardjo, PP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10190J.htm

=LDR  03024nab a2200577 i 4500
=001  GTJ10189J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10189J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10189J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aGarga, VK.,$eauthor.
=245  12$aA Method for Determining the Surface Area of Quarried Rocks /$cVK. Garga, R. Townsend, D. Hansen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aA coating method which used nickel powder to determine the surface area of angular rock particles was found to be reproducible and required no special equipment. The technique utilized the difference in weight between uncoated and coated rock particles. Four calibration methods were considered. Relationships between surface area and an estimate of the volume of individual rocks were obtained for graded rock having a mean diameter of 25.6 mm and for unisized rock having a mean diameter of 130 mm. The volume of each rock was estimated by measuring the three orthogonal axes of each rock. An analysis of covariance showed that whether or not a rock was spheroid in shape was statistically significant for the evaluation of surface area. Curves relating the hydraulic mean radius to porosity for a range of unisized rock sizes are presented. A procedure for estimating the hydraulic mean radius for a graded media is also discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoating method.
=650  \0$aHydraulic mean radius.
=650  \0$aQuarried rock.
=650  \0$aRock shape.
=650  \0$aSurface area.
=650  \0$aTesting technique.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aSurface area.
=650  24$aQuarried rock.
=650  24$aRock shape.
=650  24$aCoating method.
=650  24$aHydraulic mean radius.
=650  24$aTesting technique.
=700  1\$aTownsend, R.,$eauthor.
=700  1\$aHansen, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10189J.htm

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=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10200J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10200J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.151$223
=245  00$aASTM Committee D18 on Soil and Rock Expands Its Horizons for the Nineties.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xEnvironmental aspects.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10200J.htm

=LDR  03066nab a2200577 i 4500
=001  GTJ10191J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10191J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10191J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aAcar, YB.,$eauthor.
=245  10$aCalibration of a Dynamic Penetrometer for Compaction Quality Control of Boiler Slag /$cYB. Acar, AJ. Puppala, RK. Seals.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aA dynamic penetrometer was designed for the purpose of evaluating compaction quality in fills constructed with boiler slag. Laboratory and field calibration tests were conducted to study the effect of densification on dynamic penetration resistance. The effects of specimen preparation method (pluviation and impact compaction) and saturation on dynamic penetration resistance were investigated in the laboratory. A 0.91-m (3-ft)-deep test fill with dimensions of 6.1 m (20 ft) by 30.5 m (100 ft) was prepared in the field. Dynamic penetration resistance and in situ densities were recorded in this slag fill after 0, 2, 4, 6, 10, and 16 passes of a smooth drum vibratory roller of 5.6 tons (11.2 kips). The field-resistance values were compared with laboratory values. Charts are provided to aid both in selecting the lift thickness/number of roller passes and also for field assessment of densification in boiler slag using the dynamic penetrometer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic penetration test.
=650  \0$aPenetration resistance.
=650  \0$aRelative density.
=650  \0$aSlags.
=650  \0$aSpecimen preparation.
=650  \0$aTesting.
=650  \0$aCompaction.
=650  14$aCompaction.
=650  24$aDynamic penetration test.
=650  24$aSlags.
=650  24$aRelative density.
=650  24$aPenetration resistance.
=650  24$aTesting.
=650  24$aSpecimen preparation.
=700  1\$aPuppala, AJ.,$eauthor.
=700  1\$aSeals, RK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10191J.htm

=LDR  03134nab a2200577 i 4500
=001  GTJ10195J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10195J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10195J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aChang, DT-T,$eauthor.
=245  10$aModified Testing Device to Evaluate MR Properties on Fly Ash Treated Subgrade Soil /$cDT-T Chang, C-E Chiang, C-Y Chang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe need to obtain reliable resilient modulus (MR) for fly ash treated subgrade soil in pavement thickness design in Taiwan prompted the modification of the existing standard testing device. In the modified device, a load cell and two linear variable differential transformers (LVDTs), conforming to TAI and AASHTO methods, were used to measure the axial load and deformation of specimen. To control the testing and data acquisition process, a computer program for MR of fly ash treated subgrade soil, "MRSS," was developed using a 14-bit A/D convertor for data processing. The software is capable of simulating various testing conditions, such as load duration, varying repeated loads, and cycle duration. For monitoring purposes, the software is written to plot the stress-time and deformation-time curves, which were found to resemble the shape of a haversine curve. Through the calibration procedure, the performance of this modified testing device was found to be reliable and accurate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBack pressure.
=650  \0$aConfining pressure.
=650  \0$aFly ash modified optimum (FAMO)
=650  \0$aFly ash.
=650  \0$aResilient modulus MR.
=650  \0$aSelf-cementing.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aResilient modulus MR.
=650  24$aFly ash.
=650  24$aSelf-cementing.
=650  24$aFly ash modified optimum (FAMO)
=650  24$aBack pressure.
=650  24$aConfining pressure.
=700  1\$aChiang, C-E,$eauthor.
=700  1\$aChang, C-Y,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10195J.htm

=LDR  03019nab a2200721 i 4500
=001  GTJ10188J
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=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10188J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10188J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMcManus, KJ.,$eauthor.
=245  12$aA Cohesive Soil for Large-Size Laboratory Deposits /$cKJ. McManus, FH. Kulhawy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe preparation of high-quality, large-size cohesive soil deposits is possible using the slurry method and is practicable if a suitable soil material is used. The requirements for such a soil are discussed and the results of a survey of available ingredient materials presented. A testing program of six trial soil mixtures is described, including consolidation of slurry in a special apparatus. Each trial soil is evaluated, and detailed properties of the selected material, called Cornell clay, are presented. The results from a series of CIUC triaxial tests show that Cornell clay has normalized strength parameters similar to many naturally occurring cohesive soils. Supply sources for the ingredient materials are given.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesive.
=650  \0$aCompressibility.
=650  \0$aConsolidation.
=650  \0$aDeposit.
=650  \0$aGradation.
=650  \0$aLaboratory.
=650  \0$aSlurry.
=650  \0$aSoil.
=650  \0$aStrength.
=650  \0$aSurcharge.
=650  \0$aTime.
=650  \0$aTriaxial.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aCohesive.
=650  24$aCompressibility.
=650  24$aConsolidation.
=650  24$aDeposit.
=650  24$aGradation.
=650  24$aLaboratory.
=650  24$aSlurry.
=650  24$aSoil.
=650  24$aStrength.
=650  24$aSurcharge.
=650  24$aTime.
=650  24$aTriaxial.
=700  1\$aKulhawy, FH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10188J.htm

=LDR  02498nab a2200553 i 4500
=001  GTJ10196J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10196J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10196J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aDif, AE.,$eauthor.
=245  10$aExpansive Soils under Cyclic Drying and Wetting /$cAE. Dif, WF. Bluemel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aAn approach was developed to study the swell-shrinkage behavior of expansive soil samples in the laboratory under the action of the actual load to which the soil will be subjected in the field. The fatigue phenomenon due to cyclic drying and wetting has been under investigation, and this paper describes in detail the modified oedometer used in this investigation and the testing procedure adopted. Some typical test results are used to illustrate the fatigue behavior of undisturbed expansive soil specimens during cyclic drying and wetting.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic strain.
=650  \0$aExpansive soils.
=650  \0$aLaboratory testing.
=650  \0$aShrinkage.
=650  \0$aSwelling.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aExpansive soils.
=650  24$aCyclic strain.
=650  24$aSwelling.
=650  24$aShrinkage.
=650  24$aLaboratory testing.
=700  1\$aBluemel, WF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10196J.htm

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=001  GTJ10158J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10158J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10158J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aLee, F-H,$eauthor.
=245  10$aFrequency Response of Diaphragm Pore Pressure Transducers in Dynamic Centrifuge Model Tests /$cF-H Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aA theoretical relation for estimating the frequency response of diaphragm pore pressure transducers is derived by considering the interaction between the diaphragm, porous cap, air, and pore fluid inside the transducer. Using this relation, the frequency response of a pore pressure transducer under several centrifuge modeling environments is studied. The results indicate that the viscous drag imposed by the porous cap on the pore fluid can significantly reduce the sensitivity of the transducer to high frequency pore pressure fluctuation. This may impair the accuracy of dynamic pore pressure measurements in high-g centrifuge modeling of dynamic events if viscosity scaling is used.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuges.
=650  \0$aFrequency response.
=650  \0$aModel tests.
=650  \0$aPore pressures.
=650  \0$aScaling.
=650  \0$aTransducers.
=650  \0$aViscosity.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aCentrifuges.
=650  24$aModel tests.
=650  24$aPore pressures.
=650  24$aTransducers.
=650  24$aFrequency response.
=650  24$aViscosity.
=650  24$aScaling.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10158J.htm

=LDR  02871nab a2200613 i 4500
=001  GTJ10155J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10155J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10155J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aKutter, BL.,$eauthor.
=245  10$aEffects of Arching on Response Time of Miniature Pore Pressure Transducer in Clay /$cBL. Kutter, N. Sathialingam, LR. Herrmann.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA study of the response time of miniature pore pressure transducers embedded in clay soils is presented. The highly nonuniform pore pressure distributions around the transducers due to arching and stress concentration can have a significant effect on transducer response especially when the surrounding soil is loaded anisotropically. This is caused by the difference in compressibility of the soil and the transducer housing. Finite-element analysis and experimental results confirm the importance of these effects. A spherical porous stone or a cylindrical stone with top and side drainage results in significant reduction in response time and in overshoot due to arching effects.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aConsolidation.
=650  \0$aFinite-element modeling.
=650  \0$aPiezometers.
=650  \0$aPore water pressure.
=650  \0$aResponse time.
=650  \0$aTransducer.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aPore water pressure.
=650  24$aTransducer.
=650  24$aResponse time.
=650  24$aFinite-element modeling.
=650  24$aClay.
=650  24$aPiezometers.
=650  24$aConsolidation.
=700  1\$aSathialingam, N.,$eauthor.
=700  1\$aHerrmann, LR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10155J.htm

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=003  IN-ChSCO
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=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10164J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10164J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aAli, MM.,$eauthor.
=245  10$aStatistical Evaluation of Bangkok Clay Shear Strength Parameters /$cMM. Ali.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aAll natural soils show some variation in properties due to the inherent variation in composition and consistency during formation or to the differences in testing techniques and the methods used to analyze a given set of test results. A statistical approach to the evaluation of the measured parameters offers a means to define these variabilities by providing a basis to quantify the reliability involved in the analysis. This paper presents a statistical study for the evaluation of shear strength parameters (c, ?, ¯c, ¯?, Af)) for Bangkok clay and makes a comparison with previous findings for this material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBangkok clay.
=650  \0$aClays.
=650  \0$aShear strength parameters.
=650  \0$aStatistical analysis.
=650  \0$aTriaxial test.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aStatistical analysis.
=650  24$aBangkok clay.
=650  24$aShear strength parameters.
=650  24$aTriaxial test.
=650  24$aClays.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10164J.htm

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=001  GTJ10159J
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=005  20161219061000.0
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=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10159J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10159J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMoore, CA.,$eauthor.
=245  10$aMeasuring Strains in Buried Flexible Pipes /$cCA. Moore, CF. Donaldson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aA field measurement system is described for determining strains in buried flexible pipes. The microprocessor-based system obtains data that is subsequently analyzed on minicomputers or mainframe machines. The field system is also capable of analyzing the data using its own microprocessor provided that a graphics terminal is available. Numerical algorithms for analyzing the data are developed, and typical results are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCulverts.
=650  \0$aField measurements.
=650  \0$aMicroprocessors.
=650  \0$aStrain.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCulverts.
=650  24$aStrain.
=650  24$aMicroprocessors.
=650  24$aField measurements.
=700  1\$aDonaldson, CF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10159J.htm

=LDR  02342nab a2200541 i 4500
=001  GTJ10163J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10163J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10163J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aTalesnick, M.,$eauthor.
=245  14$aThe Preparation of Hollow Cylinder Specimens from Undisturbed Tube Samples of Soft Clay /$cM. Talesnick, S. Frydman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe use of torsional-hollow cylinder testing apparatus for research into soil stress-strain behavior has grown over the past decade. Most studies have focused on sands or on cohesive materials reconstituted in the laboratory. Studies involving undisturbed soft clay have been neglected, in part due to the difficulties involved in specimen preparation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectroosmosis.
=650  \0$aHollow cylinder.
=650  \0$aSoft clay.
=650  \0$aSpecimen preparation.
=650  \0$aTesting.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aSoft clay.
=650  24$aHollow cylinder.
=650  24$aSpecimen preparation.
=650  24$aTesting.
=650  24$aElectroosmosis.
=700  1\$aFrydman, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10163J.htm

=LDR  03108nab a2200637 i 4500
=001  GTJ10156J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10156J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10156J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE391.B55
=082  04$a553/.61$223
=100  1\$aWan, AWL,$eauthor.
=245  10$aInfluence of Soil Structure on the Stress-Strain Behavior of Sand-Bentonite Mixtures /$cAWL Wan, J. Graham, MN. Gray.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe influence of soil structure on the behavior of clay-rich mixtures has been examined. Mixtures of sand and bentonite, known as buffer, have been studied to determine their suitability for nuclear fuel waste containment. Triaxial tests have been performed on compacted specimens to determine the strength and constitutive behavior of the buffer. Two techniques were followed in preparing specimens. In the first method, specimens were compacted to dry densities of 1.5 Mg/m3 and 28% moisture content and were allowed to equilibrate to their confining pressures prior to test. The second method, which aimed at shortening the test durations, involved forming specimens at dry densities corresponding to equilibrium states at the test pressure levels. This required compacting sand-bentonite mixtures at different densities and moisture contents.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aEquilibrium.
=650  \0$aMacrostructures.
=650  \0$aMicrostructures.
=650  \0$aNuclear waste containment.
=650  \0$aSand-bentonite.
=650  \0$aStrength.
=650  \0$aSwelling pressure.
=650  \0$aTriaxial stress.
=650  \0$aBentonite.
=650  14$aTriaxial stress.
=650  24$aSand-bentonite.
=650  24$aNuclear waste containment.
=650  24$aMacrostructures.
=650  24$aMicrostructures.
=650  24$aAnisotropy.
=650  24$aSwelling pressure.
=650  24$aEquilibrium.
=650  24$aStrength.
=700  1\$aGraham, J.,$eauthor.
=700  1\$aGray, MN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10156J.htm

=LDR  03308nab a2200541 i 4500
=001  GTJ10165J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10165J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10165J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aSibley, JW.,$eauthor.
=245  10$aSuction-Moisture Content Calibration of Filter Papers from Different Boxes /$cJW. Sibley, GK. Smyth, DJ. Williams.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe filter paper method is probably the simplest of the methods available for estimating the suction of a clay soil. The method measures soil suction indirectly by simply measuring the moisture content of a filter paper having been brought to the same suction as the soil. Calibration of representative specimens of the filter paper over a range of known suctions defines the suction-moisture content characteristic of the material. The calibration must be carried out in a closely temperature-controlled environment using various apparatus depending on the particular level of suction. There have been a number of impediments to the wider application of the filter paper method. One of these is the need to have access to a closely temperature-controlled laboratory with a range of specialist calibration apparatus. This difficulty has been exacerbated by the belief that to account for the possible variability of filter papers between boxes, even from the same production batch, representative specimens from each box require separate calibration. Based on the results of careful calibration and subsequent analysis, it appears that, provided the boxes are all from the same production batch and are purchased from the same outlet at the same time, the calibration of only one box is necessary.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnalysis of variance.
=650  \0$aCalibrations.
=650  \0$aFilter tests.
=650  \0$aMoisture content.
=650  \0$aSoil suction.
=650  \0$aSoil mechanics.
=650  14$aAnalysis of variance.
=650  24$aCalibrations.
=650  24$aFilter tests.
=650  24$aMoisture content.
=650  24$aSoil suction.
=700  1\$aSmyth, GK.,$eauthor.
=700  1\$aWilliams, DJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10165J.htm

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=001  GTJ10154J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10154J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10154J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSheahan, TC.,$eauthor.
=245  10$aAutomated Triaxial Testing of Soft Clays :$bAn Upgraded Commercial System /$cTC. Sheahan, JT. Germaine, CC. Ladd.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThe paper evaluates the ability of a widely used automated commercial testing system to perform Ko consolidated-undrained triaxial compression and extension (CKoUC/E) tests on normally consolidated clay. The commercial system uses control software on a microcomputer to operate three digital pressure-volume controllers that control and measure the pore water pressure and volume, the radial stress, and the axial stress and strain for a specimen within a Bishop and Wesley Hydraulic Triaxial Apparatus. Because the commercial system calculates axial stress and strain by relying on indirect measurements assuming idealized behavior of the axial loading assembly, the system was modified to directly measure axial stress and strain. The system was also enhanced to enable shear in triaxial extension and to improve certain other testing procedures. Comparison of results from CKoUC/E tests obtained by the resulting reference system with prior data on resedimented Boston Blue Clay shows good to excellent agreement in 1-D compressibility and undrained stress-strain-strength characteristics. In contrast, stresses recorded by the commercial system resulted in significant overestimates of preconsolidation pressure, undrained strength, and the effective stress envelope, primarily caused by unquantifiable behavior of the axial loading assembly. Based on these results and other experience, the paper suggests features warranting special attention when selecting a commercially available automated triaxial system in order to upgrade the experimental capabilities of a laboratory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomation.
=650  \0$aCohesive soils.
=650  \0$aComputer application.
=650  \0$aConsolidated undrained tests.
=650  \0$aKo consolidation.
=650  \0$aLaboratory equipment.
=650  \0$aShear strength.
=650  \0$aTriaxial tests.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aAutomation.
=650  24$aCohesive soils.
=650  24$aComputer application.
=650  24$aConsolidated undrained tests.
=650  24$aKo consolidation.
=650  24$aLaboratory equipment.
=650  24$aShear strength.
=650  24$aTriaxial tests.
=700  1\$aGermaine, JT.,$eauthor.
=700  1\$aLadd, CC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10154J.htm

=LDR  03494nab a2200553 i 4500
=001  GTJ10162J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10162J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10162J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aChang, T-S,$eauthor.
=245  10$aPreparation of Grouted Sand Specimens for Dynamic Testing /$cT-S Chang, RD. Woods, NH. Li.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aImprovement of soil properties by means of chemical grouting, cement grouting, and cement/fly ash stabilization has been widely used in practical geotechnical applications. Knowledge of dynamic behavior of cemented soil is essential for seismic research and design. A laboratory testing program is conducted for determining the low-strain dynamic properties of artificially cemented soils. The major significances of this research are: 1. Focusing on the effect of confining pressure because confining pressure is one of the most important factors affecting the dynamic properties of cemented soils and directly implies the in-situ depth of soil, which is also significant in a practical grouting project. 2. Defining the "degree of cementation" as a percentage of void space between soil particles occupied by cementing material instead of the percent weight of cementing material to total weight of the soil to be cemented as normally used in previous research. Degree of cementation by volume as defined in this study gives clearer description regarding the soil-cement-void interaction of a cemented sand. 3. Using various types of cementing materials and soils to cover sufficient range of parameters involved in the study. 4. Two methods for preparing cemented sand specimens are developed in compliance with the methods practically used in the field for the testing materials selected in the study (injection method and "mix-compact" method).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic property.
=650  \0$aDynamic testing.
=650  \0$aShear modulus.
=650  \0$aSoil cementation.
=650  \0$aSoil improvements.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aShear modulus.
=650  24$aDynamic property.
=650  24$aDynamic testing.
=650  24$aSoil improvements.
=650  24$aSoil cementation.
=700  1\$aWoods, RD.,$eauthor.
=700  1\$aLi, NH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10162J.htm

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=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10160J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10160J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aSai, JO.,$eauthor.
=245  10$aField Hydraulic Conductivity Tests for Compacted Soil Liners /$cJO. Sai, DC. Anderson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aField hydraulic conductivity tests are required to determine the in situ hydraulic conductivity of compacted clay soils used in the liners for hazardous waste management facilities. The test must be capable of measuring hydraulic conductivities of 1 × 10-9 m/s or less, and the values obtained must be representative of the overall soil liner. Few of the methods available are capable of both measuring low hydraulic conductivities and obtaining representative values. Test methods which meet these requirements include large single-ring infiltrometers, sealed double-ring infiltrometers, and collection lysimeters. The main drawback in the use of collection lysimeters is that it can take months to obtain steady-state hydraulic conductivity values. Sealed double-ring infiltrometers are practical to use and have the advantage of few ambiguities in the experimental procedures, few possibilities for yielding false low values, and are large enough to yield results representing the overall liner characteristics.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCollection lysimeter.
=650  \0$aCompacted soil liner.
=650  \0$aField tests.
=650  \0$aHydraulic conductivity.
=650  \0$aInfiltrometer.
=650  \0$aMacropores.
=650  \0$aPermeameter.
=650  \0$aSpatial variability.
=650  \0$aTest fill.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aHydraulic conductivity.
=650  24$aField tests.
=650  24$aCompacted soil liner.
=650  24$aTest fill.
=650  24$aInfiltrometer.
=650  24$aPermeameter.
=650  24$aMacropores.
=650  24$aCollection lysimeter.
=650  24$aSpatial variability.
=700  1\$aAnderson, DC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10160J.htm

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=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10161J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10161J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aDrescher, A.,$eauthor.
=245  12$aA Biaxial Apparatus for Testing Soils /$cA. Drescher, I. Vardoulakis, C. Han.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA biaxial compression apparatus for investigating shear-band formation and growth in dry and water-saturated sand and clay specimens is described. This apparatus is a modification of the device designed by Vardoulakis and Goldscheider [1] for testing planar shear banding in sands. The modifications involve improved axial load guidance, low friction linear bearing, and enhanced load and displacement measurement instrumentation. The apparatus allows for accurate prelocalization material behavior and shear-band growth investigation. Specimen preparation and data evaluation procedures are described, and test results on dry Ottawa sand are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBiaxial compression apparatus.
=650  \0$aLocalization.
=650  \0$aPlane strain.
=650  \0$aSands.
=650  \0$aShear-bands.
=650  \0$aSoils.
=650  \0$aStress-strain behavior.
=650  \0$aSand.
=650  14$aSoils.
=650  24$aSands.
=650  24$aBiaxial compression apparatus.
=650  24$aPlane strain.
=650  24$aLocalization.
=650  24$aShear-bands.
=650  24$aStress-strain behavior.
=700  1\$aVardoulakis, I.,$eauthor.
=700  1\$aHan, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10161J.htm

=LDR  02576nab a2200601 i 4500
=001  GTJ10157J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10157J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10157J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aAshaari, Y.,$eauthor.
=245  10$aEffect of Backfill Thrust on Vertical Pressure Distribution in Reinforced Soil Model Walls /$cY. Ashaari, RM. Arenicz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThe magnitude and distribution of vertical stress are required for the design of reinforced soil wall. A laboratory investigation utilizing a physical model of reinforced soil wall was performed to determine the effect of backfill thrust on the vertical pressure distribution within the reinforced zone. Results obtained were compared with those predicted by the theoretical vertical pressure distribution (uniform, trapezoid, and Meyerhof's).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArching.
=650  \0$aBackfill thrust.
=650  \0$aBackfilling.
=650  \0$aModel walls.
=650  \0$aReinforced soil.
=650  \0$aSoil reinforcement.
=650  \0$aVertical stress.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aReinforced soil.
=650  24$aSoil reinforcement.
=650  24$aBackfill thrust.
=650  24$aModel walls.
=650  24$aVertical stress.
=650  24$aArching.
=650  24$aBackfilling.
=700  1\$aArenicz, RM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10157J.htm

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=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10166J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10166J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA404.8
=082  04$a620.118$223
=100  1\$aLo, S-CR,$eauthor.
=245  10$aDiscussion of "A Device for Lateral Strain Measurement in Triaxial Tests with Unsaturated Specimens" by Dimitrios Kolymbas and Wei Wu /$cS-CR Lo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEvaluation.
=650  \0$aInhomogenous deformation.
=650  \0$aStrain measurement.
=650  \0$aTriaxial tests.
=650  \0$aUnsaturated soils.
=650  \0$aStrains and stresses.
=650  \0$aArchitectural engineering.
=650  14$aTriaxial tests.
=650  24$aUnsaturated soils.
=650  24$aStrain measurement.
=650  24$aInhomogenous deformation.
=650  24$aEvaluation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10166J.htm

=LDR  02693nab a2200577 i 4500
=001  GTJ10631J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10631J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10631J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aAlarcon, A.,$eauthor.
=245  12$aA New Apparatus for Investigating the Stress-Strain Characteristics of Sands /$cA. Alarcon, JL. Chameau, GA. Leonards.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aA new hybrid resonant column/torsional shear apparatus has been developed, which permits the determination of dynamic soil properties on a single solid or hollow cylinder specimen over the entire range of shear strain amplitudes of engineering interest, that is, from 10-4 to 10%. The main characteristics of both the resonant column and torsional shear tests are presented with emphasis on those factors that influenced the design of the new apparatus. The new apparatus is described in detail, and representative test results to demonstrate its capabilities are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic shear tests.
=650  \0$aLiquefaction.
=650  \0$aResonant column.
=650  \0$aSands.
=650  \0$aTorsion shear tests.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$atorsional shear apparatus.
=650  14$aTorsional shear apparatus.
=650  24$aTorsion shear tests.
=650  24$aSands.
=650  24$aLiquefaction.
=650  24$aResonant column.
=650  24$aCyclic shear tests.
=700  1\$aChameau, JL.,$eauthor.
=700  1\$aLeonards, GA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10631J.htm

=LDR  02771nab a2200553 i 4500
=001  GTJ10629J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10629J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10629J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aMuster, GL.,$eauthor.
=245  10$aDynamically Loaded Pile in Overconsolidated Clay /$cGL. Muster, MW. O'Neill.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA series of dynamic axial loading tests were conducted on a 273-mm-diameter steel pipe pile driven 13.4 m into a layered deposit of overconsolidated clay. A linear inertial mass vibrator was used to provide frequency sweep loadings from frequencies above to frequencies below the fundamental frequency of the pile-soil-cap system at three magnitudes of dynamic load. Superposition of a dynamic component of load of about 5% of the static capacity of the pile on a static biased compressive load resulted in slight nonlinear behavior and induced some residual increase in flexibility of the system. Two existing analytical models were studied in light of the measured performance of the pile and were found to yield appropriate solutions provided the soil parameters were selected properly.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFourier analysis.
=650  \0$aFull-scale testing.
=650  \0$aOverconsolidated clays.
=650  \0$aPile driving.
=650  \0$aPiles.
=650  \0$aCompilers.
=650  \0$avibrations.
=650  14$aPiles.
=650  24$aVibrations.
=650  24$aPile driving.
=650  24$aOverconsolidated clays.
=650  24$aFourier analysis.
=650  24$aFull-scale testing.
=700  1\$aO'Neill, MW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10629J.htm

=LDR  03446nab a2200613 i 4500
=001  GTJ10627J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10627J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10627J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aHowarth, DF.,$eauthor.
=245  10$aDevelopment of an Index to Quantify Rock Texture for Qualitative Assessment of Intact Rock Properties /$cDF. Howarth, JC. Rowlands.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aA dimensionless quantitative measure of rock texture, describing grain shape, orientation, degree of grain interlocking, and relative proportions of grains and matrix (packing density) has been developed. Data required for the model are obtained by image analysis of thin sections and concern percentage areas of grains and matrix, length, breadth, perimeter, orientation, and area of each grain in the viewing window. The results of intact mechanical property tests in eleven sedimentary and crystalline rocks are reported and correlated with the developed texture coefficient. The texture coefficient returns highly statistically significant correlations with mechanical property data and is superior to the Schmidt hammer rebound test number in this regard. Observational and correlated data are supportive of the suggestion that the texture coefficient is a qualitative measure of the resistance of the microstructure of a rock to crack propagation, whether it be integranular or intragranular. The texture coefficient can be used as a predictive tool for the assessment of mechanical rock performance. On a fundamental level it provides an insight into texture-crack propagation mechanical performance relationships.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCorrelation techniques.
=650  \0$aCrack propagation.
=650  \0$aImage analysis.
=650  \0$aIndirect rock testing.
=650  \0$aIntact rock properties.
=650  \0$aPrediction.
=650  \0$aRock texture.
=650  \0$arocks.
=650  \0$aMineralogy.
=650  \0$aRock Properties.
=650  14$aCrack propagation.
=650  24$aRocks.
=650  24$aRock texture.
=650  24$aImage analysis.
=650  24$aIntact rock properties.
=650  24$aCorrelation techniques.
=650  24$aPrediction.
=650  24$aIndirect rock testing.
=700  1\$aRowlands, JC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10627J.htm

=LDR  02600nab a2200577 i 4500
=001  GTJ10632J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10632J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10632J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a620.43$223
=100  1\$aShaw, P.,$eauthor.
=245  10$aCyclic Simple Shear Testing of Granular Materials /$cP. Shaw, SF. Brown.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aDevelopments to a pneumatically operated simple shear apparatus for dry granular materials allowing application of cyclic shear and normal stresses are described. Boundary transducers were of only limited success for stress measurement so a prediction method for complete description of the stress state was used. Tests on uniform crushed limestone of 1.5- and 3-mm nominal sizes showed that increased volumetric strains were developed under cyclic normal stress and bidirectional shearing. Shear strains were not much influenced by cyclic application of the normal stress.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aCyclic loading.
=650  \0$aHighways.
=650  \0$aRailroads.
=650  \0$aShear stress.
=650  \0$aGranular Materials.
=650  \0$ashear apparatus.
=650  \0$adirect shear tests.
=650  14$aShear apparatus.
=650  24$aDirect shear tests.
=650  24$aShear stress.
=650  24$aCyclic loading.
=650  24$aAggregates.
=650  24$aHighways.
=650  24$aRailroads.
=700  1\$aBrown, SF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10632J.htm

=LDR  03004nab a2200649 i 4500
=001  GTJ10630J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10630J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10630J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aSridharan, A.,$eauthor.
=245  12$aA Rapid Method to Identify Clay Type in Soils By the Free-Swell Technique /$cA. Sridharan, SM. Rao, NS. Murthy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThis paper reports a rapid method to identify the presence of nonswelling clay, swelling clay, or a mixture of the two types of clays in a soil from the sediment volumes occupied by 10 g of dry soil in 100 mL of water and carbon tetrachloride, respectively, under no external constraint. Soils that occupy a sediment volume of < 1.50 m3/Mg in water and 1.10 to 3.00 m3/Mg in carbon tetrachloride contain nonswelling clay. Soils that occupy sediment volume of <= 1.10 m3/Mg in carbon tetrachloride and a volume >= 1.50 m3/Mg in water contain swelling clay. Soils that occupy sediment volumes > 1.10 m3/Mg in carbon tetrachloride and volumes >= 1.50 m3/Mg in water contain both nonswelling and swelling clays. The results agree well with X-ray diffraction and infrared analysis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay type.
=650  \0$aClays.
=650  \0$aDefinition.
=650  \0$aFree-swell index.
=650  \0$aIdentification.
=650  \0$aLimitations.
=650  \0$aSediment volumes.
=650  \0$aSoils.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aswelling index.
=650  14$aSoils.
=650  24$aSwelling index.
=650  24$aClays.
=650  24$aClay type.
=650  24$aIdentification.
=650  24$aSediment volumes.
=650  24$aFree-swell index.
=650  24$aDefinition.
=650  24$aLimitations.
=700  1\$aRao, SM.,$eauthor.
=700  1\$aMurthy, NS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10630J.htm

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=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10633J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10633J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590
=082  04$a631.4/05$223
=100  1\$aYoussef, H.,$eauthor.
=245  10$aDiscussion of "Repeated Load Triaxial Testing of Frozen and Thawed Soils" by D. M. Cole, G. Durrell, and E. Chamberlain /$cH. Youssef.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFrozen soils.
=650  \0$aThawed soils.
=650  \0$aTriaxial tests.
=650  \0$aSoils.
=650  \0$aEarth (Soils)
=650  14$aTriaxial tests.
=650  24$aFrozen soils.
=650  24$aThawed soils.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10633J.htm

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=024  7\$a10.1520/GTJ10628J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10628J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aWhited, GC.,$eauthor.
=245  10$aInfluence of Borehole Stabilization Techniques on Standard Penetration Test Results /$cGC. Whited, TB. Edil.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe standard penetration test (SPT) is an extensively used and generally accepted field test for determining engineering characteristics of soils. However, there are many variables inherent in the performance of the test. The influence of some of the major variables on SPT results are examined under methods of borehole stabilization (drilling fluid, hollow stem augers, and driven casing); methods of raising and lowering the drive weight (cathead and rope and a mechanically released free-fall hammer); and nine different soil sites. Soil profiles at these locations were reasonably uniform with depth, and included sands, silts, and clays. Borehole depths ranged from 16 to 30 m, with ground-water levels varying from near surface to very deep. Standard penetration tests were performed by experienced drilling crews, using standard procedures as outlined in ASTM Method for Penetration Test and Split-Barrel Sampling of Soils (D 1586), at intervals of 1.5 m. Results were analyzed using standard statistical procedures and presented in both graphical and tabular summaries. Results indicate that use of casing gives SPT values different (higher above the ground-water level, lower below) than those obtained using drilling fluid or hollow stem augers in sands; whereas no significant difference was observed among the three methods in fine-grained soils. SPT values obtained using a mechanically released free-fall hammer were comparable to values obtained with the cathead and rope method using a level of care no higher than that routinely exercised in the field.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorehole stabilization.
=650  \0$aBorings.
=650  \0$aClays.
=650  \0$aField tests.
=650  \0$aSands.
=650  \0$aSilts.
=650  \0$aStandard penetration test.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$adrill holes.
=650  14$aDrill holes.
=650  24$aStandard penetration test.
=650  24$aBorehole stabilization.
=650  24$aField tests.
=650  24$aSands.
=650  24$aSilts.
=650  24$aClays.
=650  24$aBorings.
=700  1\$aEdil, TB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10628J.htm

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=024  7\$a10.1520/GTJ10596J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10596J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aAlba, PD.,$eauthor.
=245  10$aElastic-Wave Velocities and Liquefaction Potential /$cPD. Alba, K. Baldwin, V. Janoo, G. Roe, B. Celikkol.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aCyclic triaxial liquefaction tests are used to establish a direct relationship between liquefaction resistance and shear- or compressive-wave velocities in saturated sand. Transducers for generating and receiving elastic waves have been built into the end caps of a triaxial specimen, producing a 3500-Hz shear wave and a 150-kHz compressive wave. Both the fluid-wave and the shear-wave velocities are found to be sensitive to sand type as well as to differences in fabric and stress history for the same sand. Results for six sands of different origins and gradations show that characteristic relationships between elastic-wave velocities and liquefaction resistance can be established for each material. This conclusion suggests that field measurements of elastic-wave velocities may be used to reconstitute laboratory specimens to their in-place liquefaction resistance. On the other hand, velocity measurements alone will not quantify liquefaction resistance, since the resistance-velocity relationship is material dependent.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInstrumentation.
=650  \0$aSands.
=650  \0$aTriaxial tests.
=650  \0$aliquefaction.
=650  \0$asoil liquefaction.
=650  \0$aelastic waves.
=650  14$aSands.
=650  24$aLiquefaction.
=650  24$aElastic waves.
=650  24$aTriaxial tests.
=650  24$aInstrumentation.
=700  1\$aBaldwin, K.,$eauthor.
=700  1\$aJanoo, V.,$eauthor.
=700  1\$aRoe, G.,$eauthor.
=700  1\$aCelikkol, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10596J.htm

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=024  7\$a10.1520/GTJ10600J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10600J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aRad, NS.,$eauthor.
=245  12$aA Study of Membrane-Permeant Compatibility /$cNS. Rad, YB. Acar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aTriaxial cells are often used to conduct permeability tests on soil specimens. The specimen inside a flexible membrane, is placed in the triaxial cell. The permeant is then percolated through the specimen, and the hydraulic conductivity is measured. However, the incompatibility of the available latex membranes to some permeants is a major drawback for this procedure. In some cases the membrane experiences excessive deformations resulting in wrinkles and inaccurate measurements caused by possible side leakages. This paper describes a test procedure and testing equipment that can readily be used to predict the membrane-permeant compatibility. Test results for different membranes and various organic fluids are also provided.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompatability.
=650  \0$aDeformation.
=650  \0$aDielectric constant.
=650  \0$aHydraulic conductivity.
=650  \0$aLatex.
=650  \0$aMembranes.
=650  \0$aOrganic fluid.
=650  \0$aPolypropylene.
=650  \0$apermeability.
=650  \0$atest procedures.
=650  \0$aMembrane-Permeant Compatibility.
=650  14$aDeformation.
=650  24$aHydraulic conductivity.
=650  24$aMembranes.
=650  24$aPermeability.
=650  24$aTest procedures.
=650  24$aLatex.
=650  24$aCompatability.
=650  24$aDielectric constant.
=650  24$aOrganic fluid.
=650  24$aPolypropylene.
=650  24$aTeflon.
=700  1\$aAcar, YB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10600J.htm

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=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10593J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10593J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aSymes, MJ.,$eauthor.
=245  10$aDetermination of Local Displacements on Soil Samples /$cMJ. Symes, JB. Burland.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aA description is given of two types of laboratory instrumentation suitable for monitoring deformations locally over a central portion of a soil sample. Using this instrumentation the problems caused by apparatus compliance, by bedding of the end caps, and by imposition of zero lateral movement at the ends of the sample (such as in conventional cylindrical tests) are avoided. In this paper the instruments are used to determine the three principal strains in a hollow cylindrical sample, which is subject to different axial, horizontal shear, radial, and circumferential stresses.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformation gages.
=650  \0$aErrors.
=650  \0$aInstrumentation.
=650  \0$aStress-strain curves.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$astrain measurement.
=650  14$aSoil tests.
=650  24$aStrain measurement.
=650  24$aErrors.
=650  24$aStress-strain curves.
=650  24$aInstrumentation.
=650  24$aDeformation gages.
=700  1\$aBurland, JB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10593J.htm

=LDR  02442nab a2200601 i 4500
=001  GTJ10601J
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=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10601J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10601J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aKF8875
=082  04$a347.7352$223
=100  1\$aDaniele, P.,$eauthor.
=245  10$aGelation of Chemical Grouts While in Motion /$cP. Daniele, J. Hutchinson, RH. Karol, L. Ospitia, B. Reim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aA procedure is described for a laboratory test to determine if a chemical grout will gel while in motion through a soil mass. An experiment is detailed, using sodium silicate grout catalyzed with glyoxal, to demonstrate the use of the test method and the extrapolation of laboratory scale to field scale parameters.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGels.
=650  \0$aGlyoxal.
=650  \0$aShort gel time.
=650  \0$aSodium compounds.
=650  \0$aSodium silicate.
=650  \0$aMotion.
=650  \0$aMotions(Law)
=650  \0$achemical grouts.
=650  14$aChemical grouts.
=650  24$aGels.
=650  24$aSodium compounds.
=650  24$aGlyoxal.
=650  24$aSodium silicate.
=650  24$aShort gel time.
=700  1\$aHutchinson, J.,$eauthor.
=700  1\$aKarol, RH.,$eauthor.
=700  1\$aOspitia, L.,$eauthor.
=700  1\$aReim, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10601J.htm

=LDR  02496nab a2200541 i 4500
=001  GTJ10595J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10595J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10595J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aVaid, YP.,$eauthor.
=245  12$aA Critical Assessment of Membrane Penetration in the Triaxial Test /$cYP. Vaid, D. Negussey.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aFundamental assumptions necessary for assessment of volume change because of membrane penetration in triaxial tests on granular soils, by methods that use dummy rod inclusions or assume isotropic behavior of sand in loading, have been critically examined and shown to be invalid. Reliable estimates of membrane effects are essential in the development of constitutive models of soil behavior. Alternative methods, which do not violate any critical assumptions, are proposed for estimating membrane penetration and supported by experimental evidence.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMembrane penetration.
=650  \0$aMembranes.
=650  \0$aSands.
=650  \0$aVolume change.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$atriaxial tests.
=650  14$aTriaxial tests.
=650  24$aSands.
=650  24$aMembranes.
=650  24$aMembrane penetration.
=650  24$aVolume change.
=700  1\$aNegussey, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10595J.htm

=LDR  03266nab a2200625 i 4500
=001  GTJ10594J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10594J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10594J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aChung, RM.,$eauthor.
=245  10$aEvaluation of Dynamic Properties of Sands by Resonant Column Testing /$cRM. Chung, FY. Yokel, VP. Drnevich.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aTorsional resonant column tests were performed on Monterey No. 0 sand of 60% relative density under confining pressures ranging from 10 to 300 kPa to evaluate the dynamic properties of the sand. Both solid and hollow cylindrical specimens were used in testing, and shear moduli and damping ratios were determined for cyclic shear strain amplitudes from 10-4 to 5 × 10-2%. The test results indicated that the type of specimen, that is, solid or hollow cylinder, had no significant effect on the calculated shear moduli and damping ratios, except that at very low strain amplitudes (? <= 10?3%) where the shear moduli of the hollow specimens tended to be slightly lower and the damping ratios slightly higher. Multistage testing had no significant effect on the shear moduli when the values were compared with those from the single-stage testing; however, multistage testing had a significant effect on the damping ratios under a confining pressure 100 kPa. Both shear moduli and damping ratios obtained in this program correlate well with other available data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDamping ratio.
=650  \0$aDamping.
=650  \0$aResonant column testing.
=650  \0$aSands.
=650  \0$aShear modulus.
=650  \0$aSoil dynamics.
=650  \0$aSpecimen preparation.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$ashear strain.
=650  14$aDamping.
=650  24$aSands.
=650  24$aShear strain.
=650  24$aDamping ratio.
=650  24$aResonant column testing.
=650  24$aShear modulus.
=650  24$aSoil dynamics.
=650  24$aSpecimen preparation.
=700  1\$aYokel, FY.,$eauthor.
=700  1\$aDrnevich, VP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10594J.htm

=LDR  02580nab a2200505 i 4500
=001  GTJ10598J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10598J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10598J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aT50
=082  04$a620/.0044$223
=100  1\$aAskegaard, V.,$eauthor.
=245  10$aDesign Basis for Cells Measuring Shear Stresses in an Interface /$cV. Askegaard.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aAn expression is derived for the measuring error that must be expected when measuring shear stresses in an interface, that is, on foundations, buried pipes, silos, and so forth, by means of a plate-type shear cell fixed along the edge. A prototype cell of this type has been produced and calibration tests carried out using two types of calibration equipment; in the first a uniformly distributed shear load is transmitted to the shear cell while in the second, the shear stress is transmitted through a particulate medium to the wall in which the shear cell is mounted. The accordance between the theoretically predicted measuring error, using the expression derived, and the experimentally determined measuring error is good.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPressure cells.
=650  \0$aShear stress.
=650  \0$acalibrations.
=650  \0$awall friction.
=650  \0$adesign criteria.
=650  14$aShear stress.
=650  24$aCalibrations.
=650  24$aWall friction.
=650  24$aDesign criteria.
=650  24$aPressure cells.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10598J.htm

=LDR  02664nab a2200601 i 4500
=001  GTJ10597J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10597J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10597J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aYong, RN.,$eauthor.
=245  14$aThe Use of Electrical Conductivity for Evaluation of Strain Distribution in the Simple Shear Device /$cRN. Yong, ML. Sadana, R. Li, SY. Chen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThis study examines the use of the electrical conductivity method for assessment of internal strain distribution in a simple shear specimen as a result of the shearing process. In this proposed technique, which enables one to assess the strain distribution pattern in the specimen, it is shown from a limited study that the strains developed in the simple shear test are not uniformly distributed, as has been suggested by some researchers.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear strength.
=650  \0$aShear tests.
=650  \0$aStrain distribution.
=650  \0$aStrain.
=650  \0$aStress reversal.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aelectrical conductivity.
=650  \0$acyclic simple shear.
=650  14$aStrain.
=650  24$aShear tests.
=650  24$aShear strength.
=650  24$aElectrical conductivity.
=650  24$aCyclic simple shear.
=650  24$aStress reversal.
=650  24$aStrain distribution.
=700  1\$aSadana, ML.,$eauthor.
=700  1\$aLi, R.,$eauthor.
=700  1\$aChen, SY.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10597J.htm

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=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10599J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10599J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE24.I8
=082  04$a624.151$223
=100  1\$aLaw, KT.,$eauthor.
=245  10$aComputer-Aided Pressuremeter Tests /$cKT. Law.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA completely portable computer-controlled servo-mechanism designed for use with the Cambridge self-boring pressuremeter consists of a computer, a data acquisition system (DAS), and an electric-to-pneumatic (E/P) transducer. The computer obtains information on the current state of a test through the DAS and determines the next step in accordance with prescribed test conditions. An appropriate voltage is then sent to the E/P transducer, which regulates in proportion to the voltage received the pressure for expanding the pressuremeter. At present, four test conditions are programmed: a controlled stress increment test, a controlled strain rate test, a controlled strain test, and a cyclic test. Experience with different soils shows that the mechanism operates to design specifications.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComputers.
=650  \0$aDrill holes.
=650  \0$aPressuremeter.
=650  \0$aServo-mechanism.
=650  \0$aTransducers.
=650  \0$aSoils$xTesting.
=650  \0$acomputerized soil testing.
=650  \0$ain situ tests.
=650  14$aComputers.
=650  24$aDrill holes.
=650  24$aTransducers.
=650  24$aPressuremeter.
=650  24$aServo-mechanism.
=650  24$aComputerized soil testing.
=650  24$aIn situ tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10599J.htm

=LDR  02037nab a2200457 i 4500
=001  GTJ10906J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10906J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10906J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC91.M4
=082  04$a530.8/.1$223
=100  1\$aHoltz, RD.,$eauthor.
=245  10$aSI Units in Geotechnical Engineering /$cRD. Holtz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aA brief description is presented of the International System of Units (SI) as it might be applied to geotechnical engineering. Base as well as derived SI units that are of interest to geotechnical engineers are described in detail, and conversion factors for units in common usage are given. A few examples of conversions are also presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$ametric system.
=650  \0$asymbols.
=650  \0$aunits of measurement.
=650  14$aUnits of measurement.
=650  24$aMetric system.
=650  24$aSymbols.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10906J.htm

=LDR  02712nab a2200589 i 4500
=001  GTJ10907J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10907J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10907J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA654.7
=082  04$a624.1/52$223
=100  1\$aDowding, CH.,$eauthor.
=245  10$aBlast Vibration Implications of Cyclic Shear Behavior of Model Plaster Panels /$cCH. Dowding, WK. Beck, DK. Atmatzidis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aCommercially produced gypsum wallboard was stripped of its paper backing and subjected to cyclic, in-plane shear fatigue tests in the laboratory. The cyclic frequency and loading conditions were chosen to simulate as closely as possible strains in brittle wall coverings induced by blasting vibrations. These results are compared to those of similar laboratory studies that simulated wall response to sonic-boom strains. The unpapered gypsum exhibited definite fatigue behavior and preexistent strains further reduced its effective lifetime. Implications of these findings for cracking induced by blast vibration are also explored.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlasts.
=650  \0$aCracking.
=650  \0$aFatigue (mechanics)
=650  \0$aRock tests.
=650  \0$aStrain.
=650  \0$aWalls.
=650  \0$aBlast Vibration.
=650  \0$acyclic shearing.
=650  14$aRock tests.
=650  24$aCracking.
=650  24$aStrain.
=650  24$aFatigue (mechanics)
=650  24$aWalls.
=650  24$aBlasts.
=650  24$aCyclic shearing.
=700  1\$aBeck, WK.,$eauthor.
=700  1\$aAtmatzidis, DK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10907J.htm

=LDR  02256nab a2200481 i 4500
=001  GTJ10902J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10902J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10902J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aWijk, G.,$eauthor.
=245  14$aThe Point Load Test for the Tensile Strength of Rock /$cG. Wijk.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThe theoretical background is presented for the point load test for determining the tensile strength of rock materials. Theoretical predictions of the dependence of fracture force on sample shape (in this case, spheres and cylinders) are shown to agree quite well with experimental data for Plexiglas® and rock materials. A modification of the test, the multiple point load test, is suggested to have considerable advantages from both the theoretical and the experimental points of view.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLoads.
=650  \0$arock mechanics.
=650  \0$atensile strength.
=650  \0$atesting machines.
=650  14$aRock mechanics.
=650  24$aTensile strength.
=650  24$aLoads.
=650  24$aTesting machines.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10902J.htm

=LDR  02300nab a2200493 i 4500
=001  GTJ10903J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10903J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10903J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aWijk, G.,$eauthor.
=245  10$aSclerograph Measurements on Rock Materials /$cG. Wijk.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aTheoretical analysis of the sclerograph test for rock materials shows that a considerable and unknown amount of the sclerograph piston's impact energy is converted to internal vibration in the piston after impact. Nevertheless experimental results show that the piston recoil factor ? correlates remarkably well with other, more easily understandable rock strength data, such as the tensile strength index   #x03C3;PLT obtained from the point load test; ?PLT ? ?PLT* exp (4?) where ?PLT* ? 1.0 MPa.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aImpact tests.
=650  \0$aWave velocity.
=650  \0$arock mechanics.
=650  \0$atensile strength.
=650  \0$atesting machines.
=650  14$aRock mechanics.
=650  24$aImpact tests.
=650  24$aWave velocity.
=650  24$aTesting machines.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10903J.htm

=LDR  03376nab a2200541 i 4500
=001  GTJ11273J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11273J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11273J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4/32/028$223
=100  1\$aRassam, DW.,$eauthor.
=245  10$aUnsaturated Hydraulic Conductivity of Mine Tailings Under Wetting and Drying Conditions /$cDW. Rassam, DJ. Williams.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe unsaturated hydraulic conductivity of a soil-like material required in flow models is usually quantified with the aid of predictive models. In this study, an optimum set of input parameters for Campbell's hydraulic conductivity function was estimated. The resulting hydraulic conductivity relationship was compared to that obtained using the van Genuchten model. A flow cell was developed in which transient water contents and matric suctions were monitored while the soil underwent drying and wetting cycles. A one-dimensional numerical model was used to simulate the experimental flow problem for a wide range of input parameters. The sum of the square of the differences (SSD) between the observed and simulated water contents was calculated. The parameters corresponding to the minimum SSD were used to establish three hydraulic conductivity relationships for drying, wetting, and redrying conditions. For wetting conditions, the relative hydraulic conductivity function calibrated against the estimated optimum saturated hydraulic conductivity compared well with the measured unsaturated hydraulic conductivity. A lower-saturated hydraulic conductivity was required to calibrate the hydraulic conductivity function for drying conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlux boundary condition.
=650  \0$aOne-dimensional unsaturated flow.
=650  \0$aUnsaturated hydraulic conductivity.
=650  \0$aWater characteristic curve.
=650  \0$atensiometer.
=650  \0$aunsaturated soil.
=650  \0$aSoil moisture$xMeasurement.
=650  14$aFlux boundary condition.
=650  24$aOne-dimensional unsaturated flow.
=650  24$aTensiometer.
=650  24$aUnsaturated hydraulic conductivity.
=650  24$aWater characteristic curve.
=700  1\$aWilliams, DJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11273J.htm

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=001  GTJ11274J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11274J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11274J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN690.7
=082  04$a671.7/2$223
=100  1\$aJang, D-J,$eauthor.
=245  10$aPreparation of Epoxy Impregnated Sand Coupons for Image Analysis /$cD-J Jang, JD. Frost, J-Y Park.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe study of sand structure using image analysis is an emerging area in soil mechanics research. Quantification of parameters such as the local void ratio distribution or the orientation of sand known to directly affect the behavior of sand masses is possible. However, accurate quantitative measurement requires high-quality specimen coupon surfaces for imaging. A comprehensive procedure for preserving sand specimens with epoxy resin and preparing specimen coupon surfaces for image analysis using a variety of grinding and polishing procedures is presented. Factors affecting the accuracy of subsequent image analysis measurements are discussed. Example images obtained using the proposed procedures are presented to demonstrate their effectiveness and potential.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEpoxy.
=650  \0$aImage analysis.
=650  \0$aMicrostructure.
=650  \0$aOptical microscope.
=650  \0$aSand.
=650  \0$aSoil structure.
=650  \0$agrinding.
=650  \0$apolishing.
=650  \0$aGrinding and polishing.
=650  14$aImage analysis.
=650  24$aEpoxy.
=650  24$aGrinding.
=650  24$aPolishing.
=650  24$aSand.
=650  24$aSoil structure.
=650  24$aMicrostructure.
=650  24$aOptical microscope.
=700  1\$aFrost, JD.,$eauthor.
=700  1\$aPark, J-Y,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11274J.htm

=LDR  03049nab a2200577 i 4500
=001  GTJ11275J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11275J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11275J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aShang, JQ.,$eauthor.
=245  12$aA Complex Permittivity Measurement System for Undisturbed/Compacted Soils /$cJQ. Shang, RK. Rowe, JA. Umana, JW. Scholte.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe design and calibration of a complex permittivity measurement device for undisturbed and compacted soils is presented. The system consists of an automatic network analyzer, a sample holder, coaxial cables, and software to process data. The design of the sample holder and the limitations and sources of errors in the measurement system are discussed. The complex permittivities of two natural clayey soils were measured over the frequency range of 0.3 MHz to 1.3 GHz. For the soils tested, the dielectric constants and volumetric water contents showed a linear trend that was independent of the soil type. It was found that when performing the complex permittivity measurements the soil specimen length should be kept constant and as short as possible while ensuring that the sample is representative of the in-situ soil fabric and grain-size distribution.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComplex permittivity.
=650  \0$aElectromagnetic wave measurement.
=650  \0$aNon-destructive testing of soils.
=650  \0$aSoil behavior.
=650  \0$aSoil water content.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aComplex permittivity.
=650  24$aSoil water content.
=650  24$aSoil behavior.
=650  24$aNon-destructive testing of soils.
=650  24$aElectromagnetic wave measurement.
=700  1\$aRowe, RK.,$eauthor.
=700  1\$aUmana, JA.,$eauthor.
=700  1\$aScholte, JW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11275J.htm

=LDR  02481nab a2200565 i 4500
=001  GTJ11276J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11276J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11276J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aDetermination of the Plasticity Index from Flow Index /$cA. Sridharan, HB. Nagaraj, K. Prakash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe flow index (If), which is the slope of the water content versus log10 (number of blows) plot in the percussion cup method or the slope of the water content versus log10 (depth of penetration) plot of the cone penetration method of determining the liquid limit of soils is a measure of soil plasticity. Hence, the plasticity index of a soil that represents the soil plasticity can be correlated with the flow index.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aClays.
=650  \0$aLaboratory tests.
=650  \0$aPlasticity.
=650  \0$aSoil classification.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aAtterberg limits.
=650  24$aClays.
=650  24$aPlasticity.
=650  24$aLaboratory tests.
=650  24$aSoil classification.
=700  1\$aNagaraj, HB.,$eauthor.
=700  1\$aPrakash, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11276J.htm

=LDR  02995nab a2200553 i 4500
=001  GTJ11271J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11271J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11271J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aAbsorption Water Content and Liquid Limit of Soils /$cA. Sridharan, HB. Nagaraj.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aConsistency limits are extensively used in geotechnical engineering practice. Besides the consistency limits, the plasticity index, liquidity index, and consistency index have been used to correlate with engineering properties. The test procedures that have been developed to determine liquid limit are based on the strength criterion, and the liquid limit corresponds to a shearing resistance of 1.7 to 2.0 kPa. However, the mechanisms controlling the test procedures do not simulate the mechanisms controlling the water-holding capacity of soils that the liquid limit is supposed to represent. In this paper an attempt has been made to devise a test procedure, known as the absorption test, which simulates the mechanisms controlling the water holding-capacity of soils. The equilibrium water content reached by the dry soil pats starting at shrinkage limit void ratio is found to have a good correlation with the conventional liquid limit obtained from the cone penetrometer method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aClays.
=650  \0$aLaboratory tests.
=650  \0$aPlasticity.
=650  \0$aSoil classification.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aAtterberg limits.
=650  24$aClays.
=650  24$aLaboratory tests.
=650  24$aPlasticity.
=650  24$aSoil classification.
=700  1\$aNagaraj, HB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11271J.htm

=LDR  03113nab a2200589 i 4500
=001  GTJ11270J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11270J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11270J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGC380.15
=082  04$a551.46/86$223
=100  1\$aZhu, J-G,$eauthor.
=245  10$aTime-Dependent Stress-Strain Behavior of Soft Hong Kong Marine Deposits /$cJ-G Zhu, J-H Yin, S-T Luk.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aTo investigate the time-dependent stress-strain behavior of Hong Kong marine deposits (HKMD), three types of triaxial tests have been conducted under both compression and extension states. The first is conventional undrained shear tests at different strain rates ranging from 0.0025 to 0.25%/min. The second type is stress relaxation tests. The last type is undrained creep tests. The results are reported in this paper. One order increment of logarithmic strain rate causes about 5 to 9% increase of undrained shear strength. In stress relaxation tests, the pore-water pressure increase is about 10% of the consolidation pressure under extension states. A power law equation is presented to calculate the decay of the deviator stress in relaxation. In multi-stage triaxial creep tests, the log(strain rate)-log(t) relationship of the lower stress level is linear. The slopes of these lines are dependent on current deviator stress as well as stress history.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCreep.
=650  \0$aStrain rate effects.
=650  \0$aStress relaxation.
=650  \0$aTime-dependent.
=650  \0$aTriaxial extension test.
=650  \0$amarine deposits.
=650  \0$aMarine sediments.
=650  \0$atriaxial compression test.
=650  14$aMarine deposits.
=650  24$aTime-dependent.
=650  24$aTriaxial compression test.
=650  24$aTriaxial extension test.
=650  24$aCreep.
=650  24$aStress relaxation.
=650  24$aStrain rate effects.
=700  1\$aYin, J-H,$eauthor.
=700  1\$aLuk, S-T,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11270J.htm

=LDR  02878nab a2200697 i 4500
=001  GTJ11272J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11272J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11272J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA709.5
=082  04$a624.1/5136$223
=100  1\$aGasmo, J.,$eauthor.
=245  10$aInstrumentation of an Unsaturated Residual Soil Slope /$cJ. Gasmo, KJ. Hritzuk, H. Rahardjo, EC. Leong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe stability of slopes has become a major concern in areas that experience frequent periods of heavy rainfall such as the tropical areas of Southeast Asia. Previous research has indicated that rainfall has a detrimental effect on the stability of residual soil slopes. The reason for this is that the additional shear strength that exists in unsaturated soils due to negative pore-water pressures is lost as a result of rainwater infiltration into the soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField monitoring.
=650  \0$aInstrumentation.
=650  \0$aMatric suction.
=650  \0$aNegative pore-water pressure.
=650  \0$aPiezometer.
=650  \0$aRain gage.
=650  \0$aRainfall.
=650  \0$aSlope stability.
=650  \0$aTensiometer.
=650  \0$aresidual soil.
=650  \0$aSoil mechanics.
=650  \0$aunsaturated soil.
=650  14$aUnsaturated soil.
=650  24$aResidual soil.
=650  24$aSlope stability.
=650  24$aField monitoring.
=650  24$aRainfall.
=650  24$aNegative pore-water pressure.
=650  24$aMatric suction.
=650  24$aInstrumentation.
=650  24$aTensiometer.
=650  24$aPiezometer.
=650  24$aRain gage.
=700  1\$aHritzuk, KJ.,$eauthor.
=700  1\$aRahardjo, H.,$eauthor.
=700  1\$aLeong, EC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11272J.htm

=LDR  02226nab a2200517 i 4500
=001  GTJ11269J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11269J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11269J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a624.151$223
=100  1\$ad'Onofrio, A.,$eauthor.
=245  12$aA New Torsional Shear Device /$cA. d'Onofrio, F. Silvestri, F. Vinale.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aReliable small-strain measurements of deformational characteristics of soils have been one of the challenging aims in geotechnical engineering laboratories over the past decade, in particular when the mechanical behavior of stiff clays and soft rocks has to be analyzed under working conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear stiffness.
=650  \0$aSmall strains.
=650  \0$aTorsional shear test.
=650  \0$ashear test.
=650  \0$aShear strength of soils$xTesting.
=650  \0$aSoil consolidation test.
=650  14$aTorsional shear test.
=650  24$aSmall strains.
=650  24$aShear stiffness.
=700  1\$aSilvestri, F.,$eauthor.
=700  1\$aVinale, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11269J.htm

=LDR  02805nab a2200541 i 4500
=001  GTJ10221J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10221J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10221J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aStark, TD.,$eauthor.
=245  10$aBromhead Ring Shear Test Procedure /$cTD. Stark, JJ. Vettel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aExisting test procedures and a proposed modification for the Bromhead ring shear apparatus were found to yield drained residual strengths higher than values back-calculated from field case histories. A new test procedure is presented that yields drained residual strengths that are in excellent agreement with field case histories. The new test procedure utilizes the unmodified Bromhead ring shear apparatus and limits the settlement of the top porous stone, due to consolidation and/or soil extrusion during drained shear, to 0.75 mm. Since the specimen is confined radially by the specimen container, limiting the settlement of the top porous stone minimizes the wall friction that develops along the inner and outer circumferences of the specimen. The reduced wall friction results in the lowest measured residual strength and the best agreement with field case histories.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay shales.
=650  \0$aClays.
=650  \0$aResidual strength.
=650  \0$aSlope stability.
=650  \0$aTorsion shear tests.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aClay shales.
=650  24$aResidual strength.
=650  24$aSlope stability.
=650  24$aTorsion shear tests.
=700  1\$aVettel, JJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10221J.htm

=LDR  02105nab a2200409 i 4500
=001  GTJ10223J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10223J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10223J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aKnodel, P.,$eauthor.
=245  10$aIntroduction to C. A. Hogentogler Award Article by David I. Stannard /$cP. Knodel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (1 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aThe 1991 C. A. Hogentogler Award was presented to David I. Stannard of the United States Geological Survey in Denver, Colorado. The Hogentogler Award is presented to the author or authors of a paper of outstanding merit on soil or rock for engineering purposes published by the Society. The award was established in 1953 to stimulate research, encourage the exchange of knowledge, and recognize meritorious effort. It is administered by a three-member Award Committee of Committee D-18 on Soil and Rock.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10223J.htm

=LDR  02505nab a2200517 i 4500
=001  GTJ10228J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10228J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10228J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE251.5
=082  04$a625.8$223
=100  1\$aBrown, PT.,$eauthor.
=245  14$aThe Bending of a Screw Plate /$cPT. Brown.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThe bending of a screw plate may have a considerable influence on the value of soil modulus derived from test results. This paper presents the dimensionless results of a study in which the plate is analyzed by finite elements and the soil is analyzed by integrated Boussinesq theory corrected for embedment in the medium. These results enable correction for the effect of plate bending for a range of screw plates. Such corrections may increase the derived value of modulus by 40% or more above the value obtained when a rigid plate is assumed. A correction based on the assumption that the plate is a disc is shown to be somewhat unsatisfactory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnalysis.
=650  \0$aElastic modulus.
=650  \0$aFinite element.
=650  \0$aIn situ.
=650  \0$aSoil-structure interaction.
=650  \0$aModulus of elasticity.
=650  14$aIn situ.
=650  24$aElastic modulus.
=650  24$aFinite element.
=650  24$aAnalysis.
=650  24$aSoil-structure interaction.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10228J.htm

=LDR  03129nab a2200781 i 4500
=001  GTJ10226J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10226J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10226J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aAcar, YB.,$eauthor.
=245  10$aTotal Suction of Artificial Mixtures of Soil Compacted at Optimum Water Content /$cYB. Acar, P. Nyeretse.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe effect of soil composition on total suction is investigated. Thermocouple psychrometers are used to measure total suction of compacted specimens of artificial soil mixtures prepared using kaolinite, sodium montmorillonite, and a fine sand. Specimens are compacted in a Harvard miniature compaction mold at the optimum water content. The measured total suction is related to fine fraction and activity of the soil mixtures. The total suction is also compared with the swelling potential. A classification system is presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aActivity.
=650  \0$aClassification.
=650  \0$aFine fraction.
=650  \0$aKaolinite.
=650  \0$aMatric suction.
=650  \0$aOsmotic suction.
=650  \0$aPlasticity index.
=650  \0$aPlasticity.
=650  \0$aPsychrometer.
=650  \0$aSodium montmorillonite.
=650  \0$aSuction.
=650  \0$aSwelling potential.
=650  \0$aSwelling.
=650  \0$aTesting procedure.
=650  \0$aTotal suction.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aSuction.
=650  24$aPlasticity.
=650  24$aSwelling.
=650  24$aMatric suction.
=650  24$aOsmotic suction.
=650  24$aActivity.
=650  24$aFine fraction.
=650  24$aPsychrometer.
=650  24$aTesting procedure.
=650  24$aKaolinite.
=650  24$aSodium montmorillonite.
=650  24$aClassification.
=650  24$aTotal suction.
=650  24$aPlasticity index.
=650  24$aSwelling potential.
=700  1\$aNyeretse, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10226J.htm

=LDR  02499nab a2200625 i 4500
=001  GTJ10224J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10224J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10224J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aStannard, DI.,$eauthor.
=245  10$aTensiometers-Theory, Construction, and Use /$cDI. Stannard.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aStandard tensiometers are used to measure matric potential as low as -870 cm of water in the unsaturated zone by creating a saturated hydraulic link between the soil water and a pressure sensor. The direction and, in some cases, quantity of water flux can be determined using multiple installations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGround water.
=650  \0$aInfiltration.
=650  \0$aInstrumentation.
=650  \0$aMoisture content.
=650  \0$aMoisture tension.
=650  \0$aRichards apparatus.
=650  \0$aTensiometers.
=650  \0$aUnderground waste disposal.
=650  \0$aUnsaturated flow.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aGround water.
=650  24$aInfiltration.
=650  24$aInstrumentation.
=650  24$aMoisture content.
=650  24$aMoisture tension.
=650  24$aRichards apparatus.
=650  24$aTensiometers.
=650  24$aUnderground waste disposal.
=650  24$aUnsaturated flow.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10224J.htm

=LDR  02715nab a2200577 i 4500
=001  GTJ10220J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10220J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10220J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aCharlie, WA.,$eauthor.
=245  10$aBlast-Induced Liquefaction of an Alluvial Sand Deposit /$cWA. Charlie, PJ. Jacobs, DO. Doehring.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aA series of six different explosive charges ranging from 0.0045 to 9.06 kg were detonated at a depth of 3 m below a sand island in the South Platte River, northeast Colorado. Pore pressure, particle velocity, and residual pore pressure were measured at several locations. Liquefaction was induced in the dense, saturated, coarse sand at a depth of 3.0 m when peak compressive strain exceeded 0.01%, peak particle velocity exceeded 0.16 m/s, or at scaled distances less than 3 m/kg 1/3 . No residual pore pressure was induced at a peak compressive strain less than 0.002% at peak particle velocity less than 0.03 m/s, or at scaled distances greater than 16 m/k 1/3 .
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlast.
=650  \0$aExplosive.
=650  \0$aLiquefaction.
=650  \0$aParticle velocity.
=650  \0$aPore pressure.
=650  \0$aSand.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aLiquefaction.
=650  24$aSand.
=650  24$aBlast.
=650  24$aExplosive.
=650  24$aPore pressure.
=650  24$aParticle velocity.
=700  1\$aJacobs, PJ.,$eauthor.
=700  1\$aDoehring, DO.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10220J.htm

=LDR  03755nab a2200649 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10222J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10222J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aBergado, DT.,$eauthor.
=245  10$aPullout Resistance of Steel Geogrids with Weathered Clay as Backfill Material /$cDT. Bergado, HC. Hardiyatimo, CB. Cisneros, CJ. Chun, MC. Alfaro, AS. Balasubramaniam, LR. Anderson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe pullout resistance of welded steel geogrid reinforcement embedded in poor-quality, cohesive-frictional backfill material such as weathered clay was investigated. Laboratory pullout tests were conducted on various reinforcement sizes, mesh geometry, and compaction conditions of the backfill material. Field pullout tests were also conducted to investigate the pullout resistance of reinforcements embedded at representative overburden, field moisture, and density conditions. The soil-reinforcement interaction indicated the dominant role of passive or bearing resistance contributed by the transverse members to the total pullout resistance. The frictional resistance of the longitudinal members was found to contribute only about 5 to 15% of the total pullout resistance. It was observed that the reinforcement moved nearly as a rigid body and that the pullout resistance along the reinforcement is uniformly mobilized. The field pullout test provided higher pullout resistance compared to that of the laboratory test. Comparison of the predicted pullout bearing resistance with the observed data indicated that the prediction based on the bearing failure model formed the upper boundary while the prediction associated with the punching failure model provided the lower boundary. An empirical equation was proposed to predict the bearing resistance of the transverse members with reasonable accuracy.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarthfill.
=650  \0$aGeogrid.
=650  \0$aPullout test.
=650  \0$aReinforcement.
=650  \0$aSoil reinforcement.
=650  \0$aSoil.
=650  \0$aWater content.
=650  \0$aCompaction.
=650  14$aReinforcement.
=650  24$aSoil.
=650  24$aSoil reinforcement.
=650  24$aGeogrid.
=650  24$aPullout test.
=650  24$aCompaction.
=650  24$aWater content.
=650  24$aEarthfill.
=700  1\$aHardiyatimo, HC.,$eauthor.
=700  1\$aCisneros, CB.,$eauthor.
=700  1\$aChun, CJ.,$eauthor.
=700  1\$aAlfaro, MC.,$eauthor.
=700  1\$aBalasubramaniam, AS.,$eauthor.
=700  1\$aAnderson, LR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10222J.htm

=LDR  02737nab a2200589 i 4500
=001  GTJ10227J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10227J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10227J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE599.A2
=082  04$a551.3/07$223
=100  1\$aPandian, NS.,$eauthor.
=245  12$aA New Method for the Determination of Coefficient of Consolidation /$cNS. Pandian, A. Sridharan, KS. Kumar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThe time factor, T, and the degree of consolidation, U, from Terzaghi's theory of consolidation can be shown to have a bilinear behavior when plotted as log (U/T) versus log T. Using this property, a method is proposed for the evaluation of the coefficient of consolidation, Cv. The results obtained using the proposed method are compared with those using other methods in use. A fairly good agreement is obtained, which lends support to the validity of the approach suggested. This approach can be used in all cases including those in which popular methods like square root of time fitting method and logarithm of time fitting method fail.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficients.
=650  \0$aConsolidation.
=650  \0$aEvaluation.
=650  \0$aIntersection.
=650  \0$aLinearity.
=650  \0$aSlope.
=650  \0$aLandslides.
=650  \0$aLandslide hazard analysis.
=650  \0$aSlopes (Soil mechanics)
=650  14$aCoefficients.
=650  24$aConsolidation.
=650  24$aLinearity.
=650  24$aEvaluation.
=650  24$aIntersection.
=650  24$aSlope.
=700  1\$aSridharan, A.,$eauthor.
=700  1\$aKumar, KS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10227J.htm

=LDR  03057nab a2200601 i 4500
=001  GTJ10219J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10219J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10219J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aEdil, TB.,$eauthor.
=245  10$aCharacteristics of a Bentonite Slurry as a Sealant /$cTB. Edil, ASH Muhanna.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aMany of the technologies that relate to groundwater use bentonite slurries. The results of a laboratory investigation aimed at determining the characteristics of a bentonite slurry as a sealant are presented herein. Slurry indicator tests were used to determine the physical characteristics of the slurry, and performance tests, such as hydraulic conductivity and model tests, were conducted to evaluate the behavior of the slurry as a sealant. The results indicate that the final success of a bentonite sealant depends on its structural stability and the characteristics of the filter cake it generates. A bentonite slurry with some formation cuttings such as sand provides a sealant superior to a pure slurry. Sealing behavior of a slurry is related to its bentonite content; however, this relationship is not one of monotonical increase and there is an optimum bentonite content. The variety of indicator tests used were useful; however, filtration properties appear to be the most appropriate indicator of sealing behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite.
=650  \0$aFiltration.
=650  \0$aGel strength.
=650  \0$aPermeability.
=650  \0$aSealant.
=650  \0$aSlurries.
=650  \0$aViscosity.
=650  \0$aWells.
=650  \0$aSand.
=650  14$aBentonite.
=650  24$aSlurries.
=650  24$aViscosity.
=650  24$aGel strength.
=650  24$aFiltration.
=650  24$aPermeability.
=650  24$aSealant.
=650  24$aWells.
=700  1\$aMuhanna, ASH,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10219J.htm

=LDR  03267nab a2200553 i 4500
=001  GTJ10225J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10225J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10225J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aTan, S-A,$eauthor.
=245  10$aTotal Stress Probe Determination of Clay Slurry Density /$cS-A Tan, K-M Liang, T-S Tan, G-P Karunaratne.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThe progress of sedimentation, self-weight consolidation, and gain in surface strength of a hydraulic clay fill were observed by monitoring the density improvement of the clay slurry with time. A practical method of measuring the in situ slurry density profile with depth is to employ a submersible gamma-source, backscattertype nuclear density gauge. A slurry consolidation test in the laboratory has demonstrated that above 1.5 times the liquid limit, the horizontal and vertical total stresses are equal. Hence, from the horizontal total stress measurements with a vertical probe, the in situ vertical total stress profile of the slurry can be obtained. In principle, the integration of the density profile with depth gives the vertical total stress profile. Therefore, an estimate of the density can be made from the gradient of the vertical total stress with depth. Comparisons of field measurements of the total stress profile of a clay slurry in a reclamation project using the total stress probe and the density profile by the nuclear density gauge demonstrates this principle, thus confirming that the total stress probe with appropriate data interpretation can be used to measure the density of an in situ clay slurry around its surface.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay slurry density.
=650  \0$aIn situ test.
=650  \0$aReclamation.
=650  \0$aTotal stress probe.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aTotal stress probe.
=650  24$aClay slurry density.
=650  24$aIn situ test.
=650  24$aReclamation.
=700  1\$aLiang, K-M,$eauthor.
=700  1\$aTan, T-S,$eauthor.
=700  1\$aKarunaratne, G-P,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10225J.htm

=LDR  03371nab a2200601 i 4500
=001  GTJ103103
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103103$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103103$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.8$223
=100  1\$aOliveira, J. R. M. S.,$eauthor.
=245  10$aField Apparatus for Measurement of Elastic Rebound and Final Set for Driven Pile Capacity Estimation /$cJ. R. M. S. Oliveira, P. R. R. L. Nunes, M. R. L. Silva, D. A. Cabral, A. C. G. Ferreira, L. A. V. Carneiro, M. T. M. R. Giraldi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aMany advances have been made on driven piles bearing capacity tests, such as the static and dynamic load tests. However, the cost and the time necessary to prepare these kinds of tests usually restrict their application to a small percentage of the piles. Consequently, the simple and low-cost ways to estimate the bearing capacity of driven piles, for instance, through the final set and the elastic rebound, can be used to control the majority of the piles, and then the results can be compared with more complex and accurate tests executed in fewer elements. This paper describes the development of an in situ tool to measure the elastic rebound and the final set without any direct contact with the pile. Afterwards, these values can be used to evaluate the bearing capacity based on the dynamic formulas proposed by many authors. The apparatus was tested in three different sites, with the results very close to those obtained with the conventional elastic rebound and the final set measuring method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aDriven pile.
=650  \0$aElastic rebound.
=650  \0$aField test.
=650  \0$aOptical measurement.
=650  \0$aPavements, Flexible$xTesting.
=650  \0$aFlexible pavements.
=650  14$aDriven pile.
=650  24$aBearing capacity.
=650  24$aElastic rebound.
=650  24$aField test.
=650  24$aOptical measurement.
=700  1\$aNunes, P. R. R. L.,$eauthor.
=700  1\$aSilva, M. R. L.,$eauthor.
=700  1\$aCabral, D. A.,$eauthor.
=700  1\$aFerreira, A. C. G.,$eauthor.
=700  1\$aCarneiro, L. A. V.,$eauthor.
=700  1\$aGiraldi, M. T. M. R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103103.htm

=LDR  03000nab a2200517 i 4500
=001  GTJ103111
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103111$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103111$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aFakhimi, Ali,$eauthor.
=245  10$aExperimental and Numerical Study of the Effect of an Oversize Particle on the Shear Strength of Mined-Rock Pile Material /$cAli Fakhimi, Hooman Hosseinpour.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aDuring in situ direct shear testing on the Questa mined-rock pile material, oversize rock fragments were encountered in the shear box. To study the effect of an oversize particle on the measured friction angles and cohesions, both laboratory and numerical direct shear tests were conducted on unsaturated samples of the rock pile material. In the numerical simulation, a hybrid discrete-finite element method was implemented in which the rock pile material was modeled with discrete particles while the shear box was modeled with finite elements. Both the numerical and physical tests suggest an increase in the measured shear strength of the material due to the presence of an oversize particle in the box. More specifically, the presence of an oversize particle causes an increase in friction angle while cohesion in most situations decreases. The location of the oversize particle along the shear plane was found to be important, as it can modify the failure mechanism.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear test.
=650  \0$aDiscrete element modeling.
=650  \0$ashear strength.
=650  \0$aoversize particle.
=650  \0$arock pile material.
=650  14$aDirect shear test.
=650  24$aOversize particle.
=650  24$aRock pile material.
=650  24$aDiscrete element modeling.
=650  24$aShear strength.
=700  1\$aHosseinpour, Hooman,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103111.htm

=LDR  03267nab a2200529 i 4500
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=006  m|||||o|||||||||||
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=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103249$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103249$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aPolito, Carmine,$eauthor.
=245  10$aRegression Models for Validating Cyclic Triaxial Test Results /$cCarmine Polito.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aCyclic triaxial tests are commonly used to evaluate a soil's potential for liquefaction during seismic events. Following testing, it is necessary to evaluate the validity of the test results. This can be a difficult task unless the engineer has previously acquired a reasonable amount of experience with this type of testing. In order to help evaluate the validity of the test results, a series of eight predictive models have been developed for sands and soils with non-plastic silts. These models predict a mean value of the number of cycles required to cause liquefaction as well as 50 and 95 % prediction intervals. The models were separated by the soil type (sands and soils with less than 30 % non-plastic fines versus soils with 30 % or more non-plastic fines), the definition of liquefaction used (initial liquefaction versus 5 % double-amplitude strain), and the method of specimen preparation (moist tamping, air-pluviation, or slurry-deposition). These models were developed using the data from over 1000 tests collected from the author's files and the literature. Following development, the validity of each model was assessed by examining the statistical parameters of the model, analyzing each model's residuals, and by predictions made using additional data obtained from the literature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir-pluviation.
=650  \0$aMoist tamping.
=650  \0$aSlurry-deposition.
=650  \0$aliquefaction.
=650  \0$acyclic triaxial test.
=650  \0$alinear regression model.
=650  14$aLiquefaction.
=650  24$aCyclic triaxial test.
=650  24$aLinear regression model.
=650  24$aMoist tamping.
=650  24$aAir-pluviation.
=650  24$aSlurry-deposition.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103249.htm

=LDR  02753nab a2200565 i 4500
=001  GTJ102012
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102012$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102012$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aLewsley, Gregory,$eauthor.
=245  10$aReconstitution of Saturated Cement-Treated Soil by Wet-Mixing /$cGregory Lewsley, R. Jonathan Fannin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA new method is described for the reconstitution of cement-treated specimens of sand and silt for laboratory strength tests. Saturation of the slurry mix is attained through boiling the sand fraction at atmospheric pressure, boiling the silt fraction at a pressure that is reduced to a vacuum of 80 kPa, and mechanised blending of cement into the combined soil fractions in a rigid-walled former that is subjected to the same vacuum pressure. Reproducibility of the method is demonstrated from tests on four identical homogeneous specimens that yield a very narrow range in water content, bulk density, and unconfined compression strength. It is further evident in the trend of increasing strength with normalized cement content in those data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement-treated.
=650  \0$aReconstitution.
=650  \0$aSaturated.
=650  \0$aSoil.
=650  \0$aStrength.
=650  \0$aWet-mixing.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCement-treated.
=650  24$aSoil.
=650  24$aSaturated.
=650  24$aWet-mixing.
=650  24$aReconstitution.
=650  24$aStrength.
=700  1\$aFannin, R. Jonathan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102012.htm

=LDR  03226nab a2200565 i 4500
=001  GTJ102914
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102914$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102914$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aBrennan, A. J.,$eauthor.
=245  10$aMeasurement of Coefficient of Consolidation During Reconsolidation of Liquefied Sand /$cA. J. Brennan, S. P. G. Madabhushi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aSaturated sands particularly at low relative density commonly exhibit rises in excess pore pressure when subjected to earthquake loading. The excess pore pressure can approach a maximum value, limited by the initial vertical effective stress. After the completion of earthquake shaking, these excess pore pressures dissipate according to the consolidation equation, which can be solved to produce a Fourier series solution. It will be shown by manipulation of this Fourier series that excess pore pressure traces provide a method for back-calculation of coefficient of consolidation Cv. This method is validated against dissipation curves generated using known values of Cv and seen to be more accurate in the middle of the layer. The method is then applied to data recorded in centrifuge tests to evaluate Cv throughout the reconsolidation process following liquefaction conditions. Cv is seen to fit better as a function of excess pore pressure ratio than effective stress for the stress levels considered. For the soil investigated, Cv is about three times smaller at excess pore pressure ratio of 0.9 compared to excess pore pressure ratio of 0.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aCompressibility.
=650  \0$aConsolidation.
=650  \0$aEarthquakes.
=650  \0$aLiquefaction.
=650  \0$aSands.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aLiquefaction.
=650  24$aSands.
=650  24$aCentrifuge modeling.
=650  24$aCompressibility.
=650  24$aConsolidation.
=650  24$aEarthquakes.
=700  1\$aMadabhushi, S. P. G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102914.htm

=LDR  03141nab a2200541 i 4500
=001  GTJ103096
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103096$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103096$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aIskander, Magued,$eauthor.
=245  10$aOn the Design of Instrumented Double-Wall Model Piles Used to Investigate Plugging of Open-Ended Pipe Piles /$cMagued Iskander.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b47
=520  3\$aPlugging of open-ended pipe piles during installation and loading is an important phenomenon with substantial effects on pile capacity. This paper offers a number of comments related to the design of instrumented double-wall pipe piles that are becoming increasingly popular in research. A double-wall pile consists of two concentric thin-wall cylinders that are rigidly fixed at the top and are free to strain independently of one another elsewhere, with the pile shoe attached to one of the cylinders. Instrumentation that permits defining the state of the stress around the pile is installed between the two cylinders. Pile geometry, location of pile shoe, protection of sensors, radial stress measurements, and pore water pressure measurements are discussed. Measurements indicate that when a pile plugs, load is transferred by arching to the inner pile surface within the first two pile diameters. The data also indicates that a surge in pore water pressure occurs with each hammer blow, which results in a reduction of effective stress and subsequent pile setup.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxial stress.
=650  \0$aInstrumentation, instrument performance.
=650  \0$aLoad test.
=650  \0$aPlug.
=650  \0$aPore water pressure.
=650  \0$aRadial stress.
=650  14$aLoad test.
=650  24$aPore water pressure.
=650  24$aAxial stress.
=650  24$aRadial stress.
=650  24$aInstrumentation, instrument performance.
=650  24$aPlug.
=650  24$aLoad transfer, calibration chamber, slip-stick mechanism.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103096.htm

=LDR  03029nab a2200481 i 4500
=001  GTJ103175
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103175$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103175$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624.1/5136$223
=100  1\$aMesserklinger, S.,$eauthor.
=245  12$aA New Pressurized Vane Shear Apparatus /$cS. Messerklinger, R. Zumsteg, A. M. Puzrin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThe new vane shear test apparatus enables shear strength investigations of fine-grained soils at different pressures and shear velocities, such as those acting in a working chamber of an Earth pressure balance tunnel boring machine. The main conceptual innovation is the application of a confining pressure onto the test specimen while the vane shear test is performed. This allows for the exploration of pressure dependency on the shear strength of fine-grained soils, e.g., conditioned with foams and polymers. The technical innovation is that the torque sensor is located inside the pressure chamber. This permits for accurate torque measurement by excluding friction at contact areas and sealed insertions. The new vane shear test apparatus is a fast and reliable device to measure the shear strength of any fine-grained soils with soft consistency. In this paper pressure and rate-dependent shear strength data of kaolinite and illite clays and of "conditioned soils" made of kaolinite and illite clays mixed with foam and polymer additives are presented and the applicability of the apparatus is validated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$avane shear test apparatus.
=650  \0$aconditioned soil.
=650  \0$aearth pressure balance tunnel boring machine.
=650  14$aVane shear test apparatus.
=650  24$aConditioned soil.
=650  24$aEarth pressure balance tunnel boring machine.
=700  1\$aZumsteg, R.,$eauthor.
=700  1\$aPuzrin, A. M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103175.htm

=LDR  03556nab a2200553 i 4500
=001  GTJ102761
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102761$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102761$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aPaik, Kyuho,$eauthor.
=245  10$aAxial Response and Bearing Capacity of Tapered Piles in Sandy Soil /$cKyuho Paik, Junhwan Lee, Daehong Kim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$a14 calibration chamber tests were performed to investigate the axial responses of tapered piles in sandy soil. Three instrumented model piles with different taper angles, designed to have the same volume, were used in the tests. Results of the model pile load tests showed that the shaft load of tapered piles continuously increased with pile settlement, whereas that of cylindrical piles reached the ultimate values at a settlement equal to about 2 % of the pile diameter. The ratio of the load capacity of tapered piles to that of cylindrical piles was found to vary with both the taper angle of the piles and the soil condition of the sands. The ultimate unit shaft resistance of tapered piles was always greater than that of cylindrical piles irrespective of soil condition, whereas the ultimate unit base resistance of tapered piles was greater than that of cylindrical piles for dense sand with lateral earth pressure coefficients higher than 0.42. It was also observed that the ultimate unit shaft resistance of piles increases with increasing taper angle regardless of the relative density and stress state of the sand. However, the ultimate unit base resistance of piles increases with increasing taper angle for medium sand, but decreases for dense sand. In addition, based on the results of the model pile tests, taper factors for the ultimate unit base and shaft resistances, which can be used to estimate the base and shaft load capacities of tapered piles, were proposed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxial load capacity.
=650  \0$aCalibration chamber test.
=650  \0$aCylindrical pile.
=650  \0$aDesign equations.
=650  \0$aTapered pile.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aCalibration chamber test.
=650  24$aTapered pile.
=650  24$aCylindrical pile.
=650  24$aAxial load capacity.
=650  24$aDesign equations.
=700  1\$aLee, Junhwan,$eauthor.
=700  1\$aKim, Daehong,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102761.htm

=LDR  03147nab a2200529 i 4500
=001  GTJ102825
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102825$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102825$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aLee, Jui-Ting,$eauthor.
=245  12$aA Fiber Optic Sensored Triaxial Testing Device /$cJui-Ting Lee, Kai-Cheng Tien, Yen Te Ho, An-Bin Huang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe physical quantities involved in a triaxial testing device have mostly been monitored with electric sensors. These sensors are currently subject to short circuit when submerged under water and electromagnetic interference (EMI). Waterproofing and EMI noise filtration have often been a challenge to the triaxial test set-up. These drawbacks can be substantially minimized when using optic fiber sensors. The optic fiber Bragg grating (FBG) sensors have the additional advantage of being partially distributive where multiple sensors can share the same signal transmission line. Taking advantage of these unique capabilities, the authors explored the possibility of converting all pressure/force and linear displacement transducers in a triaxial testing device into FBG based sensors. A series of shearing tests on unsaturated and saturated soil specimens were carried out using the new FBG sensored triaxial testing device. In most cases, the measurement of physical quantities was paired with electric sensors so that the results can be compared. This paper describes the principles of the individual FBG sensor designs and demonstrates their applications in triaxial testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFiber Bragg grating.
=650  \0$aSand.
=650  \0$aTriaxial test.
=650  \0$aUnsaturated soil.
=650  \0$aSoil mechanics.
=650  14$aFiber Bragg grating.
=650  24$aTriaxial test.
=650  24$aUnsaturated soil.
=650  24$aSand.
=700  1\$aTien, Kai-Cheng,$eauthor.
=700  1\$aTe Ho, Yen,$eauthor.
=700  1\$aHuang, An-Bin,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102825.htm

=LDR  03520nab a2200541 i 4500
=001  GTJ11295J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11295J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11295J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590.2
=082  04$a631.4$223
=100  1\$aTan, T-S,$eauthor.
=245  10$aProperties of Singapore Marine Clays Improved by Cement Mixing /$cT-S Tan, T-L Goh, KY. Yong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aStabilization of soft ground by the deep cement mixing (DCM) method has become an increasingly popular method to improve stability in an excavation in soft clay and to limit movement in adjacent sub-structures. The desired increase in strength and stiffness to fulfil the intended functions can be achieved provided that the right mix proportion is adopted. To proceed with this kind of soil improvement, prediction of the strength and stiffness of the improved soil is necessary. Due to a short history of the DCM method in Singapore, there is limited data on the improved properties of local clays. This study is conducted to bridge that gap and also extends its usefulness to clays elsewhere. In the paper, the influences of three main constituents of the mixture, namely clay, water, and cement on the strength development of Singapore marine clays improved by cement mixing are investigated. Based on the experimental results, it is shown that a convenient normalization can produce a consistent pattern for evaluation of improved strength of clays from different parts of Singapore. This normalization is also shown to work for one Japanese clay. Correlations between strength and stiffness of the improved clay are also obtained. Lastly, it is shown that for a cement mixed clay there is a continual increase in strength and stiffness with time. This will help to reduce ground movement, and it will also increase the bending moment in the retaining wall. Both aspects must be considered in a design.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeep cement mixing (DCM) method.
=650  \0$aSingapore marine clays.
=650  \0$aStrength.
=650  \0$asoil stabilization.
=650  \0$aSoil consolidation.
=650  \0$astiffness.
=650  14$aSoil stabilization.
=650  24$aDeep cement mixing (DCM) method.
=650  24$aStrength.
=650  24$aStiffness.
=650  24$aSingapore marine clays.
=700  1\$aGoh, T-L,$eauthor.
=700  1\$aYong, KY.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11295J.htm

=LDR  03028nab a2200613 i 4500
=001  GTJ11290J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11290J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11290J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aAnhDan, LQ.,$eauthor.
=245  10$aComparison of Young's Moduli of Dense Sand and Gravel Measured by Dynamic and Static Methods /$cLQ. AnhDan, J. Koseki, T. Sato.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (20 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe stiffness of soil at very small strain is a useful parameter for characterizing the non-linear stress-strain behavior of soil, which has been evaluated by both dynamic and static methods based on different principles. A new technique for measuring dynamic wave velocities of coarse material is introduced in large-scale triaxial tests on rectangular specimens with dimensions of 58 cm high and 23 × 23 cm in cross section. At the same time, static deformation properties during small-amplitude unloading and reloading cycles are measured with local deformation transducers. Young's moduli of dense sand and gravel evaluated based on the static and dynamic measurements are compared, and some discussions on anisotropy and inhomogeneities are made taking advantage of the movable feature of the new technique.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aDense sand.
=650  \0$aGravel.
=650  \0$aInhomogeneity.
=650  \0$aLocal deformation measurement.
=650  \0$aStiffness.
=650  \0$aWave velocity.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aWave velocity.
=650  24$aLocal deformation measurement.
=650  24$aStiffness.
=650  24$aDense sand.
=650  24$aGravel.
=650  24$aAnisotropy.
=650  24$aInhomogeneity.
=700  1\$aKoseki, J.,$eauthor.
=700  1\$aSato, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11290J.htm

=LDR  03001nab a2200529 i 4500
=001  GTJ11294J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11294J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11294J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aKetchart, K.,$eauthor.
=245  12$aA Modified Soil-Geosynthetic Interactive Performance Test for Evaluating Deformation Behavior of GRS Structures /$cK. Ketchart, JTH Wu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA modified Soil-Geosynthetic Interactive Performance (SGIP) test apparatus for evaluating short- and long-term deformation behavior of soil-geosynthetic composites was developed. In the test, a specimen of soil-geosynthetic composite, with dimensions of 305 mm wide, 605 mm long, and 305 mm high, was subjected to a vertical sustained load under plane strain condition. The applied load was transferred from the soil to the geosynthetic, and it allowed the soil and geosynthetic to deform in an interactive manner. Lateral and vertical displacements of the test specimen and strains in the reinforcement were measured. A series of the soil-geosynthetic performance tests were conducted to examine test repeatability, failure mode, and deformation behavior of different soil-geosynthetic composites. Test results and discussion of test results are presented. The applicability of the performance test to actual GRS structures was examined by comparing test results with measured behavior of a 5.4-m high GRS pier.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeosynthetic.
=650  \0$aGRS structures.
=650  \0$aSoil.
=650  \0$aSoil-geosynthetic performance test.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aSoil.
=650  24$aGeosynthetic.
=650  24$aSoil-geosynthetic performance test.
=650  24$aGRS structures.
=700  1\$aWu, JTH,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11294J.htm

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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11293J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11293J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aPermeability of Two-Layer Soils /$cA. Sridharan, K. Prakash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aThe equivalent coefficient of permeability of a stratified soil system calculated theoretically has been observed to be not the same as that directly measured, when the flow is normal to the orientation of the bedding planes. A hypothesis has been proposed in this investigation to explain this deviation according to which the permeability of the exit layer controls whether the measured permeability is greater or lesser than the theoretically calculated value. The proposed hypothesis has been used to successfully and satisfactorily explain the experimental observations made with the two-layer systems. It has been shown that the coefficient of permeability of a soil in a layered system cannot be considered as its property and that it depends upon the permeabilities of adjoining layers, their thicknesses, and the flow direction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aDrainage.
=650  \0$aFilters.
=650  \0$aLaboratory tests.
=650  \0$aLayered system.
=650  \0$aPermeability.
=650  \0$aSedimentation.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aClays.
=650  24$aDrainage.
=650  24$aFilters.
=650  24$aLaboratory tests.
=650  24$aLayered system.
=650  24$aPermeability.
=650  24$aSedimentation.
=700  1\$aPrakash, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11293J.htm

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=006  m|||||o|||||||||||
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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11291J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11291J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aGarga, VK.,$eauthor.
=245  10$aSteady State Strength of Sands in a Constant Volume Ring Shear Apparatus /$cVK. Garga, J-A Infante Sedano.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA modified volume ring shear test apparatus has been developed to undertake constant volume ring shear tests on sand. This constant volume test is a useful means of assessing the steady state strength of granular soils at large strain to determine the liquefaction potential of a soil mass. The apparatus and specimen preparation tools and methods are presented herein. The paper also presents the device and method used to verify the uniformity of the specimens prepared and the repeatability of the specimen preparation method. An experimental program has been conducted using both constant volume (CV) and constant load (CL) tests to investigate the effect of saturation, and of fines on the steady state line (SSL) and the steady state strength (SSS) envelope.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant volume.
=650  \0$aFines content.
=650  \0$aLaboratory testing.
=650  \0$aLiquefaction.
=650  \0$aResidual strength.
=650  \0$aRing shear.
=650  \0$aSample preparation.
=650  \0$aSands.
=650  \0$aSteady state.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aConstant volume.
=650  24$aFines content.
=650  24$aLaboratory testing.
=650  24$aLiquefaction.
=650  24$aResidual strength.
=650  24$aRing shear.
=650  24$aSands.
=650  24$aSteady state.
=650  24$aSample preparation.
=700  1\$aInfante Sedano, J-A,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11291J.htm

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=006  m|||||o|||||||||||
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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11296J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11296J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC676.4
=082  04$a621.3841/10151535$223
=100  1\$aDowding, CH.,$eauthor.
=245  10$aElectromagnetic Wave Propagation Model for Differentiation of Geotechnical Disturbances Along Buried Cables /$cCH. Dowding, JA. Summers, A. Taflove, WL. Kath.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThe lumped-circuit, hybrid, finite-difference/FFT (fast Fourier transform) model described herein simulates effects of multiple discontinuities in a coaxial cable at variable distances on a time domain reflectometry (TDR) signature. This model is verified by comparison with measured reflections from perfectly defined, multiple deformities. Accurate simulation is an important component of TDR technology as it allows improved calculation of the amount of shearing at multiple locations along special cables grouted in a rock or soil mass.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$awave propagation.
=650  \0$acables.
=650  \0$afast Fourier transform.
=650  14$aCables.
=650  24$aWave propagation.
=650  24$aFast Fourier transform.
=700  1\$aSummers, JA.,$eauthor.
=700  1\$aTaflove, A.,$eauthor.
=700  1\$aKath, WL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11296J.htm

=LDR  03177nab a2200601 i 4500
=001  GTJ11299J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11299J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11299J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA709.5
=082  04$a624.1/5136$223
=100  1\$aLee, I-M,$eauthor.
=245  10$aClogging Phenomena of the Residual Soil-Geotextile Filter System /$cI-M Lee, J-H Kim, LN. Reddi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aClogging tests on residual soil-geotextile filter systems were performed, and the permeability reduction due to clogging was evaluated. An extensive experimental program was performed using two typical weathered granite residual soils that were sampled at Shinnae-dong and Poi-dong areas in Seoul. Weathered granite residual soils, which are found in much of the Korean peninsula, pose unique challenges in terms of internal stability and filtration. Two separate simulation tests with weathered residual soils were performed: the cross-plane permittivity test (filtration) and the in-plane transmissivity test (drainage). Needle-punched non-woven geotextiles are selected since they are often used as drainage material in the field. The compatibility of residual soil-geotextile filter systems was investigated with emphasis on the clogging phenomenon. It was found that filter clogging was more significant in filtration than in drainage. The permeability reduction in the coarser Shinnae-dong soil-filter system was more serious than in the finer Poi-dong soil-filter system.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBase soil.
=650  \0$aClogging.
=650  \0$aCross-plane flow.
=650  \0$aFilter.
=650  \0$aGeotextile.
=650  \0$aIn-plane flow.
=650  \0$aresidual soil.
=650  \0$aSoil mechanics.
=650  \0$aunsaturated soil.
=650  14$aGeotextile.
=650  24$aIn-plane flow.
=650  24$aCross-plane flow.
=650  24$aClogging.
=650  24$aResidual soil.
=650  24$aFilter.
=650  24$aBase soil.
=700  1\$aKim, J-H,$eauthor.
=700  1\$aReddi, LN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11299J.htm

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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11298J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11298J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aYin, J-H,$eauthor.
=245  10$aStress-Strain Strength Characteristics of a Marine Soil with Different Clay Contents /$cJ-H Yin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aIt is commonly believed that the clay content has a major influence on the behavior of a soil, among other factors. This technical note presents main results of a series of consolidated undrained (CU) triaxial tests on re-consolidated soft Hong Kong marine deposits (HKMD) with different clay contents. The focus is placed on the influence of the clay content on the stress-strain strength characteristics of the HKMD, including the stress-strain curves, effective stress paths, friction angles, and Young's modulus. The results are discussed and interpreted. New understanding and useful correlations are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay content.
=650  \0$aFriction angle.
=650  \0$aStrength.
=650  \0$aStress-strain.
=650  \0$aYoung's modulus.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aClay content.
=650  24$aStress-strain.
=650  24$aStrength.
=650  24$aFriction angle.
=650  24$aYoung's modulus.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11298J.htm

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=001  GTJ11289J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11289J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11289J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aZ5853.H9
=082  04$a016.55148$223
=100  1\$aWen, B.,$eauthor.
=245  12$aA Comparative Study of Particle Size Analyses by Sieve-Hydrometer and Laser Diffraction Methods /$cB. Wen, A. Aydin, NS. Duzgoren-Aydin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aCombined sieve-hydrometer method (SHM) is one of the two conventional methods commonly used in research and practice in all branches of science and engineering dealing with soils. SHM, however, has some inborn defects, which lead to systematical errors. The paper discusses the major causes of such errors in the analysis with examples from saprolitic soils derived from granites and volcanics. It is concluded that the deviations may be explained by three factors: differences in definitions and measurements of particle sizes; variations in densities of constituent grains; and turbulence in flow pattern of suspension. Particle size distribution (PSD) curves produced by the laser diffraction method (LDM) generally agree with those of SHM. However, some discrepancies between the results of these methods become evident upon closer inspection, and vary in extent according to the soil type and specific size fraction. For the same soil sample and a given fraction, such discrepancies can be mainly attributed to variations in density, shape, and mineralogy of particles. LDM with its many advantages over SHM should be adopted as the standard in geoengineering and geoenvironmental research, particularly involving problematic soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaser diffraction method.
=650  \0$aParticle size analysis.
=650  \0$aParticle size distribution.
=650  \0$aSaprolite.
=650  \0$ahydrometer.
=650  \0$asieve-hydrometer method.
=650  \0$aHydraulic measurements.
=650  14$aParticle size analysis.
=650  24$aSieve-hydrometer method.
=650  24$aLaser diffraction method.
=650  24$aParticle size distribution.
=650  24$aSaprolite.
=700  1\$aAydin, A.,$eauthor.
=700  1\$aDuzgoren-Aydin, NS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11289J.htm

=LDR  02105nab a2200541 i 4500
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=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11297J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11297J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD930
=082  04$a636.08/31$223
=100  1\$aJoel Sprague, C.,$eauthor.
=245  10$aDevelopment of RECP Performance Test Methods /$cC. Joel Sprague, CA. Carver, S. Allen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe recent growth and development of the Rolled Erosion Control Products (RECP) industry have created the need for a way to compare the wide array of products now available.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChannel.
=650  \0$aErosion.
=650  \0$abiodegradability.
=650  \0$aperformance test.
=650  \0$aslope.
=650  14$aRECP.
=650  24$aErosion.
=650  24$aSlope.
=650  24$aChannel.
=650  24$aBiodegradability.
=650  24$aPerformance test.
=700  1\$aCarver, CA.,$eauthor.
=700  1\$aAllen, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11297J.htm

=LDR  03309nab a2200541 i 4500
=001  GTJ11292J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11292J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11292J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aSeidel, JP.,$eauthor.
=245  10$aLaboratory Testing of Concrete-rock Joints in Constant Normal Stiffness Direct Shear /$cJP. Seidel, CM. Haberfield.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThis paper describes the experimental component of an extensive investigation into the shear behavior of joints formed between concrete or cement grout and soft, weak or weathered rock. Understanding the behavior of such joints is important for the prediction of performance of a diverse range of structural elements, such as drilled piers socketed into rock, rock anchors, and dam foundations. The particular tests described in this paper were carried out on joints formed between concrete and an artificial silstone called Johnstone, under conditions of constant normal stiffness, and involved a range of boundary conditions and interface profiles. Interfaces included a series of regular triangular asperities and irregular profiles based on fractal geometry concepts. The authors have included the complete suite of test results in the belief that it will be a significant addition to the literature, which currently contains very few results of constant normal stiffness tests. It also demonstrates the importance of realistically modelling interface roughness. Careful observations made during testing using time-lapse photography have aided in the development of a number of simple theoretical models of behavior, which are published elsewhere.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear test.
=650  \0$aPile foundation.
=650  \0$aRock socket.
=650  \0$aRock-concrete joints.
=650  \0$aShear behavior.
=650  \0$aCompilers (Computer programs)
=650  \0$aProgramming languages (Electronic computers)
=650  14$aDirect shear test.
=650  24$aRock-concrete joints.
=650  24$aShear behavior.
=650  24$aRock socket.
=650  24$aPile foundation.
=700  1\$aHaberfield, CM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11292J.htm

=LDR  03084nab a2200553 i 4500
=001  GTJ100385
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100385$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100385$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aChapuis, RP.,$eauthor.
=245  12$aA Drainage Column Test for Determining Unsaturated Properties of Coarse Materials /$cRP. Chapuis, I. Masse, B. Madinier, M. Aubertin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b64
=520  3\$aA column test was developed to define the water retention curve and the unsaturated permeability function of coarse materials during drainage. The test includes five steps. First, the material is placed in the column at a constant density, using vacuum and deaired water to reach close to 100 % saturation, which is checked using a mass and volume method. Second, the saturated hydraulic conductivity is determined by a constant head test. Third, a gravity drainage test is performed and the volume of drained water is monitored versus time. Fourth, after full drainage, which can take several weeks, the material is removed from the top of the column, to determine the water content versus elevation and thus the water retention curve. Fifth, the water retention data and selected models are used to predict the drainage flow rate and compare the predictions to the experimental data. This helps to define the best hydraulic functions for the material. Examples are provided to illustrate the key elements of the test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse material.
=650  \0$aLaboratory test.
=650  \0$aNumerical modeling.
=650  \0$aPermeability.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aPermeability.
=650  24$aCoarse material.
=650  24$aLaboratory test.
=650  24$aNumerical modeling.
=700  1\$aMasse, I.,$eauthor.
=700  1\$aMadinier, B.,$eauthor.
=700  1\$aAubertin, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100385.htm

=LDR  02768nab a2200541 i 4500
=001  GTJ100124
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100124$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100124$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSafaqah, OA.,$eauthor.
=245  14$aThe Elastomer Gage for Local Strain Measurement in Monotonic and Cyclic Soil Testing /$cOA. Safaqah, MF. Riemer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThis study introduces a new type of local strain gages for soil testing called the elastomer gage. It is the first on-sample local strain gage that is flexible enough to be attached to the inside of a conventional latex membrane so that the gage is in full contact with the soil's sample surface. The gage has very versatile design characteristics including variable length and sensitivity, which enable measurement over a wide range of static and cyclic strains. The gage can be used in many testing systems including triaxial, torsional shear, and simple shear devices to directly measure axial, circumferential, and shear strains. The gage has been validated in triaxial and torsional testing systems using a "calibration sample" made of urethane with known stiffness.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInstrumented membrane.
=650  \0$aLocal gage.
=650  \0$aSmall strain.
=650  \0$aSoil testing.
=650  \0$aStiffness.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils$vAnalysis.
=650  14$aLocal gage.
=650  24$aSoil testing.
=650  24$aStiffness.
=650  24$aSmall strain.
=650  24$aInstrumented membrane.
=700  1\$aRiemer, MF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100124.htm

=LDR  03108nab a2200493 i 4500
=001  GTJ100012
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100012$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100012$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aLin, C-P,$eauthor.
=245  10$aComprehensive Wave Propagation Model to Improve TDR Interpretations for Geotechnical Applications /$cC-P Lin, S-H Tang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aTime domain reflectometry (TDR) is becoming an important monitoring technique for various geotechnical problems. Better data interpretation and new developments rely on the ability to accurately model the TDR waveform, especially when long cables are used. This study developed an efficient, complete, and general-purpose TDR model that accounts for all wave phenomena including multiple reflection, dielectric dispersion, and cable resistance all together. Inverse analysis based on the TDR wave propagation model is proposed to calibrate the TDR system parameters and determine the TDR parameter that changes with the physical parameter to be monitored. Calibration of TDR cable and data interpretations for various geotechnical applications were demonstrated with laboratory experiments. The excellent match between the simulated and measured waveforms validates the TDR wave propagation model. The results show that the proposed numerical procedure is a relatively simple, efficient and high-resolution tool for probe design, parametric studies, data interpretation, and inverse analyses. This study should provide a sound theoretical foundation for further TDR developments in geotechnical monitoring.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCable resistance.
=650  \0$aTime domain reflectometry (TDR)
=650  \0$aTransmission line.
=650  \0$aGeotextiles.
=650  \0$aTextile.
=650  14$aTime domain reflectometry (TDR)
=650  24$aTransmission line.
=650  24$aCable resistance.
=700  1\$aTang, S-H,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100012.htm

=LDR  03040nab a2200553 i 4500
=001  GTJ100054
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100054$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100054$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSzymakowski, J.,$eauthor.
=245  10$aShear Testing of Soft Rock Masses /$cJ. Szymakowski.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aPrevious studies aimed at improving our understanding of rock mass behavior have incorporated laboratory techniques, case studies, or numerical methods. This study extends the laboratory based data by examining the behavior of relatively large scale jointed, soft rock mass samples in direct shear. The rock mass samples tested in this study were fabricated by cutting joint sets into a soft, synthetic siltstone block. Therefore, the development of new procedures and equipment for fabricating and shear testing the rock mass samples was required. The visual and measured data recovered from this testing was used to identify and model the prepeak behavior and failure mechanisms occurring within the samples. The observed prepeak behavior of the rock masses was found to comprise either sliding along one of the joint sets or rotation of a portion of the rock mass defined by the jointing pattern. All samples ultimately failed by shearing through intact rock coincident with the shear plane defined by the testing apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant normal stiffness.
=650  \0$aDirect shear.
=650  \0$aFailure mechanisms.
=650  \0$aJointed rock mass.
=650  \0$aLaboratory testing.
=650  \0$aSoft rock.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aJointed rock mass.
=650  24$aSoft rock.
=650  24$aDirect shear.
=650  24$aConstant normal stiffness.
=650  24$aLaboratory testing.
=650  24$aFailure mechanisms.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100054.htm

=LDR  03015nab a2200541 i 4500
=001  GTJ100262
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100262$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100262$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aChen, W.,$eauthor.
=245  10$aMeasuring Radial Total Stresses on Model Suction Caissons in Clay /$cW. Chen, MF. Randolph.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aMiniature total pressure transducers (TPTs) were incorporated on model suction caissons in order to measure changes in radial stress during installation and loading of the caissons. The accuracy of TPTs in clay was first assessed by calibration tests at both 1g and in a geotechnical centrifuge at up to 120g. Calibration tests in a modified triaxial apparatus showed that the accuracy of the TPTs under loading, unloading, cyclic loading, and sustained loading was better than 92.5%. The initial readings of the TPTs were also found to change only slightly on transfer among air, water, and soil, in spite of differences in the heat exchange environment. The cross-sensitivity of TPTs to an axial load of 300 N on the caisson was insignificant. The accuracy of TPTs in water in the centrifuge was better than 96%. The TPTs also gave reasonable measurements of radial stresses generated on the outer wall of suction caissons during penetration in clay at 120g, as assessed by comparison with stress changes predicted using the strain path method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aClay.
=650  \0$aRadial stress.
=650  \0$aSuction caisson.
=650  \0$aTotal pressure transducer.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aTotal pressure transducer.
=650  24$aSuction caisson.
=650  24$aRadial stress.
=650  24$aCentrifuge.
=650  24$aClay.
=700  1\$aRandolph, MF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100262.htm

=LDR  03095nab a2200541 i 4500
=001  GTJ100453
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100453$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100453$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSeah, TH.,$eauthor.
=245  10$aSimulation of Pressuremeter Shearing Mode by True Triaxial Apparatus /$cTH. Seah, D. Shrestha.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aPressuremeters are commonly used for determining the modulus of soil in the field. The shearing plane of the pressuremeter differs from those in the conventional laboratory strength tests; therefore the moduli obtained from these tests may be different. This paper describes the method of using the true triaxial apparatus to simulate the shearing mode of the pressuremeter. The true triaxial tests were performed by shearing the soil sample in the plane similar to that of the pressuremeter tests at the same depths on Bangkok clay.A pore water pressure probe was introduced to the true triaxial, enabling the pore water pressure at the middle of the sample to be measured. To compare the results of pressuremeter and true triaxial tests, the stress-strain relationship of the true triaxial test was used as the input in the finite element _FE_ analysis, and a predicted pressurevolume expansion curve was generated from the FE analysis. The prediction was compared directly with the results of the pressuremeter tests, indicating relatively good agreement in the pressure-volume expansion curves from elastic to plastic range.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aNumerical analysis.
=650  \0$aPressuremeter.
=650  \0$aStrength.
=650  \0$aTrue triaxial.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aClay.
=650  24$aStrength.
=650  24$aTrue triaxial.
=650  24$aPressuremeter.
=650  24$aNumerical analysis.
=700  1\$aShrestha, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100453.htm

=LDR  03664nab a2200577 i 4500
=001  GTJ100067
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100067$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100067$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA297
=082  04$a518$223
=100  1\$aChapuis, RP.,$eauthor.
=245  10$aFalling-Head Permeability Tests in an Unconfined Sand Aquifer /$cRP. Chapuis, V. Dallaire, F. Gagnon, D. Marcotte, M. Chouteau.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b46
=520  3\$aThis paper examines the reliability of hydraulic conductivity estimates, k, obtained using equations of Hvorslev (1951) or Bouwer and Rice (1976) for falling-head tests in monitoring wells (MWs) having short screens at the bottom of an unconfined sand aquifer. Two issues are examined. First, the equations come from the theory of steady-state flow whereas a variable-head test means transient flow with a changing water table position. This first problem was investigated using a finite element analysis, taking into account the sand capillary retention curve and its saturated-unsaturated permeability. The main result was that the equations can still be used for variable-head tests. The effects of specific storage (elastic deformation of the solid matrix in saturated conditions) and delayed gravity drainage (frequently schematized by a specific yield) can be neglected for these tests. The second issue is how partial clogging or fine particle washing against the screen can influence the k value. This practical problem was investigated by using a surge block to develop MWs and then performing successive permeability tests to assess the effects of development. Before development, the tests provided k values in the range 1 to 12×10-2 cm/s, the average being equal to 2/3 of the large-scale k value obtained using a pumping test under steady-state condition. After development, the tests provided k values that were increased by 50% on average, and thus their mean value became almost equal to the pumping test k value.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField test.
=650  \0$aHydraulic conductivity.
=650  \0$aMonitoring well.
=650  \0$aPermeability.
=650  \0$aVariable-head.
=650  \0$aNumerical analysis.
=650  14$aPermeability.
=650  24$aHydraulic conductivity.
=650  24$aVariable-head.
=650  24$aMonitoring well.
=650  24$aField test.
=650  24$aNumerical analysis.
=700  1\$aDallaire, V.,$eauthor.
=700  1\$aGagnon, F.,$eauthor.
=700  1\$aMarcotte, D.,$eauthor.
=700  1\$aChouteau, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100067.htm

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=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100223$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100223$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aMirata, T.,$eauthor.
=245  10$aStrength of Sands in Wedge Shear, Triaxial Shear, and Shear Box Tests /$cT. Mirata, Y. Erzin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aLimited tests had indicated peak drained values of angle of internal friction ? of gravelly sands measured in the cylindrical wedge shear test (cylwest) to be relatively closer to the ? expected from plane strain tests than from triaxial tests. Such a difference was not obtained between the results of the prismatic wedge shear test (priswest) and the triaxial test on gravels and crushed rock. In this study, six sands with <3.35 mm particles were tested. It was seen that the main reason for the difference between the ? values from cylwests and priswests was the difference in the angle ? between the shear plane and the bedding planes. Cylwests, in which ? was nearly the same as in triaxial tests, gave results close to those expected from plane strain tests, and almost identical results to those obtained from shear box tests on specimens so prepared as to make ? the same.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory tests.
=650  \0$aSands.
=650  \0$aShear box test.
=650  \0$aShear strength.
=650  \0$aTriaxial test.
=650  \0$aWedge shear test.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aLaboratory tests.
=650  24$aSands.
=650  24$aShear box test.
=650  24$aShear strength.
=650  24$aTriaxial test.
=650  24$aWedge shear test.
=700  1\$aErzin, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100223.htm

=LDR  03329nab a2200613 i 4500
=001  GTJ12704
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=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12704$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12704$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aZhan, TLT,$eauthor.
=245  10$aInstrumentation of an Unsaturated Expansive Soil Slope /$cTLT Zhan, CWW Ng, DG. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aTo understand the complex soil-water interaction in an unsaturated expansive soil slope subjected to rainfall infiltration, a comprehensive instrumentation and monitoring program was carried out on an 11-m high cut slope in Hubei of China. The instrumentation included jet-filled tensiometers, thermal conductivity suction sensors, moisture probes, earth pressure cells, inclinometers, vertical movement points, artificial rainfall simulator, a tipping bucket rain gage, a vee-notch flow meter, and an evaporimeter. The technique and experience associated with each of the instrumentations are presented in this paper with an emphasis on the difference from the instrumentation in nonexpansive soils. In particular, a deliberate sealing scheme was adopted to prevent the potential bypass water flow through the shallow cracks into the installation holes for the suction sensors and the moisture probes. All the instruments worked well throughout the two month monitoring period, during which two artificial rainfall events were created. The recorded responses in pore-water pressure, water content, horizontal stress, and soil deformation were reasonably consistent with one another.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCrack.
=650  \0$aExpansive soil.
=650  \0$aHorizontal stress.
=650  \0$aInstrumentation.
=650  \0$aSoil deformation.
=650  \0$aSuction.
=650  \0$aWater content.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aInstrumentation.
=650  24$aExpansive soil.
=650  24$aCrack.
=650  24$aSuction.
=650  24$aWater content.
=650  24$aHorizontal stress.
=650  24$aSoil deformation.
=700  1\$aNg, CWW,$eauthor.
=700  1\$aFredlund, DG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12704.htm

=LDR  02790nab a2200553 i 4500
=001  GTJ100309
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=024  7\$a10.1520/GTJ100309$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100309$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aGachet, P.,$eauthor.
=245  10$aAutomated Digital Image Processing for Volume Change Measurement in Triaxial Cells /$cP. Gachet, F. Geiser, L. Laloui, L. Vulliet.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aAn automated digital image processing technique is presented for the measurement of specimen volume change during triaxial testing.A digital camera is fixed at a constant distance from the triaxial cell. Pictures taken at various intervals are processed (e.g., using contouring techniques) to extract specimen volume and thus volumetric strain.A calibration procedure requiring a rigid specimen is used to correlate specimen image with specimen volume. The accuracy of the method is discussed on the basis of experimental results. This technique is of particular interest for cases where conventional use of pore-water volume exchange cannot be used to extract total volumetric strain, as is the case when testing unsaturated soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDigital camera.
=650  \0$aImage processing.
=650  \0$aTriaxial test.
=650  \0$aUnsaturated soil.
=650  \0$aVolume change.
=650  \0$aSoil mechanics.
=650  14$aTriaxial test.
=650  24$aVolume change.
=650  24$aImage processing.
=650  24$aUnsaturated soil.
=650  24$aDigital camera.
=700  1\$aGeiser, F.,$eauthor.
=700  1\$aLaloui, L.,$eauthor.
=700  1\$aVulliet, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100309.htm

=LDR  03289nab a2200637 i 4500
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=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10004J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10004J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aYokel, FY.,$eauthor.
=245  10$aHelical Probe Tests :$bInitial Test Calibration /$cFY. Yokel, PW. Mayne.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aHelical test probes of different sizes suitable for shallow (1.8-m) in-situ soil exploration and compaction control were developed and tested in different soils alongside traditional in-situ tests, including Standard Penetration tests (SPT), cone penetration tests (CPT), dilatometer tests (DMT), and in-situ density tests. The helical probe test (HPT) is a quick and economical test, which can be performed by a single person in less than 10 min, making it very attractive for construction field testing on geotechnical projects. The torque necessary to insert the probe is used as a measure of soil characteristics. Preliminary studies indicate that the HPT test correlates well with the SPT test and the correlation is not sensitive to the soil type (particle size); the HPT test correlates well with the CPT test, but the correlation is sensitive to the soil type; and the HPT/SPT and HPT/CPT correlations are consistent with existing data on SPT/CPT correlations. After site calibration, the HPT torque can be used to estimate relative compaction and in-situ density of compacted soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAugers.
=650  \0$aConstruction supervision.
=650  \0$aControl.
=650  \0$aField tests.
=650  \0$aIn-situ tests.
=650  \0$aPenetration tests.
=650  \0$aProbe sounding.
=650  \0$aSoil investigation.
=650  \0$aTest procedures.
=650  \0$aCompaction.
=650  14$aAugers.
=650  24$aCompaction.
=650  24$aControl.
=650  24$aConstruction supervision.
=650  24$aField tests.
=650  24$aIn-situ tests.
=650  24$aPenetration tests.
=650  24$aProbe sounding.
=650  24$aSoil investigation.
=650  24$aTest procedures.
=700  1\$aMayne, PW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10004J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10009J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10009J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aHoward, AK.,$eauthor.
=245  10$aMinimum Test Specimen for Gradation Analysis /$cAK. Howard, RC. Horz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aMinimum test specimen masses are recommended for gradation analysis testing. The specimen is based on the accuracy required and the maximum particle size present in the soil being tested. For gradation analyses to be reported to the nearest 1 percentage point, the minimum test specimen mass should be at least 100 times the mass of an idealized maximum size particle.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGradation analysis.
=650  \0$aGradation.
=650  \0$aLaboratory tests.
=650  \0$aSieves.
=650  \0$aSoil mechanics.
=650  \0$aSoil tests.
=650  \0$aStandards.
=650  \0$aTest procedures.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils$vAnalysis.
=650  14$aGradation.
=650  24$aGradation analysis.
=650  24$aLaboratory tests.
=650  24$aSoil tests.
=650  24$aSieves.
=650  24$aTest procedures.
=650  24$aSoil mechanics.
=650  24$aStandards.
=700  1\$aHorz, RC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10009J.htm

=LDR  03276nab a2200553 i 4500
=001  GTJ10008J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10008J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10008J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSridharan, A.,$eauthor.
=245  12$aA Scientific Basis for the Use of Index Tests in Identification of Expansive Soils /$cA. Sridharan, SM. Rao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe paper examines the scientific basis in the use of index properties, such as liquid limit, plasticity index, and activity, for estimating expansivities of natural kaolinitic and montmorillonitic soils by consideration of the fundamental mechanisms governing the soil swelling and plasticity characteristics. Results showed that the physicochemical mechanisms governing the swelling ability and index properties are similar in case of montmorillonitic soils; hence the use of index tests in estimating expansivities of montmorillonitic soils is mechanistically justified. The index properties of kaolinitic soils are not a function of diffuse double layer repulsion (the seat of swelling forces), and hence their employment in prediction of soil expansivities has no scientific basis. Comparison of classifications based on index properties with those obtained from oedometer results for the kaolinitic and montmorillonitic soils indicated that the index tests are better suited for prediction of expansivities of montmorillonitic soils. The results also illustrated that the free-swell procedure earlier proposed by the authors is a more reliable means of estimating expansivities in comparison to index properties and is applicable to both kaolinitic and montmorillonitic soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEvaluations.
=650  \0$aExpansivity.
=650  \0$aFree-swell procedure.
=650  \0$aIndex tests.
=650  \0$aLimitations.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aIndex tests.
=650  24$aExpansivity.
=650  24$aEvaluations.
=650  24$aLimitations.
=650  24$aFree-swell procedure.
=700  1\$aRao, SM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10008J.htm

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=001  GTJ10005J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10005J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10005J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aFahey, M.,$eauthor.
=245  12$aA Self-Boring Pressuremeter System /$cM. Fahey, RJ. Jewell, TA. Brown.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe paper describes some of the development work on the Cambridge University version of the self-boring pressuremeter (the so-called "Camkometer"), which has been carried out at the University of Western Australia over a number of years. This work included improvement of the pore-pressure measuring system and development of a deairing system for the pore-pressure transducers, new supply-voltage regulation and signal amplification systems placed down-hole in the instrument itself, test control and data logging using a microcomputer, and a new membrane-protection system. Details of the improved instrumentation are provided. Some test results are included to show that the output from the pore-pressure transducers provides an indication of the "quality" of drilling, especially in clay.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInstrumentation.
=650  \0$aPore pressure.
=650  \0$aPressuremeters.
=650  \0$aSelf-boring.
=650  \0$aSignal conditioning.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aPressuremeters.
=650  24$aSelf-boring.
=650  24$aPore pressure.
=650  24$aInstrumentation.
=650  24$aSignal conditioning.
=700  1\$aJewell, RJ.,$eauthor.
=700  1\$aBrown, TA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10005J.htm

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=001  GTJ10007J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10007J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10007J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aAnderson, WF.,$eauthor.
=245  10$aEffect of Testing Procedure in Ring Shear Tests /$cWF. Anderson, F. Hammoud.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThis technical note describes a comparison between the results obtained from single-stage and multistage ring shear tests on two different types of normally consolidated clay. The results confirm the brittle behavior of normally consolidated soils containing a high proportion of clay particles and the curved nature of the residual stress failure envelope. Detailed examination of the test data shows that while the multistage technique offers a considerable advantage in terms of the test duration, it may give erroneous results for soils with a high proportion of platy clay particles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aLaboratory test.
=650  \0$aResidual strength.
=650  \0$aRing shear.
=650  \0$aTest procedure.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aLaboratory test.
=650  24$aRing shear.
=650  24$aClays.
=650  24$aResidual strength.
=650  24$aTest procedure.
=700  1\$aHammoud, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10007J.htm

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=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10003J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10003J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aLutenegger, AJ.,$eauthor.
=245  10$aDetermination of Collapse Potential of Soils /$cAJ. Lutenegger, RT. Saber.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aA review of various criteria that have been proposed to identify collapsible soils and test techniques, which are used to quantify the amount of collapse, is presented. The results of a series of laboratory single and double oedometer collapse tests conducted on three metastable loess soils are presented to illustrate problems associated with investigating collapse behavior of soils. Guidelines are proposed for developing a standard test procedure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCollapse.
=650  \0$aConsolidation.
=650  \0$aLaboratory.
=650  \0$aMetastable soils.
=650  \0$aOedometer tests.
=650  \0$aSand.
=650  14$aCollapse.
=650  24$aConsolidation.
=650  24$aMetastable soils.
=650  24$aLaboratory.
=650  24$aOedometer tests.
=700  1\$aSaber, RT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10003J.htm

=LDR  01997nab a2200541 i 4500
=001  GTJ10011J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10011J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10011J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aYoussef, H.,$eauthor.
=245  10$aDiscussion of Dynamically Loaded Pile in Overconsolidated Clay" by G. L. Muster, II and M. W. O'Neill /$cH. Youssef.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (1 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFourier analysis.
=650  \0$aFull-scale testing.
=650  \0$aOverconsolidated clays.
=650  \0$aPile driving.
=650  \0$aPiles.
=650  \0$aVibrations.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=650  14$aPiles.
=650  24$aVibrations.
=650  24$aPile driving.
=650  24$aOverconsolidated clays.
=650  24$aFourier analysis.
=650  24$aFull-scale testing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10011J.htm

=LDR  02851nab a2200565 i 4500
=001  GTJ10006J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10006J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10006J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aMurat, J-R,$eauthor.
=245  10$aImproved Calibration and Correction Techniques for Pressuremeters /$cJ-R Murat, Y. Lemoigne.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aEquipment calibration is essential to the pressuremeter test procedure in order to obtain meaningful results. This paper assesses the accuracy of the standard calibration procedures for a monocell pressuremeter probe. The probe was inserted into sets of instrumented aluminum tubes of various lengths and diameters. The pressure distribution acting against the cavity wall was determined for different levels of probe inflation. Continuous information about the inflation resistance of the probe was also obtained as well as the correlations between the applied pressure, the volume of fluid injected, and the average probe diameter. A more reliable procedure for membrane reaction calibration is then recommended, as well as a new volumetric correction for end perturbations. The influence of low temperatures on the overall behavior of the equipment is also discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aCorrections.
=650  \0$aFrozen.
=650  \0$aIn-situ creep tests.
=650  \0$aPressuremeter.
=650  \0$aSoils.
=650  \0$aSand.
=650  14$aPressuremeter.
=650  24$aCalibration.
=650  24$aCorrections.
=650  24$aIce.
=650  24$aFrozen.
=650  24$aSoils.
=650  24$aIn-situ creep tests.
=700  1\$aLemoigne, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10006J.htm

=LDR  03051nab a2200589 i 4500
=001  GTJ10010J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10010J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10010J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP480
=082  04$a621.5/9$223
=100  1\$aHasson, PFX,$eauthor.
=245  10$aComparison of Freezing Cells Used in the Determination of Soil Frost Susceptibility /$cPFX Hasson, LH. Irwin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aBecause of the importance that side friction plays in the direct freezing tests of soils it was decided to compare four freezing cell geometries to determine which showed the least resistance to frost heaving. Two of the most common freezing cells, the tapered cylinder and the multi-ring cyclinder, were selected to be compared to the Cornell split cylinder freezing cell. A tapered wall multi-ring freezing cell was also compared to see if a combination geometry offered any advantages. Soils were compacted in the molds using the standard Proctor method. The specimens were frozen simultaneously using the Corp of Engineers twelve-day freeze test procedure. The results showed that the multi-ring cylinders were far superior to the tapered wall and split cylinder freezing cells. The tapered wall multi-ring freezing cell did not offer any advantages over the multi-ring cylinder freezing cell.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect freeze tests.
=650  \0$aFreezing cells.
=650  \0$aFrost heave.
=650  \0$aFrost susceptibility.
=650  \0$aMulti-ring cylinder.
=650  \0$aSplit cylinder.
=650  \0$aTapered cylinder.
=650  \0$aFreezing.
=650  \0$aLow temperature engineering.
=650  14$aFrost susceptibility.
=650  24$aFrost heave.
=650  24$aDirect freeze tests.
=650  24$aFreezing cells.
=650  24$aMulti-ring cylinder.
=650  24$aTapered cylinder.
=650  24$aSplit cylinder.
=700  1\$aIrwin, LH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10010J.htm

=LDR  03432nab a2200793 i 4500
=001  GTJ10002J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10002J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10002J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.705$223
=100  1\$aMurphy, VP.,$eauthor.
=245  10$aCBR Strength (Puncture) of Geosynthetics /$cVP. Murphy, RM. Koerner.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aWhile there exist many types of mechanical tests for use on geosynthetics, most seem to be more suitable for one type of system or another. This paper focuses on a test which may have widespread applicability to assess the strength of all types of geosynthetics. It is the forcing of a 50-mm (2.0-in.) diameter plunger through a horizontally fixed geosynthetic of 150-mm (6.0-in.) diameter. Such dimensions are common to the California bearing ratio (CBR) test apparatus used in assessing soil strength for road subgrades. In actuality, the test is not a puncture test, but is an axisymmetric strength test and should be considered as such. The unsupported geosynthetic is indeed in a state of tension. The stress conditions are well defined, which allow for stress and strain to be calculated and compared to the actual value as obtained in a plane strain (wide width) tension test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalifornia bearing ratio (CBR)
=650  \0$aGeocomposites.
=650  \0$aGeomembranes.
=650  \0$aGeonet.
=650  \0$aGeosynthetics.
=650  \0$aGeotextiles.
=650  \0$aNonwoven.
=650  \0$aPolyethylene.
=650  \0$aPolypropylene.
=650  \0$aPuncture.
=650  \0$aStrain.
=650  \0$aStrength.
=650  \0$aWide-width tension.
=650  \0$aWoven.
=650  \0$aYield stress.
=650  \0$aCalifornia bearing ratio.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aCalifornia bearing ratio (CBR)
=650  24$aGeocomposites.
=650  24$aGeomembranes.
=650  24$aGeonet.
=650  24$aGeosynthetics.
=650  24$aGeotextiles.
=650  24$aNonwoven.
=650  24$aPolyethylene.
=650  24$aPolypropylene.
=650  24$aPuncture.
=650  24$aStrain.
=650  24$aStrength.
=650  24$aWide-width tension.
=650  24$aWoven.
=650  24$aYield stress.
=700  1\$aKoerner, RM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10002J.htm

=LDR  03337nab a2200757 i 4500
=001  GTJ10321J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10321J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10321J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.1/189$223
=100  1\$aReznik, YM.,$eauthor.
=245  10$aRigid Plate Settlements on Soils with Varying Deformation Properties /$cYM. Reznik.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThe need to reliably predict foundation settlements has led to the use of plate-loading tests as a method of in situ determination of soil-deformation properties. The results of bearing-plate tests, especially when presented in graphical form, serve as a way to estimate allowable pressures and deformation moduli calculations. The magnitudes of plate settlements and the configurations of plate load-settlement curves determine decisions as to the acceptance of certain types and dimensions of foundations. This paper describes settlements of plates/experimental footings on soils in which deformation properties improve with increasing depth. A simple interpretation formula is offered to calculate allowable pressures. The application of this formula is demonstrated in plate-load test results published in the literature. Erratum to this paper appears in 18(3).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformation.
=650  \0$aFailure.
=650  \0$aField test.
=650  \0$aFoundation.
=650  \0$aInterpretation.
=650  \0$aPlates.
=650  \0$aRecommendations.
=650  \0$aSettlements.
=650  \0$aSoil layers.
=650  \0$aSoil mechanics.
=650  \0$aStress.
=650  \0$aTest loading.
=650  \0$aelastic properties.
=650  \0$adeformation modulus.
=650  \0$abearing capacity.
=650  14$aBearing capacity.
=650  24$aDeformation.
=650  24$aDeformation modulus.
=650  24$aElastic properties.
=650  24$aFailure.
=650  24$aField test.
=650  24$aFoundation.
=650  24$aInterpretation.
=650  24$aPit.
=650  24$aPlates.
=650  24$aRecommendations.
=650  24$aSettlements.
=650  24$aSoil layers.
=650  24$aSoil mechanics.
=650  24$aStress.
=650  24$aTest loading.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10321J.htm

=LDR  02881nab a2200541 i 4500
=001  GTJ10319J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10319J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10319J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA715
=082  04$a624.1/51363$223
=100  1\$aAlfaro, MC.,$eauthor.
=245  10$aSoil-Geogrid Reinforcement Interaction by Pullout and Direct Shear Tests /$cMC. Alfaro, N. Miura, DT. Bergado.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aPullout and direct shear tests have been conducted to investigate the soil-reinforcement interaction behavior in pullout and direct shear mechanisms. An apparatus-discussed in this paper-has been developed that is capable of performing both pullout and direct shear tests. Displacement measurements to monitor dilatancy on the backfill soil during pullout tests are incorporated in the apparatus. Test results for the geogrid type of reinforcement embedded in dense granular soil are discussed. The devised testing program provides valuable information on the appropriate interaction models and parameters that will be employed in the design and analysis of reinforced soil structures. The dilatancy measured in the laboratory may also provide useful information on the increase of interface shear resistance when dilatancy is restrained under field conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDilatancy.
=650  \0$aDirect shear test.
=650  \0$aSoil-reinforcement interaction.
=650  \0$asoil-reinforcement.
=650  \0$ageogrid.
=650  \0$apullout test.
=650  14$aSoil-reinforcement interaction.
=650  24$aGeogrid.
=650  24$aPullout test.
=650  24$aDirect shear test.
=650  24$aDilatancy.
=700  1\$aMiura, N.,$eauthor.
=700  1\$aBergado, DT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10319J.htm

=LDR  02762nab a2200481 i 4500
=001  GTJ10330J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10330J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10330J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aFretti, C.,$eauthor.
=245  12$aA Pluvial Deposition Method to Reconstitute Well-Graded Sand Specimens /$cC. Fretti, DCF Lo Presti, S. Pedroni.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aStationary pluviators generally use one or more sieves to spread the sand flow exiting from the hopper through one or more holes over the desired area. On the other hand, traveling pluviators do not need a sieve or mesh because in this case it is possible to move an opening or a nozzle over the area of interest. Traveling pluviators are preferable to stationary pluviators, especially in the case of well-graded cohesionless soils, because they provide more uniform specimens. However, traveling pluviators have drawbacks, specimen layering being the most relevant. This technical note illustrates an experimental procedure to reconstitute large specimens of well-graded sands using a traveling pluviator. The effects of specimen layering on mechanical soil properties became negligible with this technique as it was possible to assess performing a series of CPT tests with both a standard cone and a 20-mm cone.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$asands.
=650  \0$apluvial deposition.
=650  \0$acalibration chamber.
=650  14$aPluvial deposition.
=650  24$aSands.
=650  24$aCalibration chamber.
=700  1\$aLo Presti, DCF,$eauthor.
=700  1\$aPedroni, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10330J.htm

=LDR  03546nab a2200493 i 4500
=001  GTJ10318J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10318J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10318J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aR856
=082  04$a681.761$223
=100  1\$aScholey, GK.,$eauthor.
=245  12$aA Review of Instrumentation for Measuring Small Strains During Triaxial Testing of Soil Specimens /$cGK. Scholey, JD. Frost, DCF Lo Presti, M. Jamiolkowski.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (20 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b50
=520  3\$aConventional procedures for determining deformations during triaxial tests are based on measurements made externally to the cell. This practice is inadequate, particularly if the small strain stiffness of the soil is being investigated, because errors are introduced which limit the accuracy and resolution of the measurements. The errors can only be eliminated if axial strains are determined internally, within the cell, and locally over the central one third of the specimen. Likewise, the radial dimensions should be monitored at specimen midheight. The last ten years has seen the introduction of a diverse range of small-strain measuring devices. This has been largely in response to recognition of the importance of achieving strain measurement accuracy of at least 10?3% for small-strain stiffness evaluation. This paper summarizes the types of instrumentation currently available and their modes of operation, benefits, capabilities, and limitations. Typical results comparing external and internal strain measurements are presented. A system for classifying internal-strain measuring devices is presented. It is anticipated that test results based on small strain determinations will be a more frequent requirement in the future. Accordingly, the paper is intended to assist prospective users in becoming familiar with the various techniques that have been used and presents information that should enable selection of appropriate equipment for particular applications. Given that improvements in existing systems are warranted, it is hoped that the paper will also provide stimulus for further research and development.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$ainstrumentation.
=650  \0$astrain.
=650  \0$atriaxial test.
=650  14$aInstrumentation.
=650  24$aStrain.
=650  24$aTriaxial test.
=700  1\$aFrost, JD.,$eauthor.
=700  1\$aLo Presti, DCF,$eauthor.
=700  1\$aJamiolkowski, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10318J.htm

=LDR  02766nab a2200505 i 4500
=001  GTJ10328J
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=005  20161219061000.0
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=007  cr\|n||||||||n
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=024  7\$a10.1520/GTJ10328J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10328J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH7683.H42
=082  04$a621.402$223
=100  1\$aFourie, AB.,$eauthor.
=245  14$aThe Rapid Determination of the Moisture-Retention Characteristics of Soil /$cAB. Fourie, G. Papageorgiou, GE. Blight.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA modified technique is described for determining the water-retention curve of a soil. The new technique allows the definition of a moisture-retention curve (typically six to seven data points) much more rapidly than is possible with conventional techniques such as the pressure plate apparatus. The full curve may be determined in four to six days compared with two to three weeks previously. Results are presented for three different soils. For one soil (a fly ash), comparative testing using the new technique and a conventional method shows good agreement. An added advantage of the new technique is that overall volume change of the soil specimen may be measured and not merely inferred from measurements of moisture outflow. Greater accuracy in determining the moisture-retention curve was thus obtained.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aUnsaturated soil.
=650  \0$amoisture retention.
=650  \0$alaboratory testing.
=650  \0$ahydraulic conductivity.
=650  14$aUnsaturated soil.
=650  24$aHydraulic conductivity.
=650  24$aMoisture retention.
=650  24$aLaboratory testing.
=700  1\$aPapageorgiou, G.,$eauthor.
=700  1\$aBlight, GE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10328J.htm

=LDR  02906nab a2200601 i 4500
=001  GTJ10327J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10327J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10327J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ1075
=082  04$a621.8/9$223
=100  1\$aEvans, MD.,$eauthor.
=245  10$aGeosynthetic/Soil Interface Friction Angles Using a Rotation Shear Device /$cMD. Evans, TJ. Fennick.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aA modified rotation shear device was used for measuring interface friction angles between soils and geosynthetics. The device was modified so that a geosynthetic specimen can be attached to the upper platen. A reliable method for cutting and attaching geosynthetic specimens to the device is described. The geosynthetic mounting system is simple, strong, and easy to remove. Interface friction angles and interface efficiencies for two ash samples and Boston Blue Clay with three geosynthetics are reported and compared. A range of strength increase is reported for a given soil with change from a smooth geomembrane to a textured geomembrane or nonwoven geotextile. Shear displacements up to 300 mm are quantified in the paper, showing that large, unidirectional displacements may accumulate in the rotation shear device.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aInterface.
=650  \0$aLaboratory equipment.
=650  \0$aRotation shear.
=650  \0$aSilt.
=650  \0$afriction.
=650  \0$ageosynthetics.
=650  \0$alaboratory tests.
=650  14$aFriction.
=650  24$aInterface.
=650  24$aGeosynthetics.
=650  24$aRotation shear.
=650  24$aLaboratory tests.
=650  24$aLaboratory equipment.
=650  24$aClay.
=650  24$aSilt.
=650  24$aAsh.
=700  1\$aFennick, TJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10327J.htm

=LDR  04140nab a2200625 i 4500
=001  GTJ10324J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10324J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10324J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD788
=082  04$a628/.44$223
=100  1\$aGabr, MA.,$eauthor.
=245  10$aGeotechnical Properties of Municipal Solid Waste /$cMA. Gabr, SN. Valero.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aA geotechnical testing program was conducted to evaluate the engineering properties of aged solid waste samples retrieved from a landfill that began accepting waste as early as 1940. The conducted tests included water content, specific gravity, Atterberg limits, grain-size distribution, compaction, permeability, consolidation, triaxial, and direct shear. Maximum dry unit weight achieved using the Standard Proctor Test was approximately 9.3 kN/m3 at a water content of 31%. Compression Index values, Cc, derived from small-scale (63.5 mm in diameter), one-dimensional consolidation tests were between 0.4 and 0.9 for a void ratio range of about 1.0 to 3.0. Secondary Compression Index values, C?, appeared to be less dependent on initial void ratio and more dependent on conditions favorable to microbial activity and were estimated to range between 0.009 and 0.03. Total strength parameters from consolidated undrained (CU) triaxial tests yielded a range of cohesion values, c, of about 100 kPa at w of 55% to 40 kPa at w of 72%. Apparent effective strength parameters were evaluated as an effective friction angle, ?', of 34°  and an effective cohesion of 16.8 kPa. Results from direct shear tests at different levels of horizontal displacement indicated that the value of the friction angle increased with the displacement level while cohesion remained essentially constant. Effective friction angles, ?', of 20.5 to 39°  with c' of 27.5 to 0 kPa were evaluated from the direct shear tests. In general, results from this study were comparable to those reported in the literature and obtained from laboratory, field, and large-scale unconventional tests. However, the apparent effective strength parameters evaluated from the conventional laboratory tests seem generally higher than those evaluated through back calculations. Apparent effective friction angle values evaluated in this study were as much as 10°  higher than those reported in the literature and evaluated from back calculations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aConsolidation.
=650  \0$aLaboratory.
=650  \0$aLandfill.
=650  \0$aPhysical.
=650  \0$aShear strength.
=650  \0$asolid waste.
=650  \0$acompressibility.
=650  \0$aengineering properties.
=650  14$aAged.
=650  24$aConsolidation.
=650  24$aCompaction.
=650  24$aCompressibility.
=650  24$aEngineering properties.
=650  24$aLandfill.
=650  24$aLaboratory.
=650  24$aPhysical.
=650  24$aShear strength.
=650  24$aSolid waste.
=700  1\$aValero, SN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10324J.htm

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=001  GTJ10326J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10326J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10326J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aBrown, PT.,$eauthor.
=245  10$aScrew Plate Insertion in Sand /$cPT. Brown.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aLaboratory measurements of the depth of penetration at the end of each revolution of a 30-mm-diameter screw plate were made when the insertion was carried out with no vertical thrust applied to the screw plate. The tests were carried out to a depth of 150 mm in a dry, uniformly graded sand with a wide range of densities and two values of surcharge pressure. The results showed that, except for sand with a relative density less than about 30%, the penetration per revolution decreases significantly with increasing depth and decreases more rapidly as the density increases. After insertion, loading tests were carried out using the screw plate; the results show a large increase in apparent modulus at the higher values of density. Measurements of elastic modulus were also made when the screw plate was inserted under the control of a threaded rod having the same pitch as the screw plate and with a flat disk buried in the sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCreep.
=650  \0$aIn situ tests.
=650  \0$aScrew plates.
=650  \0$asand.
=650  \0$alaboratory tests.
=650  \0$aYoung's modulus.
=650  14$aCreep.
=650  24$aIn situ tests.
=650  24$aLaboratory tests.
=650  24$aYoung's modulus.
=650  24$aSand.
=650  24$aScrew plates.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10326J.htm

=LDR  03863nab a2200625 i 4500
=001  GTJ10322J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10322J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10322J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.22
=082  04$a620.11217$223
=100  1\$aMin, Y.,$eauthor.
=245  10$aEffects of Sustained and Repeated Tensile Loads on Geogrid Embedded in Sand /$cY. Min, D. Leshchinsky, HI. Ling, VN. Kaliakin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (22 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aDesign methods for reinforced soil structures under static loading conditions are relatively well established. Little research has been conducted on the behavior of embedded geosynthetics subjected to repeated loadings. Such research is needed to improve the design of reinforced soil structures subjected to traffic and seismic loadings. The study reported here is related to the long-term performance of a geogrid embedded in Ottawa sand under several confining pressures and subjected to various tensile loads. Different magnitudes of sustained and repeated tensile loads were applied to the geogrid incrementally using a pullout device. The confining pressure increased the soil-geogrid interface friction force and thus affected strain distribution along the geogrid length. Creep developed in the geogrid as the applied tensile load increased. The geogrid creep strain rate at a given tension force was found to be independent of confining pressure at the point of this force application, that is, creep can be viewed as an intrinsic property of the geogrid. A rapid pullout failure of geogrid occurred as the applied sustained load approached the ultimate pullout capacity. Conversely, under repeated loading the pullout occurred progressively. The ultimate pullout load and interaction coefficient, Ci, obtained from repeated loading tests were about 20% less than the values obtained from sustained loading tests. This suggests that a Ci smaller than that obtained in static (conventional) tests should be used in structures subjected to dynamic load. Creep under repeated load was smaller than that under sustained load.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCreep.
=650  \0$aGeogrid.
=650  \0$aIn-isolation test.
=650  \0$aIn-soil test.
=650  \0$aPullout test.
=650  \0$aRepeated load.
=650  \0$aSustained load.
=650  \0$aMicroscopy$xTechnique$xCongresses.
=650  \0$aCivil engineering.
=650  \0$aEngineering.
=650  14$aGeogrid.
=650  24$aPullout test.
=650  24$aIn-isolation test.
=650  24$aIn-soil test.
=650  24$aCreep.
=650  24$aSustained load.
=650  24$aRepeated load.
=700  1\$aLeshchinsky, D.,$eauthor.
=700  1\$aLing, HI.,$eauthor.
=700  1\$aKaliakin, VN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10322J.htm

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=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10323J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10323J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC106
=082  04$a621 UKP$223
=100  1\$aBressani, LA.,$eauthor.
=245  10$aExternal Measurement of Axial Strain in the Triaxial Test /$cLA. Bressani.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThe errors involved in measuring axial strains in the triaxial test are reviewed based on previously published results. A technique is described to allow more reliable external measurements to be obtained and used for strain calculations. The technique is simple, inexpensive, and can be implemented in any soils laboratory. Comparisons are made between the strains obtained by this method and those using local transducers (connected to the specimen); satisfactory results are obtained. Triaxial tests were made on specimens of an artificially bonded soil, Corinth marl, and remolded London clay. Errors involved in previous tests are explained, and the "bedding error" is defined in a more precise way. In some tests, this error was eliminated due to a combination of factors such as soil grading, the finishing quality of the specimen surfaces, and the ratio of confining pressure to soil strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInstrumentation.
=650  \0$aSoil tests.
=650  \0$aStress-strain curves.
=650  \0$astrain measurements.
=650  \0$adeformation gages.
=650  \0$atriaxial tests.
=650  14$aSoil tests.
=650  24$aTriaxial tests.
=650  24$aStrain measurements.
=650  24$aDeformation gages.
=650  24$aInstrumentation.
=650  24$aStress-strain curves.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10323J.htm

=LDR  02866nab a2200541 i 4500
=001  GTJ10329J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10329J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10329J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQB592
=082  04$a552/.09/991$223
=100  1\$aGoodings, DJ.,$eauthor.
=245  10$aGeotechnical Properties of the Maryland-Sanders Lunar Simulant /$cDJ. Goodings, CP. Lin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aDensely compacted Maryland-Sanders ground basalt was examined for the similarity of its geotechnical properties to those estimated for lunar regolith. Minimum and maximum densities fell within the upper range of those calculated to exist on the moon. Cone penetration resistances measured on specimens compressed to 80 and 100% relative densities bracket those reported for stress equivalent depths on the moon. The results of direct shear tests on specimens compressed to 100% relative density with normal stresses varying from 21 to 100 kN/m2 gave straight-line strength envelopes of c = 14 kN/m2 and ? = 39°  for peak strength and c = 9 kN/m2 and ? = 37°  for postpeak strength. Values of ? fall within the range of values extrapolated from lunar cone penetration tests, but values of cohesion are substantially greater. This difference is attributed to effects of test stress levels and soil anisotropy.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetration resistance.
=650  \0$aDirect shear.
=650  \0$aModels.
=650  \0$alunar soil.
=650  \0$asimulant.
=650  \0$aground basalt.
=650  14$aLunar soil.
=650  24$aSimulant.
=650  24$aGround basalt.
=650  24$aCone penetration resistance.
=650  24$aModels.
=650  24$aDirect shear.
=700  1\$aLin, CP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10329J.htm

=LDR  02923nab a2200673 i 4500
=001  GTJ10320J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10320J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10320J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.1/5136$223
=100  1\$aPaikowsky, SG.,$eauthor.
=245  12$aA Dual Interface Apparatus for Testing Unrestricted Friction of Soil Along Solid Surfaces /$cSG. Paikowsky, CM. Player, PJ. Connors.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (26 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aA dual interface shear apparatus (simple or direct) was developed to evaluate the distribution and magnitude of friction between granular materials and solid inextensible surfaces. Ideal and natural granular materials were sheared along controlled and random solid surface geometries. The test results were evaluated through a model describing the interface friction mechanism based on a micromechanical approach. The influence of boundary conditions and interfacial shear modes was examined and compared to the results obtained in a modified direct shear box.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear.
=650  \0$aFriction coefficient.
=650  \0$aFriction.
=650  \0$aGlass beads.
=650  \0$aInternal friction.
=650  \0$aSand.
=650  \0$aSimple shear.
=650  \0$aSurface roughness.
=650  \0$asoil tests.
=650  \0$alaboratory tests.
=650  \0$agranular material.
=650  14$aLaboratory tests.
=650  24$aSoil tests.
=650  24$aFriction.
=650  24$aGranular material.
=650  24$aSurface roughness.
=650  24$aFriction coefficient.
=650  24$aInternal friction.
=650  24$aDirect shear.
=650  24$aSimple shear.
=650  24$aGlass beads.
=650  24$aSand.
=700  1\$aPlayer, CM.,$eauthor.
=700  1\$aConnors, PJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10320J.htm

=LDR  03217nab a2200553 i 4500
=001  GTJ10325J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10325J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10325J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA357.5.T87
=082  04$a629.132323$223
=100  1\$aNarasimha Raju, PSR,$eauthor.
=245  10$aAnalysis and Estimation of the Coefficient of Consolidation /$cPSR Narasimha Raju, NS. Pandian, TS. Nagaraj.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aConsolidation is one of the most important behaviors of saturated fine-grained soils that needs to be understood for settlement analysis of these soils. The two most important aspects of laboratory consolidation tests are: (1) estimation of the compression index (Cc), used to predict total settlement of normally consolidated soils provided the void ratio versus log (effective stress) is linear; and (2) the coefficient of consolidation (Cv), used to predict the rate of settlement in the range of primary consolidation. Several researchers have proposed various graphical methods for obtaining estimates of Cv from laboratory oedometer tests. Olson (1985) concluded that since different graphical methods estimate different values for Cv for the same data, the only rational way to estimate the Cv value is to base it on the coefficient of volume compressibility (mv) and the coefficient of permeability (k). Guided by these considerations, an attempt has been made to establish the feasibility of estimating Cv using stress state-permeability relationships (Nagaraj et al. 1993). The input parameters are the liquid-limit void ratio (eL) and the overburden pressure (p).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCoefficient of consolidation.
=650  \0$aPrediction.
=650  \0$acompressibility.
=650  \0$aliquid limit.
=650  \0$apermeability.
=650  14$aClays.
=650  24$aLiquid limit.
=650  24$aCompressibility.
=650  24$aPermeability.
=650  24$aCoefficient of consolidation.
=650  24$aPrediction.
=700  1\$aPandian, NS.,$eauthor.
=700  1\$aNagaraj, TS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10325J.htm

=LDR  02941nab a2200553 i 4500
=001  GTJ12126
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12126$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12126$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD797.7
=082  04$a363.72/88$223
=100  1\$aGhazavi, M.,$eauthor.
=245  10$aOptimization of Aspect Ratio of Waste Tire Shreds in Sand-Shred Mixtures Using CBR Tests /$cM. Ghazavi, MA. Sakhi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe advantage of optimizing aspect ratio (length to width) of waste tire shreds on California Bearing Ratio (CBR) of sand-tire shred mixtures is investigated in this paper. The mixtures were composed of a relatively uniform sand and tire shreds with 2-, 3-, and 4-cm widths and various lengths. Shred contents of 15, 30, and 50 % by volume were mixed with sand at two sand matrix unit weights of 15.5 kN/m3 and 16.8 kN/m3. The results show that the influencing parameters on CBR of the mixtures are sand matrix unit weight, shred content, shred width, and aspect ratios of tire shreds. The variation of aspect ratios can increase CBR up to 850%. The average value for the influence of the shred aspect ratio on CBR was about 161%. For a given shred width, there is only a certain length giving the greatest CBR for sand-tire shred mixtures, regardless of shred contents and compaction effort. This is the main objective sought in this paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalifornia Bearing Ratio.
=650  \0$aCompaction.
=650  \0$aSand.
=650  \0$aTire shreds.
=650  \0$aWaste tire.
=650  \0$ascrap tires.
=650  \0$aWaste tires.
=650  \0$aScrap materials.
=650  14$aWaste tire.
=650  24$aTire shreds.
=650  24$aSand.
=650  24$aCompaction.
=650  24$aCalifornia Bearing Ratio.
=700  1\$aSakhi, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12126.htm

=LDR  03965nab a2200601 i 4500
=001  GTJ12130
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12130$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12130$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624.151$223
=100  1\$aNwaiwu, CMO,$eauthor.
=245  10$aStatistical Evaluation of the Hydraulic Conductivity of Compacted Lateritic Soil /$cCMO Nwaiwu, KJ. Osinubi, JO. Afolayan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThis paper examines the variation of hydraulic conductivity of a compacted lateritic soil with molding water content, dry unit weight, and initial degree of saturation under as-compacted conditions. Trends in the hydraulic conductivity versus molding water content relationships are similar to those obtained for nonlateritic, temperate zone soils. Hydraulic conductivity generally decreased as dry unit weight and initial degree of saturation increased. However, for the same values of dry unit weight, specimens compacted on the wet side of optimum water content yielded lower hydraulic conductivities than those compacted on the dry side of optimum water content. For lateritic soil specimens compacted at about 2% or more on the wet side of optimum water content, hydraulic conductivities less than 1 × 10-7 cm/s can be achieved when the dry unit weight is greater than or equal to 16.3 kN/m3 and initial saturation is greater than or equal to 88%. Statistical analysis of the results obtained in this study show that relatively weak relationships exist between hydraulic conductivity and molding water content or dry unit weight. Stronger relationships are obtained when hydraulic conductivity is plotted against initial degree of saturation. It is shown that a more accurate prediction of hydraulic conductivity can be achieved when a multiple regression equation is used to relate degree of saturation and compaction energy to hydraulic conductivity. The British Standard heavy compactive effort offers a wider range of molding water contents within which soils can be compacted to yield low hydraulic conductivity. This range is, however, limited by consideration for long-term desiccation and shear strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompactive effort.
=650  \0$aHydraulic conductivity.
=650  \0$aInitial saturation.
=650  \0$aMinimum dry unit weight.
=650  \0$aMolding water content.
=650  \0$aStatistical analysis.
=650  \0$alateritic soil.
=650  \0$aSoil mechanics.
=650  \0$aDrainage blankets.
=650  14$aCompactive effort.
=650  24$aHydraulic conductivity.
=650  24$aInitial saturation.
=650  24$aLateritic soil.
=650  24$aMinimum dry unit weight.
=650  24$aMolding water content.
=650  24$aStatistical analysis.
=700  1\$aOsinubi, KJ.,$eauthor.
=700  1\$aAfolayan, JO.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12130.htm

=LDR  03553nab a2200649 i 4500
=001  GTJ12679
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12679$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12679$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a631.4994$223
=100  1\$aAlshibli, KA.,$eauthor.
=245  12$aA True Triaxial Apparatus for Soil Testing with Mixed Boundary Conditions /$cKA. Alshibli, HS. Williams.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe mechanical description of a new true triaxial apparatus for soil testing is presented. The design took into consideration flexibility in accommodating different specimen sizes, easy assembly procedure, and well-controlled boundary conditions. The apparatus can perform stress-controlled and strain controlled experiments. It is well instrumented with load, displacement, and pressure sensors and has the capabilities to capture strain localization and shear band development. Verification experiments were conducted on F-75 Ottawa sand to study the influence of b-value (b = (?2 ? ?3)/(?1 ? ?3)) on stress-strain and volumetric behavior of sand. The results show that the specimen stiffness increases, and the amount of post-peak softening increases as b-value increases. The peak and critical state friction angles and the rate of dilation increase as b-value increases from 0 to 0.25, followed by a smaller increase in the friction angles and no change in the rate of dilation as b-value increases. Specimens failure is characterized by nonuniform deformations that initiate during the hardening regime before the peak stress; however, shear bands become visible on the specimen surface during the post peak softening at which specimens' volumetric strain changes from dilative behavior to the constant volume condition.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBoundary conditions.
=650  \0$aClay.
=650  \0$aDeformation.
=650  \0$aSand.
=650  \0$aShear band.
=650  \0$aSoil testing.
=650  \0$aStrain localization.
=650  \0$aStrength.
=650  \0$aTrue Triaxial.
=650  \0$aRock mechanics.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xTesting.
=650  14$aStrength.
=650  24$aSoil testing.
=650  24$aTrue Triaxial.
=650  24$aBoundary conditions.
=650  24$aClay.
=650  24$aSand.
=650  24$aDeformation.
=650  24$aStrain localization.
=650  24$aShear band.
=700  1\$aWilliams, HS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12679.htm

=LDR  02860nab a2200529 i 4500
=001  GTJ12325
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12325$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12325$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aO'Kelly, BC.,$eauthor.
=245  10$aEngineering Properties of Wet-Pluviated Hollow Cylindrical Specimens /$cBC. O'Kelly, PJ. Naughton.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA hollow cylinder apparatus was used to study some engineering properties of hollow cylindrical sand specimens prepared using the wet-pluviation technique. The refined specimen preparation method had good repeatability. Wet pluviation produced inherently cross-anisotropic specimens, with the initial level of anisotropy reducing with decreasing initial void ratio. The variation in the initial void ratio of the sand specimens was related to the volume of the specimens. The stress-strain responses under isotropic consolidation were not significantly affected by the small variations in the initial void ratios that occurred for a target initial specimen volume. The levels of membrane penetration recorded for the different specimens were independent of the applied cell confining pressure, and the amount of membrane penetration compared well with other experimental studies.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHollow cylinder apparatus.
=650  \0$aSand.
=650  \0$aSpecimen preparation.
=650  \0$aWet pluviation.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aSpecimen preparation.
=650  24$aWet pluviation.
=650  24$aSand.
=650  24$aHollow cylinder apparatus.
=700  1\$aNaughton, PJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12325.htm

=LDR  03451nab a2200529 i 4500
=001  GTJ12112
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12112$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12112$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD899.M5
=082  04$a622/.49$223
=100  1\$aBurnotte, F.,$eauthor.
=245  12$aA Simple Field Method to Qualify the State of Saturation in Capillary Barriers /$cF. Burnotte, AR. Cabral, G. Lefebvre.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aA simple and straightforward field method to rapidly qualify the state of saturation of moisture retaining layers (MRL) is proposed and the details of its calibration and operation, described. The technique is based on the simple fact that if gas samples cannot be taken from a stainless tube that is inserted to the desired depth within the MRL, the air filled voids at that depth are not interconnected and the material can be qualified, for all practical purposes, as saturated. In this case, the threshold degree of saturation beyond which gas flux substantially decreases (approximately 85%), has been attained. In several sites covered with deinking by-products (DBP), an industrial residue that can be used as alternative construction material for landfills and acid-producing mine sites covers, it has been often impossible to collect gas samples below approximately 20 cm from the surface of the DBP layer. The question was thus to know if this is a reliable indicator that the threshold degree of saturation has or not been attained and that the layer is performing its role of gas barrier. In order to answer this question, a calibration was performed in the laboratory and in the field. The calibration consisted mainly on attempting to extract gas from samples compacted at different degrees of saturation. The results show that the threshold degree of saturation for DBP is attained at approximately 83%.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary barriers.
=650  \0$aLandfill gas extraction.
=650  \0$aMoisture retaining layer.
=650  \0$aacid rock drainage.
=650  \0$aAcid mine drainage.
=650  \0$aRock drainage.
=650  14$aCapillary barriers.
=650  24$aMoisture retaining layer.
=650  24$aLandfill gas extraction.
=650  24$aAcid rock drainage.
=700  1\$aCabral, AR.,$eauthor.
=700  1\$aLefebvre, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12112.htm

=LDR  02608nab a2200517 i 4500
=001  GTJ12511
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12511$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12511$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ898
=082  04$a621.8/672$223
=100  1\$aAzam, S.,$eauthor.
=245  10$aGeotechnical Characterization and Sedimentation Behavior of Laterite Slurries /$cS. Azam, RJ. Chalaturnyk, JD. Scott.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aLaterites are the main source of economic metals such as nickel and cobalt. In many parts of the globe, these metals are extracted using the pressure acid leach operation. An efficient rate of sedimentation and a high solids content of the material are two prerequisites for this process. To understand the geotechnical behavior of laterite slurries under ambient process conditions, a comprehensive laboratory characterization and sedmentation protocol was developed. Results indicate that due to changes in material characteristics, sedimentation behavior of laterite slurries is improved during the metal extraction process. The rate and concentration of sedimentation are directly related for this class of materials.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaterite.
=650  \0$aSlurries.
=650  \0$aslurry.
=650  \0$adrilled shaft.
=650  \0$ainterface shear.
=650  14$aLaterite.
=650  24$aSlurries.
=650  24$aOre.
=650  24$aPAL.
=700  1\$aChalaturnyk, RJ.,$eauthor.
=700  1\$aScott, JD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12511.htm

=LDR  02697nab a2200529 i 4500
=001  GTJ10406
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10406$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10406$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC411
=082  04$a535/.47/0287$223
=100  1\$aHeymann, G.,$eauthor.
=245  10$aTriaxial Ultra-Small Strain Measurements Using Laser Interferometry /$cG. Heymann, CRI Clayton, GT. Reed.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThis paper describes a prototype device for ultra-small strain triaxial stiffness measurement, using laser-optic interferometry, and based upon the Fabry-Perot principle. The results of a test on an intact specimen of weak rock are presented, and comparisons made between measurements using this device and a submersible LVDT system. The displacement resolution of the interferometer was 0.0006 ?m and the strain resolution 8 × 10-7%. It is shown that the measurement uncertainty of the instrument was low compared with the magnitude of the displacements measured and in addition it was sufficiently accurate to detect the linear stress-strain behavior of a weak rock.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaser interferometry.
=650  \0$aLocal strain instrumentation.
=650  \0$aSmall strain stiffness.
=650  \0$ainterferometry.
=650  \0$atriaxial test.
=650  \0$aSmall Strain Measurements.
=650  14$aTriaxial test.
=650  24$aSmall strain stiffness.
=650  24$aLocal strain instrumentation.
=650  24$aLaser interferometry.
=700  1\$aClayton, CRI,$eauthor.
=700  1\$aReed, GT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10406.htm

=LDR  02963nab a2200577 i 4500
=001  GTJ12293
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12293$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12293$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1800
=082  04$a621.382/75$223
=100  1\$aFratta, D.,$eauthor.
=245  10$aCombined TDR and P-Wave Velocity Measurements for the Determination of In Situ Soil Density-Experimental Study /$cD. Fratta, KA. Alshibli, WM. Tanner, L. Roussel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aThis paper summarizes a new nondestructive approach for the evaluation of soil density and water content. This new measurement methodology involves evaluating the dielectric permittivity and the P-wave velocity in soils as the water content is increased. These values are then related to the volumetric water content, porosity, and skeleton shear stiffness, which are needed to back-calculate the density and water content of the tested soil specimens. Experimental laboratory results are briefly summarized. These test results show a potential for developing a new device. Electronic equipment and sensors for the proposed device include a TDR system, miniature piezoelectric accelerometers, signal conditioner system, and oscilloscope for data acquisition.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExperimental testing.
=650  \0$aP-wave velocity.
=650  \0$aSoil density.
=650  \0$aTime Domain Reflectometry.
=650  \0$aWater content.
=650  \0$areflectometry.
=650  \0$aTime-domain reflectometry.
=650  \0$aOptical fibers$xTesting.
=650  14$aTime Domain Reflectometry.
=650  24$aP-wave velocity.
=650  24$aSoil density.
=650  24$aWater content.
=650  24$aExperimental testing.
=700  1\$aAlshibli, KA.,$eauthor.
=700  1\$aTanner, WM.,$eauthor.
=700  1\$aRoussel, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12293.htm

=LDR  03161nab a2200577 i 4500
=001  GTJ12516
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12516$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12516$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aLee, J.,$eauthor.
=245  10$aEfficiency of Seepage Consolidation for Preparation of Clay Substrate for Centrifuge Testing /$cJ. Lee, PJ. Fox.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aSeepage consolidation under normal gravity conditions can be used to prepare clay soil substrates for subsequent testing in a geotechnical centrifuge. Currently available information provides no information regarding the general efficiency of this method, which would be expected to vary widely depending on centrifuge, test specimen, and operating conditions. A numerical investigation is presented of the efficiency of the two-stage seepage/centrifuge consolidation method for the preparation of normally consolidated clay substrates. Large strain consolidation simulations and experimental data for centrifuge and seepage/centrifuge consolidation tests conducted on reconstituted Singapore marine clay are in excellent agreement. A parametric study illustrates the effects of initial specimen void ratio, initial specimen height, surcharge stress, swelling time, and acceleration factor on the efficiency of the two-stage substrate preparation method. Efficiency of the method for Singapore marine clay ranged from 55 to essentially 100% for the simulations conducted.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aConsolidation.
=650  \0$aGeotechnical centrifuge.
=650  \0$aLarge strain.
=650  \0$aSeepage.
=650  \0$aSpecimen preparation.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aGeotechnical centrifuge.
=650  24$aConsolidation.
=650  24$aSpecimen preparation.
=650  24$aSeepage.
=650  24$aLarge strain.
=650  24$aClay.
=700  1\$aFox, PJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12516.htm

=LDR  02107nab a2200565 i 4500
=001  GTJ14146
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14146$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14146$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA775
=082  04$a624.1/5$223
=100  1\$aRausche, F.,$eauthor.
=245  10$aDiscussion of "New Wave Equation Technique for High Strain Impact Testing of Driven Piles" By Robert Y. Liang /$cF. Rausche, G. Goble, G. Likins.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aDeep foundations.
=650  \0$aDriven piles.
=650  \0$aDynamic testing.
=650  \0$aWave equation.
=650  \0$aWave propagation.
=650  \0$aFoundations.
=650  \0$aBuilding.
=650  14$aDeep foundations.
=650  24$aDriven piles.
=650  24$aBearing capacity.
=650  24$aDynamic testing.
=650  24$aWave equation.
=650  24$aWave propagation.
=700  1\$aGoble, G.,$eauthor.
=700  1\$aLikins, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14146.htm

=LDR  03302nab a2200673 i 4500
=001  GTJ11887
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11887$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11887$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aStickland, AD.,$eauthor.
=245  10$aComparison of Geotechnical Engineering Consolidation and Physical Science Filtration Testing Techniques for Soils and Suspensions /$cAD. Stickland, PJ. Scales, JR. Styles.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aTraditionally, there have been two approaches to the modelling and prediction of the extent and rate of dewatering of particulate networks: consolidation theory and filtration theory, developed by geotechnical engineers and physical scientists, respectively. The physical situations and governing equations for Terzaghi's consolidation model (Terzaghi and Peck 1967) and Landman and White's filtration model (Landman and White 1997) are essentially the same. However, their methods of determining the relative dewatering parameters differ. The consolidation method matches experimental data from oedometer testing to the theoretical predictions of the model in order to determine the coefficient of consolidation, cv. The filtration method determines a solids diffusivity coefficient, D, based upon the experimental data from a filtration rig, which is then used in modelling to make predictions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficient of consolidation.
=650  \0$aCompressibility.
=650  \0$aConsolidation testing.
=650  \0$aDewatering.
=650  \0$aFiltration.
=650  \0$aOedometer.
=650  \0$aPermeability.
=650  \0$aSolids diffusivity.
=650  \0$aSuspension.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aCompressibility.
=650  24$aCoefficient of consolidation.
=650  24$aConsolidation testing.
=650  24$aDewatering.
=650  24$aFiltration.
=650  24$aOedometer.
=650  24$aPermeability.
=650  24$aSoils.
=650  24$aSolids diffusivity.
=650  24$aSuspension.
=700  1\$aScales, PJ.,$eauthor.
=700  1\$aStyles, JR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11887.htm

=LDR  01897nab a2200505 i 4500
=001  GTJ10949J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10949J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10949J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590
=082  04$a631.4/05$223
=100  1\$aSchreiner, HD.,$eauthor.
=245  10$aDiscussion on "Liquid Limit of Montmorillonite Soils" by A. Sridharan, S. M. Rao, and N. S. Murthy /$cHD. Schreiner.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompositional factors.
=650  \0$aInfluence.
=650  \0$aLiquid limit.
=650  \0$aMortmorillonite.
=650  \0$aSoils.
=650  \0$aEarth (Soils)
=650  14$aMortmorillonite.
=650  24$aSoils.
=650  24$aLiquid limit.
=650  24$aCompositional factors.
=650  24$aInfluence.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10949J.htm

=LDR  02524nab a2200541 i 4500
=001  GTJ10944J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10944J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10944J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA713
=082  04$a624.151$223
=100  1\$aBosscher, PJ.,$eauthor.
=245  10$aResonant Column Testing of Frozen Ottawa Sand /$cPJ. Bosscher, DL. Nelson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe unique properties of frozen soils have posed special problems for engineers seeking to install stable structures in cold climates. Foundations, pipelines, and other structures subjected to high-frequency low-amplitude vibrations present special problems to the designer even when construction occurs in nonfrozen ground. When these dynamically loaded structures must be founded in frozen soil, the design problems become more complex. To produce a satisfactory design, reliable values of dynamic soil properties, such as soil stiffness, and damping, are required.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic response.
=650  \0$aLaboratory testing.
=650  \0$aSands.
=650  \0$aSoil dynamics.
=650  \0$afrozen soils.
=650  \0$afrost heave tests.
=650  \0$asegregation potential.
=650  14$aSands.
=650  24$aDynamic response.
=650  24$aFrozen soils.
=650  24$aLaboratory testing.
=650  24$aSoil dynamics.
=700  1\$aNelson, DL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10944J.htm

=LDR  02460nab a2200613 i 4500
=001  GTJ10941J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10941J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10941J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA749
=082  04$a624.1/51363$223
=100  1\$aKim, Y.,$eauthor.
=245  14$aThe Prediction of Fracture Fatigue Parameters from Creep Testing of Soil Cement /$cY. Kim, DN. Little.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aWhen a cement-treated base layer is subjected to repeated stress, inherent microcracks begin to propagate and coalesce from the bottom of the layer and finally cause the layer to fail. In order to identify the rate of fatigue failure of the cement-stabilized base layer, Paris' law, da/dN = A(?Kmax)n, can be used.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBase layer.
=650  \0$aCement content.
=650  \0$aCreep.
=650  \0$aCuring age.
=650  \0$aGeneralized power law.
=650  \0$aParis' law.
=650  \0$asoil cement.
=650  \0$aviscoelasticity.
=650  \0$afatigue failure.
=650  14$aSoil cement.
=650  24$aFatigue failure.
=650  24$aCreep.
=650  24$aViscoelasticity.
=650  24$aBase layer.
=650  24$aParis' law.
=650  24$aGeneralized power law.
=650  24$aCement content.
=650  24$aCuring age.
=700  1\$aLittle, DN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10941J.htm

=LDR  02827nab a2200637 i 4500
=001  GTJ10942J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10942J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10942J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE205
=082  04$a625.8/028$223
=100  1\$aLarsson, R.,$eauthor.
=245  10$aEvaluation of Shear Strength in Cohesive Soils with Special Reference to Swedish Practice and Experience /$cR. Larsson, U. Bergdahl, L. Eriksson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThe paper describes how the Swedish Geotechnical Institute (SGI) currently proceeds in the evaluation of shear strength in cohesive soils. Information is given on how different test results and empirical experience can be weighted and combined to give the best possible estimation of the shear strength properties in cohesive soils. The procedure described has evolved during the continuing work at SGI as research results and practical experience from the Institute as well as others have been obtained and taken into consideration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesive soils.
=650  \0$aCone penetrometer tests.
=650  \0$aDrained test.
=650  \0$aError.
=650  \0$aHistory.
=650  \0$aShear strength.
=650  \0$aUndrained test.
=650  \0$aVane shear tests.
=650  \0$aRoad materials$xTesting.
=650  \0$aModulus of elasticity.
=650  \0$aDynamic tests.
=650  14$aShear strength.
=650  24$aCohesive soils.
=650  24$aVane shear tests.
=650  24$aCone penetrometer tests.
=650  24$aError.
=650  24$aDrained test.
=650  24$aUndrained test.
=650  24$aHistory.
=700  1\$aBergdahl, U.,$eauthor.
=700  1\$aEriksson, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10942J.htm

=LDR  02683nab a2200625 i 4500
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=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10945J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10945J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871
=082  04$a333.79/68$223
=100  1\$aHryciw, RD.,$eauthor.
=245  10$aCone Penetration of Partially Saturated Sands /$cRD. Hryciw, CH. Dowding.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aA laboratory study of cone penetration through partially saturated sand was conducted. A new method for preparing specimens at various degrees of saturation, which utilizes pressure release from previously carbonated water, is described. In closed water systems, where capillary tensions increase effective confining pressures, penetration resistance was significantly higher than in either dry or saturated conditions. Conversely, in closed-gas systems the penetration resistance was slightly lower than at full saturation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillarity.
=650  \0$aCarbon dioxide.
=650  \0$aCone penetration tests.
=650  \0$aEffective stress.
=650  \0$aGases.
=650  \0$aSands.
=650  \0$aSaturation.
=650  \0$aThree-phase systems.
=650  \0$aHeavy oil.
=650  \0$aOil sands.
=650  \0$aPetroleum engineering.
=650  14$aSands.
=650  24$aCone penetration tests.
=650  24$aSaturation.
=650  24$aGases.
=650  24$aThree-phase systems.
=650  24$aEffective stress.
=650  24$aCapillarity.
=650  24$aCarbon dioxide.
=700  1\$aDowding, CH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10945J.htm

=LDR  03720nab a2200661 i 4500
=001  GTJ10943J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10943J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10943J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aBergado, DT.,$eauthor.
=245  10$aUndrained Deformability and Strength Characteristics of Soft Bangkok Clay By the Screw Plate Test /$cDT. Bergado, NM. Huan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aEighteen screw plate tests were carried out using 10-in. 25.4-cm diameter plate, and three types of laboratory test were performed, namely, 18 unconfined tests, 31 unconsolidated-undrained triaxial tests, and 18 one-dimensional consolidation tests. The sampling and testing were carried out at three sites inside the campus of the Asian Institute of Technology in the soft clay layer. At each site, six screw plate tests were performed at depths of 2.50, 4.50, and 6.00 m, and three boreholes were made to take 60-cm-long Shelby tube samples at the test levels. The screw plate test results were calibrated with unconsolidated-undrained (UU) triaxial test results and the bearing capacity factor Nc was found to be 11.00 while the undrained modulus factor K was found to be 0.61. The screw plate test results were also correlated with the unconfined compression (UC) test and one-dimensional consolidation test in this study as well as with the vane shear test and pressuremeter test results from previous investigations. Furthermore, the pressuremeter-settlement-time relationship was evaluated, and it was found that the logarithm of settlement rate, log s, decreased linearly with the logarithm of time, log t, and increased linearly with the logarithm of the stress level, log P'.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aClays.
=650  \0$aConsolidation tests.
=650  \0$aMarine clays.
=650  \0$aPressuremeter tests.
=650  \0$aScrew plate tests.
=650  \0$aUnconfined compression tests.
=650  \0$aUndrained modulus.
=650  \0$aUndrained shear strength.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aClays.
=650  24$aScrew plate tests.
=650  24$aPressuremeter tests.
=650  24$aUnconfined compression tests.
=650  24$aUnconsolidated-undrained triaxial tests.
=650  24$aConsolidation tests.
=650  24$aUndrained shear strength.
=650  24$aUndrained modulus.
=650  24$aMarine clays.
=650  24$aBearing capacity.
=700  1\$aHuan, NM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10943J.htm

=LDR  02320nab a2200493 i 4500
=001  GTJ10948J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10948J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10948J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRB113
=082  04$a611/.0181$223
=100  1\$aLin, H.,$eauthor.
=245  13$aAn Alternative Method for Determining the Membrane Penetration Correction Curve /$cH. Lin, ET. Selig.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aTest results show that the previously used linear relationship between the unit membrane penetration and logarithmic effective confining pressure has limitations at low confining pressure. An alternative method is described, based on a hyperbolic type of curve fitting, which can provide more suitable membrane penetration correction curves for various initial confining pressures. An example is given of triaxial strain path test results corrected using both the logarithmic and hyperbolic methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSands.
=650  \0$amembranes.
=650  \0$atriaxial tests.
=650  \0$avolume change.
=650  14$aMembranes.
=650  24$aTriaxial tests.
=650  24$aSands.
=650  24$aVolume change.
=700  1\$aSelig, ET.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10948J.htm

=LDR  03133nab a2200577 i 4500
=001  GTJ10947J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10947J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10947J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aMayne, PW.,$eauthor.
=245  10$aDetermining Preconsolidation Stress and Penetration Pore Pressures from DMT Contact Pressures /$cPW. Mayne.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aOver recent years, several geotechnical explorations in clay deposits have shown the flat dilatometer test (DMT) to provide reasonable estimates of in-situ overconsolidation ratio with depth. Why should the horizontal stress index (KD = initial contact pressure minus hydrostatic pressure normalized to the effective overburden stress) show an empirical trend with over consolidation ratio (OCR)? It is postulated that, since the closing pressure and contact pressures are nearly equal, the initial contact pressure in clay is an approximate measure of the total pore pressure induced during penetration of the dilatometer blade. Published data from a clay site tested by a special DMT having a pore-pressure sensor, as well as piezocone/dilatometer data from seven other sites, support this hypothesis. Since the pore-pressure response of clay is influenced by the in-situ OCR, the initial effective DMT contact pressure can be used to profile the stress history.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aEffective stress.
=650  \0$aFlat dilatometer test.
=650  \0$aOverconsolidation penetration tests.
=650  \0$aPore pressures.
=650  \0$aPrecompression.
=650  \0$apenetration test.
=650  \0$aSoil penetration test.
=650  \0$areconsolidation penetration test.
=650  14$aFlat dilatometer test.
=650  24$aReconsolidation penetration test.
=650  24$aOverconsolidation penetration tests.
=650  24$aPrecompression.
=650  24$aPore pressures.
=650  24$aClays.
=650  24$aEffective stress.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10947J.htm

=LDR  03146nab a2200541 i 4500
=001  GTJ10946J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10946J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10946J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a625.7/32$223
=100  1\$aNagaraj, TS.,$eauthor.
=245  10$aLiquid Limit Determination-Further Simplified /$cTS. Nagaraj, BRS Murthy, . Bindumadhava.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aIn recent years the cone penetration method to determine liquid limit of soils has gained popularity and acceptance. This paper advances two more specific potentials of this method by which (1) the liquid limit can be determined almost instantaneously and (2) the liquid limit of soils, also having particles coarser than 425 µm can be directly determined. The interrelation between water content and bulk density at known degree of saturation and specific gravity of soil solids has been used to compute the water content. In the cone penetrometer method, availability of a cup of standard volume is shown to be helpful in determining the bulk density of the soil for different penetration values. In the range of water contents around liquid limit it is further shown that the degree of saturation of the bulk soil in the cup is around 98%. Using this, the water content at different penetrations can be computed. The floating matrix concept has been used to demonstrate the ability of this method to determine the liquid limit of soils also having particles coarser than 425 µm. The limiting size and percent of coarse particles have been indicated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetrometer.
=650  \0$aLiquid limit.
=650  \0$aMoisture content.
=650  \0$aUnit weight.
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  14$aLiquid limit.
=650  24$aCone penetrometer.
=650  24$aMoisture content.
=650  24$aUnit weight.
=700  1\$aMurthy, BRS,$eauthor.
=700  1\$aBindumadhava, .,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10946J.htm

=LDR  03657nab a2200505 i 4500
=001  GTJ20120098
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120098$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120098$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aStyler, Mark A.,$eauthor.
=245  10$aContinuous Monitoring of Bender Element Shear Wave Velocities During Triaxial Testing /$cMark A. Styler, John A. Howie.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aBender element testing is used to measure shear wave velocities (VS) across soil specimens in the laboratory. Conventional bender element testing is carried out at a few discrete points during an experiment. This paper presents a method which uses bender elements to monitor VS continuously throughout a triaxial test. The method is based on monitoring the change in phase angle between a continuous trigger signal and a received signal. It allows the phase velocity at multiple selected frequencies to be monitored throughout a test. The method is described in detail and its use is illustrated for triaxial tests on loose specimens of Fraser River sand prepared by water pluviation. The variation of shear wave velocity is demonstrated during consolidation, ageing, and shearing to failure along a conventional stress path. Potential difficulties of interpretation are presented and discussed. In addition, the potential for continuous excitation of the specimen to alter the test results is considered and dismissed based on a comparison of samples tested without benders and with continuous benders at a range of excitation voltages. The proposed method for continuously monitoring bender element shear wave velocities does not use special or unique equipment. It results in a continuous VS from a trigger and receiver element installed on opposite ends of a triaxial specimen. This method provides a measure of VS during dynamic phases of an experiment that have not previously been observed. For example, this paper includes measures of VS at the onset of creep, the onset of shearing, and over the phase transformation from contractive to dilative behaviour. The relationship between fundamental soil behaviour and VS can now be more easily explored.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aSand.
=650  \0$aShear wave velocity.
=650  \0$aSoil mechanics.
=650  \0$aTriaxial.
=650  14$aBender elements.
=650  24$aShear wave velocity.
=650  24$aTriaxial.
=650  24$aSand.
=700  1\$aHowie, John A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120098.htm

=LDR  03687nab a2200577 i 4500
=001  GTJ20130083
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130083$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130083$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHE7
=082  04$a624.284$223
=100  1\$aQian, Zeng-Zhen,$eauthor.
=245  10$aAxial Uplift Behavior of Drilled Shafts in Gobi Gravel /$cZeng-Zhen Qian, Xian-Long Lu, Wen-Zhi Yang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aDrilled shafts have been applied to withstand the axial uplift load for transmission towers in Gobi, a common geological formation in Northwest China. This study elucidated the uplift behavior of drilled shafts in the Gobi gravel. Nineteen full-scale drilled shafts were installed at six sites, and pullout load testing was conducted for each drilled shaft. The load test results were interpreted using four representative uplift capacity interpretation criteria to define various elastic, inelastic, and "failure" states for each drilled shaft. The results were interrelated to establish a generalized correlation among these states using a mean uplift load-displacement curve for drilled shafts in the Gobi gravel, which was compared with parallel studies in gravelly and cohesive soils. Using the hyperbolic fitting method, normalized curves were developed by approximating the load-displacement curves for all load tests. Explicit hyperbolic curve-fitting constants were suggested at different confidence levels, and normalized load-displacement curves were presented by considering the uncertainty in the prediction. The slope tangent and Chin methods represented the lower and upper bounds, respectively. The L1-L2 method was found to be appropriate for interpreting the uplift capacity. Normalizing the load-displacement curves reduced scattering in the curves. The normalized load-displacement curves can be used in a drilled shaft design that considers capacity and displacement together.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrilled shafts.
=650  \0$aGobi.
=650  \0$aHyperbolic curve-fitting parameters.
=650  \0$aNormalized load-displacement curve.
=650  \0$aPullout testing.
=650  \0$aReliability-based design.
=650  \0$aShafts (Excavations)
=650  \0$aTunneling.
=650  14$aGobi.
=650  24$aPullout testing.
=650  24$aDrilled shafts.
=650  24$aNormalized load-displacement curve.
=650  24$aHyperbolic curve-fitting parameters.
=650  24$aReliability-based design.
=700  1\$aLu, Xian-Long,$eauthor.
=700  1\$aYang, Wen-Zhi,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130083.htm

=LDR  03651nab a2200577 i 4500
=001  GTJ20130060
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130060$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130060$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL574.T8
=082  04$a629.132/305$223
=100  1\$aCho, Hyung Ik.,$eauthor.
=245  10$aEvaluation of Ko in Centrifuge Model Using Shear Wave Velocity /$cHyung Ik. Cho, Heon Joon Park, Dong Soo Kim, Yun Wook Choo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe coefficient of earth pressure at rest (Ko) is an important parameter in the analysis and design of geotechnical structures. Methods based on the shear wave velocity (Vs) can be utilized to estimate Ko using the directionality of a shear wave and its dependence on effective stresses. For centrifuge modeling, it is important to understand the in-flight stress states at various locations during loading-unloading-reloading cycles and to develop a direct method for measuring Ko in flight. In this study, previously proposed methods based on Vs (Vs-Ko relationships) were assessed to determine Ko in a centrifuge model using the results of bender element tests performed in a cross-hole configuration. The suitability of the Vs-Ko relationship for the centrifuge test and variation in Ko with respect to location in the centrifuge model were investigated. Through changes in centrifugal acceleration, the loading and unloading stress conditions were simulated, and the Ko value calculated based on the Vs-Ko relationship was compared to values obtained from an earth pressure transducer and via empirical equations. It was found that the method using a single horizontally propagating Vs and one pressure measurement was adequate to evaluate Ko in a centrifuge model. In addition, Ko in the centrifuge model was higher at the center than near the boundary for the unloading stage because of the arching effect.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender element tests.
=650  \0$aCentrifuge model test.
=650  \0$aShear wave velocity.
=650  \0$aVs-Ko relationship.
=650  \0$aAerodynamics, Supersonic.
=650  \0$aTurbulence.
=650  \0$aShear flow.
=650  \0$aEngineering Fluid Dynamics.
=650  14$aCoefficient of earth pressure at rest (Ko)
=650  24$aVs-Ko relationship.
=650  24$aCentrifuge model test.
=650  24$aShear wave velocity.
=650  24$aBender element tests.
=700  1\$aPark, Heon Joon,$eauthor.
=700  1\$aKim, Dong Soo,$eauthor.
=700  1\$aChoo, Yun Wook,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130060.htm

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=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120218$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120218$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aChapuis, Robert P.,$eauthor.
=245  10$aGetting Information from Modal Decomposition of Grain Size Distribution Curves /$cRobert P. Chapuis, Ve?ronique Dallaire, Antoine Saucier.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b63
=520  3\$aSoil samples may be difficult-to-identify mixtures of different layers. For environmental and groundwater projects, a detailed stratigraphy is needed because the coarse layers are highways for both water and dissolved contaminants. The paper proposes a method to decompose a grain size distribution curve (GSDC) into its 1, 2, or 3 log-normal components and their proportions. The proposed method can accurately decompose synthetic mixes of three lognormal modes, except when a mode contributes for less than about 2 %. In such a case, it is suggested to ignore this mode and describe the mix as a two mode mix. An example is given for an experimental site with many split-spoon soil samples. The suspected stratification was confirmed by the decomposition method, which found mixtures of only two soil components, fine sand and clayey silt, each of them with little variability. The large-scale permeability, as provided by a pumping test, corresponds to the horizontally composed permeability of the soil components: thus, it confirms the adequacy of the soil sample decomposition method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$xTesting$xMethodology.
=650  \0$aSoils.
=650  14$agrain size distribution.
=650  24$asoil.
=650  24$amodal decomposition.
=650  24$astratigraphy.
=650  24$apermeability test.
=700  1\$aDallaire, Ve?ronique,$eauthor.
=700  1\$aSaucier, Antoine,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120218.htm

=LDR  03650nab a2200541 i 4500
=001  GTJ20130049
=003  IN-ChSCO
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=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130049$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130049$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aKe, Lin,$eauthor.
=245  10$aTriaxial Erosion Test for Evaluation of Mechanical Consequences of Internal Erosion /$cLin Ke, Akihiro Takahashi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (19 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b54
=520  3\$aThis paper presents a newly developed triaxial apparatus to directly investigate the mechanical behavior of eroded soils. Efforts are devoted to maintaining the back pressure in the tested specimens to ensure a relatively high degree of saturation during the erosion test. Instead of determining the cumulative eroded soil mass by the method of collecting and drying effluent at discontinuous periods, a consecutive monitoring system is installed to permit continuous recording of the eroded soil mass. Gap-graded non-cohesive soils, which are vulnerable to internal erosion, are tested. Erosion tests are performed by the constant-flow-rate control method with the measurement of the induced pressure difference between the top and bottom of the tested specimens under the preferred stress state. Volumetric strain of the 70-mm-diameter, 150-mm-high specimen is monitored during the erosion tests. The mechanical consequences of internal erosion, in terms of the stress-strain relationship, are evaluated by conducting monotonic compression and cyclic tests on the eroded soils. The test results reveal that internal erosion would cause the increase of hydraulic conductivity and volumetric deformation of the tested specimens. Internal erosion would mainly induce the reduction of the drained compressive strength. The undrained peak deviator stress of the soil that suffered from internal erosion is higher than that of the soil without erosion. Undrained cyclic tests indicate that, compared to the soil without erosion, the eroded soil would fail after more cyclic loops.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGap-graded cohesionless soil.
=650  \0$aHydraulic conductivity.
=650  \0$aInternal erosion.
=650  \0$aShear strength.
=650  \0$aTriaxial test.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aInternal erosion.
=650  24$aGap-graded cohesionless soil.
=650  24$aTriaxial test.
=650  24$aHydraulic conductivity.
=650  24$aShear strength.
=700  1\$aTakahashi, Akihiro,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130049.htm

=LDR  03039nab a2200577 i 4500
=001  GTJ20120127
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120127$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120127$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aChong, Song-Hun,$eauthor.
=245  10$aRock Mass Dynamic Test Apparatus for Estimating the Strain-Dependent Dynamic Properties of Jointed Rock Masses /$cSong-Hun Chong, Joo-Won Kim, Gye-Chun Cho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aA rock mass dynamic test (RMDT) apparatus was developed to estimate the strain-dependent dynamic properties (i.e. shear modulus and damping ratio) of jointed rock masses over a wide range of shear strains from 10-5 % to 10-2 %. The resonance and equipment-generated damping of the apparatus were investigated in detail. The dynamic properties obtained from the quasi-static resonant column tests were in agreement with those of the RMDT apparatus, which suggests that the developed RMDT apparatus is valid. Furthermore, the experimental test results on gneiss discs demonstrated that the dynamic properties of jointed rock masses are stress-dependent and strain-dependent, with similar trends to those of soil, whereas the elastic threshold strain of a jointed rock is significantly lower than that of soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDamping ratio.
=650  \0$aDynamic property.
=650  \0$aElastic threshold strain.
=650  \0$aJointed rock mass.
=650  \0$aRock mass dynamic test (RMDT)
=650  \0$aShear modulus.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aDamping ratio.
=650  24$aDynamic property.
=650  24$aElastic threshold strain.
=650  24$aJointed rock mass.
=650  24$aRock mass dynamic test (RMDT)
=650  24$aShear modulus.
=700  1\$aKim, Joo-Won,$eauthor.
=700  1\$aCho, Gye-Chun,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120127.htm

=LDR  03206nab a2200553 i 4500
=001  GTJ20130078
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130078$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130078$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA405
=082  04$a620.1/12$223
=100  1\$aKhanlari, Gholam Reza,$eauthor.
=245  10$aDetermination of Geotechnical Properties of Anisotropic Rocks Using Some Index Tests /$cGholam Reza Khanlari, Mojtaba Heidari, Ali-Asghar Sepahi-Gero, Davood Fereidooni.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aTo determine the geotechnical properties of anisotropic rocks, five types of various metamorphic rocks were selected from different parts of Hamedan province, west of Iran. These samples were subjected to mineralogical, physical, and mechanical laboratory tests and their behaviors were obtained at different angles between loading axis and foliation planes (anisotropy angle or ?; 0° , 15° , 30° , 45° , 60° , 75° , and 90° ). Based on the results, type, and amount of contained minerals have influence on the physical and mechanical properties of anisotropic tested rocks. Also, the Schmidt hardness (Hs) and mechanical properties of the samples, such as point load index (Is(50)) and Brazilian tensile strength (BTS) are affected by the anisotropy angle (?). In this research, the empirical equations relating different studied properties of the anisotropic rocks were obtained. In this regard, new equations were proposed for calculating point load index (Is(50)) and Brazilian tensile strength (BTS) in different angles of anisotropy (?).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aMechanical properties.
=650  \0$aMetamorphic rocks.
=650  \0$aPhysical properties.
=650  \0$aStrength.
=650  \0$aStrength of materials.
=650  14$aPhysical properties.
=650  24$aMechanical properties.
=650  24$aMetamorphic rocks.
=650  24$aAnisotropy.
=650  24$aStrength.
=700  1\$aHeidari, Mojtaba,$eauthor.
=700  1\$aSepahi-Gero, Ali-Asghar,$eauthor.
=700  1\$aFereidooni, Davood,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130078.htm

=LDR  04112nab a2200517 i 4500
=001  GTJ20130034
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=005  20161219061000.0
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=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130034$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130034$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aHaeri, S. Mohsen,$eauthor.
=245  10$aAssessing the Hydro-Mechanical Behavior of Collapsible Soils Using a Modified Triaxial Test Device /$cS. Mohsen Haeri, Amir Akbari Garakani, Ali Khosravi, Christopher L. Meehan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b71
=520  3\$aUnsaturated loessial Aeolian deposits tend to experience significant volumetric compression when subjected to loading. This behavior is generally attributed to their open, unstable soil fabric and their weak inter-particle bonding forces, which together yield a soil void structure that is susceptible to collapse. The current study examines two possible mechanisms of pore collapse in a loessial soil: pore collapse induced by an increase in net confining stresses under constant matric suction conditions, such as what occurs when a new structure is constructed on top of a collapsible soil deposit, and pore collapse induced by a change in matric suction conditions under a constant net confining stress, such as what occurs when a collapsible soil deposit beneath an existing structure experiences significant wetting due to a large precipitation event. To accomplish this task, an innovative test approach was used to assess the hydro-mechanical behavior of a highly collapsible loessial soil. The test setup incorporates a set of electronic pressure regulators coupled with three electronic pressure sensors to measure and control the applied pressures, and two high-precision digital volume change measuring devices to measure changes in the volume of the specimen and its degree of saturation. Using this approach, "undisturbed" loess specimens are subjected to either isotropic compression at a constant matric suction, or wetting-induced collapse at a constant mean net stress. Results indicate that the hydro-mechanical behavior of collapsible soils is considerably stress-path dependent. For the same values of mean net stress, the deformation measurements of specimens subjected to isotropic compression were often larger than those subjected to wetting-induced collapse. For the isotropic compression tests, it was shown that the soil water retention curve of the soil depends on the mean net stress. Less sensitivity to the mean net stress was observed for specimens subjected to wetting-induced collapse.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$xTesting$xMethodology.
=650  \0$aSoils.
=650  14$acollapsible soils.
=650  24$aundisturbed loess.
=650  24$aunsaturated triaxial apparatus.
=650  24$asuction stress.
=650  24$awetting-induced collapse.
=650  24$asoil water retention curve.
=700  1\$aAkbari Garakani, Amir,$eauthor.
=700  1\$aKhosravi, Ali,$eauthor.
=700  1\$aMeehan, Christopher L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130034.htm

=LDR  03707nab a2200433 i 4500
=001  GTJ20130069
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130069$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130069$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aR856
=082  04$a681.761$223
=100  1\$aMcGuinness, Turlough,$eauthor.
=245  10$aDesign and Development of a Low-Cost Divided-Bar Apparatus /$cTurlough McGuinness, Phil Hemmingway, Mike Long.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aA divided-bar apparatus is deemed to be the most accurate method of measuring the thermal conductivity, ? (W/mK), of intact rock cores in the laboratory. The divided bar is a steady-state comparative method in which the temperature drop across a disk of rock is compared with that across a disk of standard material of known conductivity. Thermal conductivity test results obtained from rock cores can be used in software programs to determine the design requirements for any medium to large-scale ground-source energy system. This paper describes the design and development of a low-cost divided-bar apparatus and compares the values obtained to those achieved by previous researchers and those recommended by EED, a commonly used borehole heat exchanger design software program. The divided bar was designed in accordance with the following principles: keep construction costs low by using readily available materials, develop a simplistic operating procedure to promote continuity of use and cater for the testing of different sized rock cores. As there are currently no recognized testing standards available for operation of a divided-bar apparatus, the sample preparation procedure for samples tested on the UCD divided-bar apparatus was developed as a proposed standard testing procedure. The proposed procedure amalgamates the developments and suggestions of previous researchers in addition to published test procedures in Ulusay and Hudson [Ulusay, R. and Hudson, J. A., 2007, The Complete ISRM Suggested Methods for Rock Characterization, Testing and Monitoring: 1974-2006, ISRM Turkey], and could possibly contribute toward the development of a standardized procedure for testing on a divided-bar apparatus. The test results presented in this paper demonstrate a strong relationship between thermal conductivity and mineral composition with the effects of porosity also having a notable influence on the thermal conductivity of the tested rocks.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDesign and development.
=650  \0$aDesign and construction.
=700  1\$aHemmingway, Phil,$eauthor.
=700  1\$aLong, Mike,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130069.htm

=LDR  03049nab a2200577 i 4500
=001  GTJ20130111
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130111$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130111$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aWhite, David J.,$eauthor.
=245  10$aVerification and Repeatability Analysis for the In Situ Air Permeameter Test /$cDavid J. White, Pavana Vennapusa, La. Zhao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThe air permeameter test (APT) is a relatively new test device that uses gas pressure and flow measurements to rapidly determine (<15 s/test) in situ hydraulic conductivity of granular materials. The use of precision orifices for flow rate control allows for high precision at low pressures (i.e., <25 mm of water pressure). Application of low pressure during testing is necessary to simulate typical field drainage conditions for pavements, and rapid testing allows for characterizing the in situ variability of hydraulic conductivity. This paper describes details of the APT device components and system, test operations, verification assessments, and measurement error calculations from repeatability testing. The results of this paper provide information for APT users to assess the test device and measurements and information needed to develop testing guidelines and test standards.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir permeameter test.
=650  \0$aDrainage.
=650  \0$aGranular soils.
=650  \0$aHydraulic conductivity.
=650  \0$aIn situ testing.
=650  \0$aPavement foundation.
=650  \0$aPenetrometer.
=650  \0$aSoil penetration test.
=650  14$aAir permeameter test.
=650  24$aHydraulic conductivity.
=650  24$aGranular soils.
=650  24$aDrainage.
=650  24$aPavement foundation.
=650  24$aIn situ testing.
=700  1\$aVennapusa, Pavana,$eauthor.
=700  1\$aZhao, La.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130111.htm

=LDR  03883nab a2200565 i 4500
=001  GTJ20120176
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120176$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120176$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aMohamad, H.,$eauthor.
=245  10$aThermal Strain Sensing of Concrete Piles Using Brillouin Optical Time Domain Reflectometry /$cH. Mohamad, K. Soga, B. Amatya.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aRecent advancement in distributed fiber-optic sensing offers new possibilities for performance monitoring in the field of geotechnical and civil engineering. Brillouin optical time-domain reflectometry (BOTDR) is a commercially available technology that allows distributed strain measurements in the microstrain range along the full length of an optical fiber. By integrating a single fiber-optic cable into soil or a structure, an unprecedented amount of reasonably accurate (±30 ??), spatially resolved data could be obtained. Since the BOTDR data is influenced by both strain and temperature, it is important that methods to separate the two effects are fully understood. This paper describes the BOTDR temperature compensation method by implementing appropriate thermal expansion coefficients of optical cables and structures to the raw data. In the laboratory study, validation of the instrumentation technique was conducted in a concrete beam by embedding two types of optical cables consisting of tight-buffered and loose-tubed coatings to measure thermal strains response during concrete curing. Temperature readings inferred from optical fibers were found to be in accordance to the thermocouples. A field study of axially loaded concrete pile subjected to cooling and heating cycle is presented. Measurements in the test pile and adjacent borehole indicate similar strain profiles and temperature changes between BOTDR and conventional instrumentation such as vibrating wire strain gauges and thermistors. General steps to derive the temperature compensated strain profiles observed in the thermal pile as a result of cooling and heating is presented. The data enables load-transfer profiles to be interpreted and used as framework to understand pile response to temperature changes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDistributed strain.
=650  \0$aFiber optics.
=650  \0$aPiles.
=650  \0$aTemperature compensation.
=650  \0$aThermal strains.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aPiles.
=650  24$aFiber optics.
=650  24$aThermal strains.
=650  24$aTemperature compensation.
=650  24$aBOTDR.
=650  24$aDistributed strain.
=700  1\$aSoga, K.,$eauthor.
=700  1\$aAmatya, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120176.htm

=LDR  03710nab a2200517 i 4500
=001  GTJ20120222
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120222$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120222$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aChen, Qiming,$eauthor.
=245  10$aField Investigation of Pile Setup in Mixed Soil /$cQiming Chen, Md. Nafiul Haque, Murad Abu-Farsakh, Benjamin A. Fernandez.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b52
=520  3\$aAn instrumented test pile was installed at the Bayou Zourie bridge reconstruction site as part of a Louisiana Department of Transportation and Development (LADOTD) research initiative to study the setup phenomenon of piles driven in Louisiana soils. Pile instrumentation included pressure cells to measure the total pressure at the pile face, piezometers to monitor the excess pore water pressure at the pile face, and "sister bar" strain gauges to measure the strain distribution along the pile. Additional instrumentation consisted of multilevel piezometers installed within soils at different locations/depths from the pile and accelerometers attached to the piles during dynamic load testing. A total of two static load tests and four dynamic load tests were conducted on the test pile. During the static load tests, the strains within the pile were measured by the strain gauges, which were used to calculate the distribution of load transfer along the pile. Both static and dynamic load tests demonstrated the increase in pile resistance with time (setup). Results of dynamic load tests confirmed that pile setup occurs at a logarithmic rate after the end of driving (EOD) and is mainly attributed to the increase in side resistance. Good correlation was observed in this study between the pile setup and the percentage of dissipated excess pore water pressure with time. The measured excess pore water pressure suggested that the surrounding soil, along the pile (within distance 2B), is significantly influenced during pile driving. Results indicated that the changes in side resistance are directly related to the changes in the horizontal effective stress acting on the pile face.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$apile setup.
=650  24$apile instrumentation.
=650  24$astatic load test.
=650  24$adynamic load test.
=650  24$aexcess pore water pressure.
=650  24$aeffective stress.
=700  1\$aHaque, Md. Nafiul,$eauthor.
=700  1\$aAbu-Farsakh, Murad,$eauthor.
=700  1\$aFernandez, Benjamin A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120222.htm

=LDR  03933nab a2200505 i 4500
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=005  20161219061000.0
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=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130095$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130095$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aMousa, Ahmad,$eauthor.
=245  12$aA Simple Test Method for Rapid Measurement of Fines Content in Soils /$cAhmad Mousa, Mohamed Mahgoub, Piotr Wiszowaty.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aVisual soil classification methods used for estimating fines content are often relied upon in geotechnical investigations. The estimations of these methods are highly judgmental, generally erratic, and typically necessitate a confirmation. Laboratory mass-based wash tests are regularly performed on selected soil samples in order to verify or complement in situ visual classifications. Therefore, there is a dire need to improve the accuracy of fines content estimates of the visual methods. A preliminary study was conducted to assess the principle of estimating fines content by measuring relative volumes of the coarse-grained to fine-grained soil fractions. The results indicated soundness and adequacy of the principle. Utilizing this volume-based concept and the standard sample washing methods, a pilot study was conducted to develop and evaluate a more precise testing method, the mold test. Triplicate test runs were carried out on 144 soil samples. With run times of 5 to 15 min, the test is sufficiently rapid. The estimated fines contents of the samples were compared with that determined by the ASTM D1140 test. The absolute differences between the two estimates fell within ±5 % range, which is an appreciably higher accuracy than those of commonly used visual soil classification methods. Analysis performed on the results of the pilot study attested statistical competences of the proposed test method. This study has proven that the mold test is convenient for measuring fines content in soils at almost no cost-except minor consumables. The test method eliminates the subjectivity associated with current visual classification tests as well as the time and cost of the standard laboratory wash tests. While it is not intended to be a substitute for the latter, the mold test is an economically viable option that maintains balance between laboratory accuracy and practicality of the field methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMass-based fines content.
=650  \0$aVisual soil classification.
=650  \0$aVolume-based fines content.
=650  \0$aSols$xClassification.
=650  \0$aSoil permeability.
=650  14$aVisual soil classification.
=650  24$aMass-based fines content.
=650  24$aVolume-based fines content.
=700  1\$aMahgoub, Mohamed,$eauthor.
=700  1\$aWiszowaty, Piotr,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130095.htm

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=001  GTJ20130027
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=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130027$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130027$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aXu, Yan-chun,$eauthor.
=245  10$aTest on Water-Level Stabilization and Prevention of Mine-Shaft Failure by Means of Groundwater Injection /$cYan-chun Xu, Xu-dong Li, Yu-xin Jie.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe Huang-Huai region is an important coal-mining area in China. Since 1987, many shaft-fracture disasters have occurred in this region. These accidents were a result of mining activities that induce the drawdown of water in aquifers within the mine, resulting in compression of the deep soil layers. This induces additional stress in the shaft wall and fracturing occurs once the total stress surpasses the strength of the concrete. Traditional treatment of shaft-wall fracture involves reinforcing the shaft wall with a wall ring, casing the shaft wall, creating a stress-relief slot, and grouting the surrounding strata. These methods are time consuming and require frequent re-treatment. In this paper, we present a method of water injection into the aquifer to stabilize the water level, and, thus, prevent shaft fracture. A water-injection test was conducted between March 6 and April 7, 2010 in the Jisan coal mine in the Huang-Huai region. As the water level measured in the observation holes rose, the shaft tower rose 0.80 mm on average. The ground surface rose 1.17 mm on average and the shaft wall rose 1.48 mm on average after the water injection. Accordingly, there was a gradual decrease in the compressive strain and increase in the tensile strain in the shaft walls. This approach of preventing shaft failure by water injection in the Jisan coal mine, thus, appears feasible.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoal mine.
=650  \0$aGroundwater.
=650  \0$aShaft fracture.
=650  \0$aWater-injection test.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  14$aCoal mine.
=650  24$aShaft fracture.
=650  24$aWater-injection test.
=650  24$aGroundwater.
=700  1\$aLi, Xu-dong,$eauthor.
=700  1\$aJie, Yu-xin,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130027.htm

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=006  m|||||o|||||||||||
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=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130015$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130015$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.6
=082  04$a624.15136$223
=100  1\$aPetrovic, I.,$eauthor.
=245  10$aLarge Oedometer for Measuring Stiffness of MBT Waste /$cI. Petrovic, D. Stuhec, D. Kovacic.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b49
=520  3\$aOne of the benefits of the mechanical and biological waste treatment (MBT) is increased stiffness with respect to the fresh "raw" waste material. Commercially available oedometers typically have a cell diameter from 75 to 254 mm, which is not sufficient specimen size for testing the compressibility behavior of waste materials. Based on the above mentioned consideration, the manufacturing of large oedometer of 500 mm internal diameter started at the Faculty of Geotechnical Engineering, University of Zagreb, in September 2008. The quality, durability, and performance evaluation of the large oedometer has been made by comparison of five stress-strain curves obtained experimentally with stress-strain curves published by other researchers. In addition, obtained results have been compared to the stress-strain curves related to the fresh and decomposed untreated waste material and to the so-called "bioreactor" waste material. Comparison of results confirmed a reliable behavior of designed oedometer as well as the fact that treatment of fresh "raw" waste material can lead to a stiffer "soil-like" material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression tests.
=650  \0$aDeformation.
=650  \0$aLandfills.
=650  \0$aSettlement.
=650  \0$aWaste stiffness.
=650  \0$aDeformations (Mechanics)
=650  \0$aSoil stabilization.
=650  \0$aShear (Mechanics)
=650  14$aCompression tests.
=650  24$aDeformation.
=650  24$aLandfills.
=650  24$aSettlement.
=650  24$aWaste stiffness.
=700  1\$aStuhec, D.,$eauthor.
=700  1\$aKovacic, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130015.htm

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=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11009J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11009J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/897$223
=100  1\$aAkram, MH.,$eauthor.
=245  10$aDiscussion on "A Critical Evaluation of the Gradient Ratio Test" by R. Jonathan Fannin, Yoginder P. Vaid, and Yucheng Shi /$cMH. Akram, MA. Gabr.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlinding.
=650  \0$aClogging.
=650  \0$aFiltration.
=650  \0$aGradient ratio test.
=650  \0$aGradients.
=650  \0$aPermeability.
=650  \0$aGeotextiles.
=650  \0$aGeosynthetics.
=650  14$aGradients.
=650  24$aPermeability.
=650  24$aGeotextiles.
=650  24$aFiltration.
=650  24$aBlinding.
=650  24$aClogging.
=650  24$aGradient ratio test.
=700  1\$aGabr, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11009J.htm

=LDR  02583nab a2200577 i 4500
=001  GTJ11001J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11001J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11001J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.118$223
=100  1\$aBenson, CH.,$eauthor.
=245  10$aAssessing Frost Damage in Compacted Clay Liners /$cCH. Benson, EJ. Chamberlain, AE. Erickson, X. Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aMethods used to assess frost damage (here defined as a large increase in hydraulic conductivity) in compacted clay liners are reviewed and evaluated using data collected from two test pads that were instrumented and then exposed to winter weather. The methods include comparisons of measurements of either water content and dry unit weight or hydraulic conductivity made before and after winter exposure. Field and laboratory methods of assessing hydraulic conductivity are considered.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay liner.
=650  \0$aField tests.
=650  \0$aFreeze-thaw.
=650  \0$aFrost.
=650  \0$aHydraulic conductivity.
=650  \0$aHeat resistant materials.
=650  \0$aCeramic engineering.
=650  \0$aCeramic materials.
=650  14$aFrost.
=650  24$aFreeze-thaw.
=650  24$aClay liner.
=650  24$aHydraulic conductivity.
=650  24$aField tests.
=700  1\$aChamberlain, EJ.,$eauthor.
=700  1\$aErickson, AE.,$eauthor.
=700  1\$aWang, X.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11001J.htm

=LDR  02695nab a2200565 i 4500
=001  GTJ10999J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10999J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10999J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQP82.2.E43
=082  04$a612/.01442$223
=100  1\$aFam, M.,$eauthor.
=245  10$aStudy of Geoprocesses with Complementary Mechanical and Electromagnetic Wave Measurements in an Oedometer /$cM. Fam, C. Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aParticulate geomaterials can be uniquely studied with wave-based techniques. Electromagnetic and mechanical waves interact with the tested material, exciting different phenomena and revealing different information. Complementary wave measurements were implemented in a modified oedometric cell to study and to monitor different processes in geomaterials. The cell and the measuring devices are discussed, followed by a presentation of typical measurements conducted during consolidation, chemical diffusion, and cementation. The paper also includes a discussion of the most common computations and analyses involved in this type of test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCementation.
=650  \0$aClays.
=650  \0$aDiffusion.
=650  \0$aOedometer.
=650  \0$aelectromagnetic waves.
=650  \0$amechanical waves.
=650  \0$aconsolidation.
=650  14$aMechanical waves.
=650  24$aElectromagnetic waves.
=650  24$aOedometer.
=650  24$aClays.
=650  24$aConsolidation.
=650  24$aDiffusion.
=650  24$aCementation.
=700  1\$aSantamarina, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10999J.htm

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=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11004J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11004J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL507
=082  04$a629.132/34$223
=100  1\$aTabucanon, JT.,$eauthor.
=245  10$aPile Skin Friction in Sands from Constant Normal Stiffness Tests /$cJT. Tabucanon, DW. Airey, HG. Poulos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aMany interface and sand-to-sand direct shear tests have been performed with a constant normal stiffness to investigate the effects of interface roughness, normal stiffness, soil relative density, initial normal stress, and cyclic displacement amplitude on the soilinterface response. It is demonstrated that the patterns of behavior in these tests are similar to those observed in model pile tests and that the constant normal stiffness (CNS) condition is required to account for the effects of the volume changes that occur as soil adjacent to a pile is sheared. In dense sands that tend to expand in volume when sheared, the shear and normal stresses developed are significantly higher than for constant normal load (CNL) conditions and increase with higher values of normal stiffness. For loose sands that compress when sheared, the stresses are lower than in CNL tests and decrease for higher values of normal stiffness. The CNS tests replicate the reduction in shear stress during displacement-controlled cycling and the subsequent loss of capacity reported for model and full-scale piles. The reduction of skin friction during cycling and the subsequent loss of pile frictional capacity is found to be greatest for loose sands, high normal stiffness, large displacement amplitudes, and rough interfaces.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant normal stiffness.
=650  \0$aCyclic tests.
=650  \0$aPiles.
=650  \0$aSand.
=650  \0$aShear box.
=650  \0$aSkin friction.
=650  \0$afriction.
=650  \0$apile.
=650  \0$acyclic testing.
=650  14$aPiles.
=650  24$aSkin friction.
=650  24$aSand.
=650  24$aCyclic tests.
=650  24$aShear box.
=650  24$aConstant normal stiffness.
=700  1\$aAirey, DW.,$eauthor.
=700  1\$aPoulos, HG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11004J.htm

=LDR  02215nab a2200589 i 4500
=001  GTJ11007J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11007J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11007J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aVatsala, A.,$eauthor.
=245  10$aDiscussion on "An Approximate Method for Estimating the Consolidation Behavior of Soft Sensitive Clays" by R. C. Joshi, Gopal Achari, and Fred J. Griffiths /$cA. Vatsala, TS. Nagaraj, BR. Srinivasa Murthy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aConsolidation.
=650  \0$aDisturbance.
=650  \0$aIndex properties.
=650  \0$aPrediction.
=650  \0$aSensitive clays.
=650  \0$aShear strength.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=650  14$aClays.
=650  24$aConsolidation.
=650  24$aShear strength.
=650  24$aSensitive clays.
=650  24$aPrediction.
=650  24$aDisturbance.
=650  24$aIndex properties.
=700  1\$aNagaraj, TS.,$eauthor.
=700  1\$aSrinivasa Murthy, BR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11007J.htm

=LDR  03667nab a2200541 i 4500
=001  GTJ11003J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11003J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11003J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN23
=082  04$a622/.334$223
=100  1\$aTan, S-A,$eauthor.
=245  14$aThe Role of Jute Geotextile/Slurry Interface Friction on the Bearing Capacity of Clay Slurry /$cS-A Tan, N. Muhammad, G-P Karunaratne.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe layered clay-sand scheme of land reclamation depends on the successful formation of sand seams sandwiched between hydraulically placed layers of marine clay slurry to provide shorter drainage paths for rapid clay consolidation during surcharge application. It is anticipated that a low-cost jute geotextile placed on a clay slurry surface without anchorage will expedite construction of sand seams by providing support for the thin sand layers and preventing penetration of sand into the clay slurry. In this application, the interface friction between the very soft clay slurry and the jute geotextile plays a major role in determining the support for the thin sand seam. This paper discusses measurement of the jute/slurry interface friction by incremental vertical penetration of a thin, end-weighted jute sheet under an incremental load to obtain the interface stress value under a quasistatic condition. The effects of sheet width and sheet type were investigated and found to be negligible on the measured interface friction for the clay slurry water content range tested. The results of the interface friction for the 500 g/m2 jute geotextile is then applied to a rectangular loaded area with a jute base on clay slurries of 150 to 300% water content. These water contents are the likely range of values to be encountered in field applications. The load test results indicate that the measured bearing capacity for the jute on clay slurry is about 5.5 to 6.5 times the interface friction, which is in close agreement with typical bearing-capacity factors used in a shallow foundation on clays.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aInterface friction.
=650  \0$aVertical penetration test.
=650  \0$aclay slurry.
=650  \0$aClay wastes$xDewatering.
=650  \0$ajute geotextile.
=650  14$aInterface friction.
=650  24$aVertical penetration test.
=650  24$aClay slurry.
=650  24$aJute geotextile.
=650  24$aBearing capacity.
=700  1\$aMuhammad, N.,$eauthor.
=700  1\$aKarunaratne, G-P,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11003J.htm

=LDR  02499nab a2200553 i 4500
=001  GTJ11002J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11002J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11002J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA709.5
=082  04$a624.1/5136$223
=100  1\$aRao, SM.,$eauthor.
=245  10$aCollapse Behavior of an Artificially Cemented Clayey Silt /$cSM. Rao, A. Sridharan, KP. Ramanath.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe present study examines the role of interparticle cementation in the collapse behavior of two partly saturated (Sr = 4 to 12%) and very highly porous (initial void ratio = 1.5 to 2) laboratory-desiccated clayey silt specimens containing varying amounts (5 and 15% by dry weight of the respective specimens) of the cementitious iron oxides hematite and goethite, which are generally encountered in tropical residual soils. Kaolinite is the representative clay mineral of the soil matrix used for this research.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCementation bonds.
=650  \0$aCollapse.
=650  \0$aInundation.
=650  \0$aresidual soils.
=650  \0$aunsaturated.
=650  \0$aporous.
=650  14$aResidual soils.
=650  24$aPorous.
=650  24$aUnsaturated.
=650  24$aCementation bonds.
=650  24$aCollapse.
=650  24$aInundation.
=700  1\$aSridharan, A.,$eauthor.
=700  1\$aRamanath, KP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11002J.htm

=LDR  02641nab a2200517 i 4500
=001  GTJ11000J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11000J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11000J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a625.7/32$223
=100  1\$aSilvestri, V.,$eauthor.
=245  10$aInfluence of Apex Angle on Cone Penetration Factors in Clay /$cV. Silvestri, Y. Fahmy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b46
=520  3\$aThe present laboratory study investigates the effect of varying the apex angle on cone penetration resistance in clay. In order to reduce the cost associated with the field sampling of large blocks of sensitive clay, an artificially cemented material was conceived and tested. Steady cone penetration tests were carried out in 200-mm-diameter by 1000-mm-long cylinders of artificial clay. The 10-mm-diameter cones used were characterized by apex angles of 7.5, 15, 18, 22.5, 30, 45, 60, 90, and 180° . Penetration resistance factors Nc were obtained for each cone. The results show that the values of these factors are much larger than those predicted by existing theoretical approaches.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApex angles.
=650  \0$aCone penetration tests.
=650  \0$aCone resistance factors.
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  14$aArtificially cemented clay.
=650  24$aCone penetration tests.
=650  24$aApex angles.
=650  24$aCone resistance factors.
=700  1\$aFahmy, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11000J.htm

=LDR  02252nab a2200613 i 4500
=001  GTJ11011J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11011J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11011J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590
=082  04$a631.4/05$223
=100  1\$aRidley, AM.,$eauthor.
=245  10$aDiscussion on "Laboratory Filter Paper Suction Measurements" by Sandra L. Houston, William N. Houston, and Anne-Marie Wagner /$cAM. Ridley.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMatric suction.
=650  \0$aNegative pore water pressure.
=650  \0$aOsmotic suction.
=650  \0$aPore water pressures.
=650  \0$aSoil suction.
=650  \0$aSuction measurement.
=650  \0$aSuction.
=650  \0$aTotal suction.
=650  \0$aUnsaturated soils.
=650  \0$aSoils.
=650  \0$aEarth (Soils)
=650  14$aSoil suction.
=650  24$aSuction.
=650  24$aPore water pressures.
=650  24$aMatric suction.
=650  24$aTotal suction.
=650  24$aOsmotic suction.
=650  24$aNegative pore water pressure.
=650  24$aUnsaturated soils.
=650  24$aSuction measurement.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11011J.htm

=LDR  02598nab a2200589 i 4500
=001  GTJ11006J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11006J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11006J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHB1953
=082  04$a304.6/1$223
=100  1\$aSingh, G.,$eauthor.
=245  10$aMeasurement of In Situ Density of Sand in a Chamber by Using a Thermal Conductivity Penetrometer /$cG. Singh, BM. Das, MK. Chong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aReliable in situ testing during soil exploration is of great help to geotechnical engineers in design considerations. This paper describes the theory and the laboratory test results for determination of the density of a sand with a quasi-static penetrometer by measuring its thermal conductivity. Effects of disturbance caused by the penetrometer have been studied. It is shown that it is possible to obtain the density of sand by precalibrating the penetrometer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity.
=650  \0$aDisturbance.
=650  \0$aIn situ testing.
=650  \0$aPenetrometer.
=650  \0$aSand.
=650  \0$aThermal conductivity.
=650  \0$aPopulation density.
=650  \0$aPopulation$xEconomic aspects.
=650  \0$aPopulation forecasting.
=650  14$aDensity.
=650  24$aDisturbance.
=650  24$aIn situ testing.
=650  24$aPenetrometer.
=650  24$aSand.
=650  24$aThermal conductivity.
=700  1\$aDas, BM.,$eauthor.
=700  1\$aChong, MK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11006J.htm

=LDR  03319nab a2200601 i 4500
=001  GTJ11005J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11005J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11005J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA931
=082  04$a531/.382$223
=100  1\$aShibuya, S.,$eauthor.
=245  10$aStrain Rate Effects on Shear Modulus and Damping of Normally Consolidated Clay /$cS. Shibuya, T. Mitachi, F. Fukuda, T. Degoshi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA laboratory investigation into the effects of shear strain rate on shear modulus and hysteretic damping of normally consolidated clays was carried out. The effects of shear strain rate were examined at cyclic shear strain amplitudes between 10-6 and 10-3 in undrained cyclic torsion shear tests. When the frequency of loading was changed between 0.005 and 0.1 Hz, the equivalent shear modulus was insensitive to the rate of shear straining. On the other hand, the hysteretic damping increased according to the decrease in the shear strain rate. Furthermore, for shear strains less than about 2 × 10-5, the maximum stiffness was hardly influenced by the shear strain rate, type of loading, number of cycles, and the cyclic prestraining; it can therefore be characterized as pseudoelastic shear modulus. On the basis of the test results, it is concluded that when applying the results of laboratory cyclic loading tests to the analysis of in situ cyclic loading problems, the effects of shear strain rate on hysteretic damping should be properly evaluated to match the frequency of loading expected in the field.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aCyclic and monotonic loadings.
=650  \0$aElasticity.
=650  \0$aHysteretic damping.
=650  \0$aLaboratory tests.
=650  \0$aShear modulus.
=650  \0$aStrain rate effect.
=650  \0$aElasticities.
=650  14$aLaboratory tests.
=650  24$aClay.
=650  24$aStrain rate effect.
=650  24$aShear modulus.
=650  24$aHysteretic damping.
=650  24$aCyclic and monotonic loadings.
=650  24$aElasticity.
=700  1\$aMitachi, T.,$eauthor.
=700  1\$aFukuda, F.,$eauthor.
=700  1\$aDegoshi, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11005J.htm

=LDR  02641nab a2200493 i 4500
=001  GTJ12527
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12527$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12527$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNK4890.H34
=082  04$a685.510973$223
=100  1\$aYeung, AT.,$eauthor.
=245  10$aApparatus Induced Error in Hydraulic Conductivity Measurement Using a Lucite® Fixed Wall Permeameter /$cAT. Yeung, SM. Sadek.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aHydraulic conductivity is the most variable parameter in geotechnical engineering. Although accurate measurement of hydraulic conductivity of fine-grained soil is not an easy task, it is often required to satisfy the legitimate requirements of various agencies regulating the design, construction, and operation of compacted clay liners. Results are sensitive to the experimental apparatus and testing procedure used for the measurement. As the flow volumes being measured are very small, any minute leakage of permeant during the test will significantly affect the results obtained. The quantification of a significant unexpected loss of permeant through fixed wall permeameters made of Lucite is documented and discussed in this paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHydraulic conductivity.
=650  \0$aLucite.
=650  \0$ameasurement error.
=650  \0$afixed wall permeameter.
=650  14$aHydraulic conductivity.
=650  24$aMeasurement error.
=650  24$aFixed wall permeameter.
=650  24$aLucite.
=700  1\$aSadek, SM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12527.htm

=LDR  03143nab a2200613 i 4500
=001  GTJ11630
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11630$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11630$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aIbraim, E.,$eauthor.
=245  10$aNew Local System of Measurement of Axial Strains for Triaxial Apparatus Using LVDT /$cE. Ibraim, H. Di Benedetto.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThis paper presents a new local system of measurement of axial strains for triaxial apparatus using LVDT. The bodies of four nonsubmersible transducers are supported by an independent circular ring, while the rods are simply put on local targets (pins pushed through the membrane into the sample). A flexible metal plate is used to attach the body of the LVDT to the circular ring and a nonrigid connection is considered between the rod and the pin. These original developments allow the system to investigate the soil behavior in large strains, up to 15 × 10-2 m/m, and to accommodate the radial deformation, tilting, and usually inevitable barreling of the sand specimen. The soil stiffness in the small strain domain, less than some 10-5 m/m, can be evaluated with good accuracy, as well as its evolution during triaxial compression or extension tests. The assessment of errors is discussed and the performance of the device is shown with results of tests on Hostun RF sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLarge strain.
=650  \0$aLocal system device.
=650  \0$aPrefailure.
=650  \0$aSand.
=650  \0$aSmall strain.
=650  \0$aTriaxial.
=650  \0$aYoung's modulus.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aPrefailure.
=650  24$aSmall strain.
=650  24$aLarge strain.
=650  24$aSand.
=650  24$aLVDT.
=650  24$aTriaxial.
=650  24$aLocal system device.
=650  24$aYoung's modulus.
=700  1\$aDi Benedetto, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11630.htm

=LDR  02956nab a2200661 i 4500
=001  GTJ12682
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12682$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12682$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871
=082  04$a333.79/68$223
=100  1\$aNouri, A.,$eauthor.
=245  10$aExperimental Study of Sand Production from a Supported Wellbore in Weakly Consolidated Sandstone /$cA. Nouri, H. Vaziri, H. Belhaj, N. Shomakhi, S. Butt, A. Donald, R. Islam.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aDeployment of expandable technology for sand control is experiencing rapid growth. While several expandable systems have been developed, assessment of their long-term performance and effectiveness has not. To alleviate some concerns and uncertainties, criteria are provided in this paper for assessing the possibility of sanding in wellbores that employ reticulated expandable completions and to illustrate an in-depth understanding of the mechanism under which such screens may prevent sand grain mobilization.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDisaggregation.
=650  \0$aExpandable completions.
=650  \0$aOil wellbores.
=650  \0$aPore collapse.
=650  \0$aSand production.
=650  \0$aVolumetric failure.
=650  \0$aWeakly consolidated sandstone.
=650  \0$aHeavy oil.
=650  \0$aOil sands.
=650  \0$aPetroleum engineering.
=650  14$aSand production.
=650  24$aWeakly consolidated sandstone.
=650  24$aOil wellbores.
=650  24$aExpandable completions.
=650  24$aVolumetric failure.
=650  24$aPore collapse.
=650  24$aDisaggregation.
=700  1\$aVaziri, H.,$eauthor.
=700  1\$aBelhaj, H.,$eauthor.
=700  1\$aShomakhi, N.,$eauthor.
=700  1\$aButt, S.,$eauthor.
=700  1\$aDonald, A.,$eauthor.
=700  1\$aIslam, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12682.htm

=LDR  03232nab a2200565 i 4500
=001  GTJ11432
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11432$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11432$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA413.5
=082  04$a620.1/123/0287$223
=100  1\$aYimsiri, S.,$eauthor.
=245  10$aCantilever-Type Local Deformation Transducer for Local Axial Strain Measurement in Triaxial Test /$cS. Yimsiri, K. Soga, SG. Chandler.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe cantilever-type local deformation transducer (cantilever-LDT) was developed as an alternative local axial strain measurement device for triaxial testing. The transducer behaves as a cantilever beam and the deflection at its free-end is measured by the output from the strain gages attached near the fixed-end. By placing two cantilever-LDTs along the same vertical alignment but at different levels of a specimen, the local axial strain is obtained from the relative movements of two cantilever-LDTs. The advantages over the original-LDT proposed by Goto et al. (1991) are: (i) a linear calibration curve, (ii) capability to release itself at large strains, and (iii) larger working range. With a gage length of 50 mm, the resolution, accuracy, and working range are 0.0012 %, 0.003 %, and 6 %, respectively. The triaxial test results on heavily overconsolidated clay specimens show that the cantilever-LDT can be used satisfactorily to measure the local axial strain accurately, but the reliability depends very much on the quality of specimen preparation and setup.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxial strain.
=650  \0$aLocal deformation transducer.
=650  \0$aNonlinear behavior.
=650  \0$aSmall-strain measurement.
=650  \0$aTriaxial test.
=650  \0$astrain measurement.
=650  \0$aStrains and stresses$xMeasurement.
=650  \0$aStrain gages.
=650  14$aAxial strain.
=650  24$aLocal deformation transducer.
=650  24$aSmall-strain measurement.
=650  24$aTriaxial test.
=650  24$aNonlinear behavior.
=700  1\$aSoga, K.,$eauthor.
=700  1\$aChandler, SG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11432.htm

=LDR  03493nab a2200541 i 4500
=001  GTJ12698
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12698$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12698$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE192
=082  04$a625.7/072073$223
=100  1\$aTrzebiatowski, BD.,$eauthor.
=245  10$aSaturated Hydraulic Conductivity of Compacted Recycled Asphalt Pavement /$cBD. Trzebiatowski, CH. Benson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aTests were conducted to determine the saturated hydraulic conductivity of three recycled asphalt pavement (RAP) materials being used as base course aggregate for pavement construction. Comparative tests were also conducted on a compacted crushed rock aggregate (Lodi gravel) that is used for base course in Wisconsin. All four are granular materials. The RAPs have saturated hydraulic conductivities ranging from 2.4 × 10-5 to 9.0 × 10-5 m/s when compacted with standard Proctor effort and from 4.5 × 10-8 to 1.7 × 10-6 m/s when compacted with modified Proctor effort. The Lodi gravel is less permeable, having saturated hydraulic conductivities of 5.8 × 10-7 m/s (standard Proctor effort) and 2.4 × 10-9 m/s (modified Proctor effort). Three conventional methods of predicting the saturated hydraulic conductivity of coarse-grained soils were evaluated in terms of their ability to predict the saturated hydraulic conductivity of RAP: Hazen's equation, Kenney's equation, and the Kozeny-Carmen equation. Each of these equations overpredict the hydraulic conductivity of RAP. Two empirical equations to predict the hydraulic conductivity of RAP were developed from the saturated hydraulic conductivity data. The empirical equations were found to work well for RAP as well as the Lodi gravel. However, the empirical equations are based on a small data set. Updating of the equations is encouraged as more data become available.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBase course.
=650  \0$aBeneficial reuse.
=650  \0$aHydraulic conductivity.
=650  \0$aSustainable construction.
=650  \0$arecycled asphalt pavement.
=650  \0$aPavement performance.
=650  \0$aAsphalt.
=650  14$aRecycled asphalt pavement.
=650  24$aBeneficial reuse.
=650  24$aSustainable construction.
=650  24$aBase course.
=650  24$aHydraulic conductivity.
=700  1\$aBenson, CH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12698.htm

=LDR  02983nab a2200589 i 4500
=001  GTJ12196
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12196$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12196$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE538.5
=082  04$a551.22$223
=100  1\$aLeong, EC.,$eauthor.
=245  10$aMeasuring Shear Wave Velocity Using Bender Elements /$cEC. Leong, SH. Yeo, H. Rahardjo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b43
=520  3\$aThe use of bender element to measure shear wave velocity is popular due to its simplicity. However, there are still some uncertainties in the interpretation of the bender element test. In this paper, the use of bender elements in the determination of shear wave velocities of dry, unsaturated, and saturated soil specimens is examined with respect to the characteristics of the bender elements, waveform, magnitude, and frequency of the applied voltage to the transmitter bender element and method of travel time determination. The interpretation of the bender element test can be improved if two performance criteria are adopted: (1) a signal-to-noise ratio of at least 4 dB for the receiver signal, and (2) a wave path length to wavelength ratio of at least 3.33. Procedures to estimate the strain level associated with the shear wave velocity measurement using bender element are also described.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender element.
=650  \0$aShear wave.
=650  \0$aSignal-to-noise ratio.
=650  \0$aSmall strain.
=650  \0$aTravel time.
=650  \0$aVelocity.
=650  \0$ashear waves.
=650  \0$ashear wave velocity.
=650  \0$areclaimed soils.
=650  14$aBender element.
=650  24$aTravel time.
=650  24$aShear wave.
=650  24$aVelocity.
=650  24$aSignal-to-noise ratio.
=650  24$aSmall strain.
=700  1\$aYeo, SH.,$eauthor.
=700  1\$aRahardjo, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12196.htm

=LDR  03806nab a2200541 i 4500
=001  GTJ12212
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12212$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12212$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5091
=082  04$a625.1005$223
=100  1\$aChu, L-M,$eauthor.
=245  12$aA Laboratory Device to Test the Pull-Out Behavior of Soil Nails /$cL-M Chu, J-H Yin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aSoil nailing is an in situ soil reinforcing technique adopted for stabilizing existing slopes in Hong Kong and in many other countries and regions. For the design of a soil nail system, pull-out capacity of a soil nail is an important design parameter. Field pull-out tests are then carried out to verify the pull-out resistance assumed at the design stage. However, the pull-out capacity of a soil nail in the field is influenced by a number of factors, such as variation in the soil properties, variation in the installation procedures, types of soil nail, and stress levels. Thus, field testing has a number of limitations. To overcome the limitations, a new laboratory pull-out testing apparatus was developed to investigate the interface shear strength behavior of the soil nails and surrounding soil. A numerical analysis was carried out to assess the initial stress conditions in the laboratory pull-out test box. A series of laboratory pull-out tests was performed with a cement grouted nail in a Completely Decomposed Granite (CDG) soil. It is aimed at studying the influence of overburden pressure, soil degree of saturation, and surface roughness of soil nail on the interface shear strength. The results indicate that the curves for pull-out tests exhibit a significant peak and post-peak shear strength behavior. And the interface shear strength between the nail and soil is shown to be dependent on the normal stress, the soil degree of saturation, and the surface roughness of the nail. A correlation of the interface shear strength with major influencing factors is then derived for practice design applications. The findings in this study may be a useful reference for geotechnical engineering in soil nailing design and constructions and for better understanding of the soil nail pull-out performance in the soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDegree of saturation.
=650  \0$aInterface shear strength.
=650  \0$aSlope.
=650  \0$aSurface roughness.
=650  \0$asoil nailing.
=650  \0$amodel test.
=650  \0$aSoil stabilization.
=650  14$aSoil nailing.
=650  24$aInterface shear strength.
=650  24$aDegree of saturation.
=650  24$aSurface roughness.
=650  24$aSlope.
=700  1\$aYin, J-H,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12212.htm

=LDR  02868nab a2200541 i 4500
=001  GTJ12584
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12584$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12584$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aZ246
=082  04$a686.2/2$223
=100  1\$aWong, RCK,$eauthor.
=245  10$aBehavior of Granular Assemblies at High Velocity in a Large Open Shear Box /$cRCK Wong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aLarge open shear box tests on granular materials have been conducted to investigate the behavior of these materials at high velocity. Several modes of kinetic motion were identified from the tests: steady sliding, sliding with rolling, impulsive rolling, and steady rolling. The measured resistances in these tests of different modes were observed to be dependent on material friction, base friction, velocity, body shape, and mobilized volume. However, spectral analysis of the measured data in time series shows that there exist no periodicities in the spectra, i.e., frequency- or velocity-independent. Of practical implication for this study is that the measured resistance for constant velocity motion decreases with increasing rolling motion activity within the moving granular mass. The average coefficient of resistance or friction could be less than the coefficient of kinetic friction measured in Coulomb-type shear tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAvalanches.
=650  \0$aRolling.
=650  \0$aSliding.
=650  \0$aSpectral analysis.
=650  \0$akinetic motion.
=650  \0$aKinetic art.
=650  \0$afriction coefficient.
=650  14$aRolling.
=650  24$aSliding.
=650  24$aKinetic motion.
=650  24$aFriction coefficient.
=650  24$aAvalanches.
=650  24$aSpectral analysis.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12584.htm

=LDR  03219nab a2200601 i 4500
=001  GTJ12646
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12646$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12646$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871
=082  04$a333.79/68$223
=100  1\$aWatanabe, K.,$eauthor.
=245  10$aApplication of High-Speed Digital CCD Cameras to Observe Static and Dynamic Deformation Characteristics of Sand /$cK. Watanabe, J. Koseki, M. Tateyama.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA mesh-printed membrane was often used to evaluate the deformation of soil quantitatively, in bearing capacity tests or plain strain compression tests. The deformation of soil can be evaluated quantitatively by measuring the displacement of each mesh captured by taking pictures. However, this method requires much time to obtain the displacement and cannot be applied to the dynamic field, such as shaking table tests, because of the limitation of frame rate of the conventional analog camera. In this study, a new image processing system using a high-speed digital CCD camera was established to make it possible to evaluate the deformation characteristics of models quantitatively and automatically in both static and dynamic fields. Further, this system was applied to the shaking table tests on a retaining wall model, and the magnitude of seismic earth pressure was found to be influenced strongly by the seismic behavior of the backfill soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic deformation of sand.
=650  \0$aHigh-speed digital camera.
=650  \0$aImage processing.
=650  \0$aRetaining structure.
=650  \0$aSeismic earth pressure.
=650  \0$aShaking table test.
=650  \0$aHeavy oil.
=650  \0$aOil sands.
=650  \0$aPetroleum engineering.
=650  14$aImage processing.
=650  24$aHigh-speed digital camera.
=650  24$aDynamic deformation of sand.
=650  24$aCCD.
=650  24$aShaking table test.
=650  24$aRetaining structure.
=650  24$aSeismic earth pressure.
=700  1\$aKoseki, J.,$eauthor.
=700  1\$aTateyama, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12646.htm

=LDR  03039nab a2200529 i 4500
=001  GTJ12188
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12188$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12188$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1800
=082  04$a621.382/75$223
=100  1\$aLin, CP.,$eauthor.
=245  10$aDevelopment and Calibration of a TDR Extensometer for Geotechnical Monitoring /$cCP. Lin, SH. Tang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aUp-hole reflectometry devices that interrogate passive mechanical transducers are increasingly used in geotechnical instrumentation. One of such a monitoring technique is the time domain reflectometry (TDR). This study utilizes the principle of TDR to devise a TDR extensometer using a waveguide with an impedance mismatch interface inside it. The movement of the impedance mismatch interface is coupled with the displacement of interest such that the time shift in the reflected signal becomes a measure of the displacement. The accuracy of the TDR extensometer is better than ± 0.5 mm and is not affected by measuring range and cable length. It can be used for applications that require both high accuracy and large displacement range, and is suitable for long-term monitoring in a harsh environment where humidity and lightening surge may cause problems for electronic sensors. The devised extensometer can be combined with existing TDR transducers for groundwater pressure and shear deformation to form an integrated TDR monitoring system for slope stability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExtensometer.
=650  \0$aSlope monitoring.
=650  \0$aTime domain reflectometry.
=650  \0$aWaveguide.
=650  \0$areflectometry.
=650  \0$aTime-domain reflectometry.
=650  \0$aOptical fibers$xTesting.
=650  14$aTime domain reflectometry.
=650  24$aExtensometer.
=650  24$aWaveguide.
=650  24$aSlope monitoring.
=700  1\$aTang, SH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12188.htm

=LDR  04094nab a2200589 i 4500
=001  GTJ12751
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12751$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12751$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG300
=082  04$a624/.252$223
=100  1\$aSitharam, TG.,$eauthor.
=245  10$aBehavior of Embedded Footings Supported on Geogrid Cell Reinforced Foundation Beds /$cTG. Sitharam, S. Sireesh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThe results from laboratory model tests on an embedded circular footing supported on geogrid cell reinforced foundation beds are presented. The embedment depth of the footing (depth of placement of the footing with respect to the fill surface) was varied from zero to 0.6 times the footing width with foundation beds made of dry sand and saturated silty clay. The cellular mattress was prepared using a biaxial polymer geogrid, called a "Geogrid cell." The various parameters studied in this testing program include the depth of placement of cellular mattress below the footing base, width, and height of the cellular mattress. The load carrying capacity of the geogrid-cell reinforced sand beds have improved up to about 9.5 times with increase in the embedment depth of foundation as against 6.5 times for surface footings. In case of cellular reinforced soft clay beds, a fourfold increase in the performance of the surface footing is observed against unreinforced bed, and it increases up to 5.5 with the footing embedment depth. In case of sand beds, the increased performance of the footing is observed with increase in footing settlement. In case of clay beds a sharp decrease in performance improvement of the footing at around 15 % of the footing settlement is observed at all embedment depths. The effect of embedment depth of footing becomes marginal in case of sand beds when compared with clay beds at higher embedment depths. The sand bed was instrumented with earth pressure cells, and strain gages were mounted on a strip of geogrid that was placed below the cellular mattress. The earth pressure cells embedded in the subgrade soil show that with insertion of the cellular mattress, the footing pressure is distributed more uniformly over a wider area with footing embedment depth. The strain measurements also show a fairly uniform strain in geogrid strip under footing contact pressure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCellular mattress.
=650  \0$aCircular footing.
=650  \0$aEmbedment depth.
=650  \0$aGeogrid-cell reinforced clay.
=650  \0$aGeogrid-cell reinforced sand.
=650  \0$aModel test.
=650  \0$aHighway bridges.
=650  \0$aBearing capacity.
=650  \0$aBridge design.
=650  14$aBearing capacity.
=650  24$aCellular mattress.
=650  24$aCircular footing.
=650  24$aEmbedment depth.
=650  24$aGeogrid-cell reinforced clay.
=650  24$aGeogrid-cell reinforced sand.
=650  24$aModel test.
=700  1\$aSireesh, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12751.htm

=LDR  03264nab a2200529 i 4500
=001  GTJ101367
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101367$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101367$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.432028$223
=100  1\$aComina, C.,$eauthor.
=245  10$aEIT Oedometer :$bAn Advanced Cell to Monitor Spatial and Time Variability in Soil with Electrical and Seismic Measurements /$cC. Comina, S. Foti, G. Musso, E. Romero.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aThe paper presents an innovative oedometer cell (EIT oedometer), accomplishing for monitoring the spatial and temporal evolution of different physical quantities inside soil samples through seismic and electric non-destructive measurements. The technical solutions implemented to perform correct electrical measurements are reported together with the results of benchmark tests demonstrating the potentialities and the limits of the 3D electrical resistivity tomography in detecting both pre-existing and induced sample heterogeneities. It is shown that resistivity imaging can offer a powerful tool for the investigation of soil heterogeneities not detected by external measurements. The relationship between electrical resistivity and soil properties makes this application potentially useful for monitoring the evolution of transient processes as for instance those related to the diffusion of chemical species in clay soils and associated coupled chemo-mechanical processes, whereas the information gathered by classical oedometer measurements and by seismic waves propagation could be used to explore the associated macroscopic phenomena.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectric tomography.
=650  \0$aGeophysical laboratory testing.
=650  \0$aHydro-chemo-mechanical processes.
=650  \0$aTomography.
=650  \0$aSoil moisture$vMeasurement.
=650  \0$aSoil porosity$vMeasurement.
=650  14$aElectric tomography.
=650  24$aGeophysical laboratory testing.
=650  24$aHydro-chemo-mechanical processes.
=700  1\$aFoti, S.,$eauthor.
=700  1\$aMusso, G.,$eauthor.
=700  1\$aRomero, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101367.htm

=LDR  02827nab a2200541 i 4500
=001  GTJ101373
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101373$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101373$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aKhalili, Ali,$eauthor.
=245  10$aNew Slurry Displacement Method for Reconstitution of Highly Gap-Graded Specimens for Laboratory Element Testing /$cAli Khalili, Dharma Wijewickreme.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aA new "slurry displacement" method was developed for reconstitution of cylindrical specimens of highly gap-graded soils for laboratory element testing. The method stems from a need to conduct laboratory element tests on mixtures of waste rock and tailings with specific relevance to the development of new technology and material science for mining industry. The slurry displacement method allows preparing uniform/homogeneous specimens of highly gap-graded materials in a saturated condition, thus overcoming the difficulties in the use of currently available specimen preparation techniques. The suitability of the technique to replicate specimens is demonstrated by the repeatable test results obtained from shear testing of identical specimens prepared using the method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGap-graded soils.
=650  \0$aSlurry displacement.
=650  \0$aSpecimen preparation.
=650  \0$aTailings.
=650  \0$aWaste rock.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aSlurry displacement.
=650  24$aSpecimen preparation.
=650  24$aGap-graded soils.
=650  24$aWaste rock.
=650  24$aTailings.
=700  1\$aWijewickreme, Dharma,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101373.htm

=LDR  02830nab a2200421 i 4500
=001  GTJ101026
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101026$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101026$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aStone, K. J. L.,$eauthor.
=245  12$aA Modified Triaxial Cell for Stress-Path Testing of Weak Rock (Hard Soils) /$cK. J. L. Stone, K. I. Katsaros.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA simple conversion of a standard triaxial apparatus for stress path testing is presented and illustrated. The conversion is effected by incorporating a balanced ram arrangement into the top plate of a conventional triaxial cell, which, together with some additional modifications to the sample top cap and ram connection details, provides a cost-effective stress path testing cell. This modified triaxial cell, combined with a suitable external loading frame, allows the axial and radial stresses to be independently controlled. Consequently, any desired stress path can be applied to a specimen mounted in the modified cell. The functionality of the modified cell is demonstrated through the results of long-term stress-path tests performed as part of a creep study of intact medium porosity chalk. In this study, the modified cells were used with cantilever type loading frames, and subjected to continuous loading for periods in excess of 400 days. The performance of the modified cells was very satisfactory, and demonstrates that such an arrangement can provide a simple and a cost-effective system for conducting laboratory stress-path tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=700  1\$aKatsaros, K. I.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101026.htm

=LDR  03883nab a2200613 i 4500
=001  GTJ100971
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100971$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100971$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aRahman, Farhana,$eauthor.
=245  10$aSoil Stiffness Evaluation for Compaction Control of Cohesionless Embankments /$cFarhana Rahman, Mustaque Hossain, Morris M. Hunt, Stefan A. Romanoschi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aMechanistic pavement design procedures based on elastic layer theory require characterization of pavement layer materials including subgrade soil. This paper discusses the subgrade stiffness measurements obtained from a new compaction roller for compaction control on highway embankment projects in Kansas. Three test sections were compacted using a single, smooth steel drum intelligent compaction (IC) roller that compacts and simultaneously, measures stiffness values of the compacted soil. Traditional compaction control measurements such as, density, in-situ moisture content, stiffness measurements using a soil stiffness gage, surface deflection tests using the light falling weight deflectometer (LFWD) and falling weight deflectometer (FWD), and penetration tests using a dynamic cone penetrometer (DCP), were also done. The results show that the IC roller was able to identify the locations of lower soil stiffness in the spatial direction. Thus, an IC roller can be used in proof rolling. IC roller stiffness showed sensitivity to the field moisture content indicating that moisture control during compaction is critical. No universal correlation was observed among the IC roller stiffness, soil gage stiffness, back-calculated subgrade moduli from the LFWD and FWD deflection data, and the California bearing ratio obtained from DCP tests. The discrepancy seems to arise from the fact that different pieces of equipment were capturing response from different volumes of soil on the same test section.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic cone penetrometer (DCP)
=650  \0$aFalling weight deflectometer (FWD)
=650  \0$aIntelligent compaction.
=650  \0$aMoisture content.
=650  \0$aNuclear gage.
=650  \0$aSoil stiffness.
=650  \0$aStiffness gage.
=650  \0$aCompaction.
=650  14$aIntelligent compaction.
=650  24$aFalling weight deflectometer (FWD)
=650  24$aLight falling weight deflectometer (LFWD)
=650  24$aStiffness gage.
=650  24$aNuclear gage.
=650  24$aDynamic cone penetrometer (DCP)
=650  24$aMoisture content.
=650  24$aSoil stiffness.
=700  1\$aHossain, Mustaque,$eauthor.
=700  1\$aHunt, Morris M.,$eauthor.
=700  1\$aRomanoschi, Stefan A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100971.htm

=LDR  03634nab a2200589 i 4500
=001  GTJ101335
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101335$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101335$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aLi, Zhihua,$eauthor.
=245  12$aA New Technique for Monitoring Movement of Buried Objects Using an Electrode Switching System /$cZhihua Li, Bruce L. Kutter.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aA novel technique for monitoring movement of buried objects using an electrode switching system is developed. The idea is to establish electromagnetic fields in a conductive medium by injecting low-frequency alternating currents through boundary electrodes. The movement of a buried object is related to the electrical potential measured on an electrode attached to it. A closed-form expression for potential distribution in a rectangular container is developed; boundary conditions are accounted for using a method of images. The resolution of spatial location using the proposed electro-location scheme is limited by the electrical noise and the accuracy of potential measurement, which depends on the excitation frequency, measurements per cycle of excitation, and samples per measurement. The tradeoff between spatial and temporal resolution is investigated. With appropriate sampling parameters, spatial and temporal resolutions of 1 mm and 1 ms have been demonstrated. The viability of the electro-location technique is demonstrated by measuring the liquefaction-induced settlements of heavy objects in the geotechnical centrifuge model test using an electrode switching system. The obtained positions agree remarkably with independent measurements. The electro-location method is considered to be a useful technique for monitoring subsurface movements in physical centrifuge models and has practical application potentials in the field.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDisplacement measurement.
=650  \0$aElectrical methods.
=650  \0$aElectrodes.
=650  \0$aGeotechnical centrifuge.
=650  \0$aLiquefaction.
=650  \0$aResistivity.
=650  \0$aSubsurface movement.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aSubsurface movement.
=650  24$aElectrical methods.
=650  24$aGeotechnical centrifuge.
=650  24$aLiquefaction.
=650  24$aElectrodes.
=650  24$aResistivity.
=650  24$aDisplacement measurement.
=700  1\$aKutter, Bruce L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101335.htm

=LDR  03435nab a2200505 i 4500
=001  GTJ101411
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101411$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101411$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aRosenblad, Brent L.,$eauthor.
=245  10$aPotential Phase Unwrapping Errors Associated with SASW Measurements at Soft-Over-Stiff Sites /$cBrent L. Rosenblad, Jeffrey D. Bertel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aResults from simulations of spectral-analysis-of-surface-waves (SASW) measurements are presented for the common geotechnical condition of soft surficial soils overlying a stiffer half-space. Several recent experimental and numerical studies have demonstrated the dominance of higher-mode surface wave propagation at low frequencies for profile conditions where strong, shallow contrasts in elastic properties exist. This transition to higher-mode propagation has proven problematic for methods utilizing a fundamental-mode forward model in the inversion procedure, resulting in overprediction of the shear wave velocity (VS) profile. The objective of this study is to investigate the effectiveness of the SASW methodology, which uses an effective-velocity forward model, in dealing with the soft-over-stiff profile condition. Specifically, this study focuses on the phase unwrapping procedure used in the SASW method. Nine VS profiles were simulated in this study, representing different conditions of VS contrast and depth to the stiffer layer. The results show that in some cases the phase unwrapping procedure produces an experimental dispersion curve that is inconsistent with both the fundamental mode and the true effective-velocity dispersion curve for the profile. The resulting VS profile is substantially under-predicted. Experimental results from measurements at a soft-over-stiff site are presented that support the findings from the simulated measurements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear wave velocity.
=650  \0$aSite characterization.
=650  \0$aSurface waves.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSurface waves.
=650  24$aSASW.
=650  24$aSite characterization.
=650  24$aShear wave velocity.
=700  1\$aBertel, Jeffrey D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101411.htm

=LDR  03388nab a2200565 i 4500
=001  GTJ101237
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101237$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101237$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aNakao, Tomoyo,$eauthor.
=245  10$aDirect Shear Testing of a Marginal Material Using a Large Shear Box /$cTomoyo Nakao, Stephen Fityus.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aIn Australia, Q181C Test Method of Direct Shear Testing to estimate the Effective Angle of Internal Friction at Constant Volume Conditions for Granular (Coarse Grained) Materials is commonly applied to assess the suitability of backfills for reinforced earth walls. This paper presents a comparison between the results of three series of shear box tests on a typical ripped rock material, of marginal quality, that might be considered as a possible backfill material for a reinforced earth wall. Tests performed used 300 mm and 60 mm shear boxes, soil samples prepared to sub-19 mm and sub-4.75 mm sizes, and a range of shearing rates. The effect of pre-testing samples was also considered. The results show that accurate effective friction parameter measurements for coarse grained, granular backfill soils require the use of fresh soil specimens for each shearing test; the use of a large shear box that can accommodate soils with relatively large particles; and careful selection of shearing rates so that shearing takes place under drained conditions. If the above requirements are compromised, the measured effective friction angle is likely to be a significant under-estimate of the true effective friction angle, increasing the likelihood of the material failing to meet prescribed material quality standards.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear.
=650  \0$aLarge shear box.
=650  \0$aMarginal material.
=650  \0$aReinforced earth.
=650  \0$aShearing rate.
=650  \0$aSize effect.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aDirect shear.
=650  24$aLarge shear box.
=650  24$aReinforced earth.
=650  24$aSize effect.
=650  24$aShearing rate.
=650  24$aMarginal material.
=700  1\$aFityus, Stephen,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101237.htm

=LDR  02981nab a2200481 i 4500
=001  GTJ101276
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101276$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101276$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aKaraca, Z.,$eauthor.
=245  10$aComparison of Averaging Procedures for Point Load Testing of Rock /$cZ. Karaca, N. Gunes Yilmaz, R. M. Goktan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThis paper presents the experimental results of a laboratory point load testing program carried out to analyze the effect of two different point load mean value calculation procedures on the prediction accuracy of uniaxial compressive strength of rocks. Apart from the calculation procedure corresponding to the one suggested by ASTM and ISRM, a second calculation procedure involving the ordinary arithmetic mean value was used in the analyses. Axial point load tests were conducted on a total of 19 rocks having two different thickness-to-diameter ratios. Finally, the results of the point load tests were correlated with those of the standard uniaxial compressive strength tests, and some test statistics were employed to determine the relative effectiveness of the considered calculation procedures. Valid for axial testing method and the tested rock types, it was concluded that the suggested mean value calculation procedure by the ASTM and ISRM has no significant advantage compared with the traditional statistical procedure that involves ordinary arithmetic mean.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPoint load strength test.
=650  \0$aRock testing standards.
=650  \0$aUniaxial compressive strength.
=650  14$aPoint load strength test.
=650  24$aUniaxial compressive strength.
=650  24$aRock testing standards.
=700  1\$aYilmaz, N. Gunes,$eauthor.
=700  1\$aGoktan, R. M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101276.htm

=LDR  03362nab a2200577 i 4500
=001  GTJ101487
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101487$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101487$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE391.B55
=082  04$a553/.61$223
=100  1\$aMalusis, Michael A.,$eauthor.
=245  12$aA Miniature Cone for Measuring the Slump of Soil-Bentonite Cutoff Wall Backfill /$cMichael A. Malusis, Jeffrey C. Evans, Michael H. McLane, Nikki R. Woodward.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aMeasurement of slump for soil-bentonite (SB) cutoff wall backfill using a standard ASTM C143-00 slump cone is widely employed to design SB backfill for workability and to evaluate field backfill quality during cutoff wall construction. The standard cone is particularly suitable for field testing, where large backfill quantities are available, but is less practical for laboratory testing of backfills during design. This paper describes the development and evaluation of a miniature slump cone that requires only ~16 % of the backfill volume required for the standard cone. Results of slump tests performed on three model SB backfills with different solid compositions indicate that the miniature cone provides reproducibility similar to that given by the standard cone when the backfills are prepared to a standard slump of 100 mm to 200 mm. The empirical relationship between standard slump (SS) and miniature slump (SM) for all three model backfills is represented accurately by a single linear expression (i.e., SS=60+1.8SM, where SS and SM are in millimetres) that is nearly identical to the predicted correlation given by an analytical slump cone model (i.e., SS=64+1.8SM) for the range 100?SS?200 mm.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBackfill.
=650  \0$aCutoff wall.
=650  \0$aLaboratory testing.
=650  \0$aSlump.
=650  \0$aSoil-bentonite.
=650  \0$aVertical barriers.
=650  \0$aBentonite.
=650  14$aBackfill.
=650  24$aCutoff wall.
=650  24$aLaboratory testing.
=650  24$aSoil-bentonite.
=650  24$aSlump.
=650  24$aVertical barriers.
=700  1\$aEvans, Jeffrey C.,$eauthor.
=700  1\$aMcLane, Michael H.,$eauthor.
=700  1\$aWoodward, Nikki R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101487.htm

=LDR  03438nab a2200637 i 4500
=001  GTJ101465
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101465$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101465$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a625.732$223
=100  1\$aAbu-Farsakh, Murad,$eauthor.
=245  10$aLarge-Scale Model Footing Tests on Geogrid-Reinforced Foundation and Marginal Embankment Soils /$cMurad Abu-Farsakh, Qiming Chen, Radhey Sharma, Xiong Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThis paper aims at investigating the behavior of foundations on geogrid-reinforced silty clay marginal embankment soil. For this purpose, a total of six large-scale field tests were conducted using a reinforced concrete model footing with dimensions of 457 mm by 457 mm. The parameters investigated in this study included the number of reinforcement layers, the vertical spacing between layers, and the tensile modulus of reinforcement. The effect of reinforcement on the vertical stress distribution in the soil and the strain distribution along the reinforcement were also investigated. The test results showed that the inclusion of geogrid reinforcements results in increasing the soil's bearing capacity and reducing the footing settlement. The reinforcement benefits improve with the increase in number and tensile modulus of geogrids and with the decrease in layers' spacing. The inclusion of reinforcements helps in redistributing the applied load to a wider area. The test results also showed that the developed strain along the geogrids is directly related to the footing settlement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity ratio.
=650  \0$aGeogrid.
=650  \0$aLarge-scale test.
=650  \0$aReinforced soil foundation.
=650  \0$aSettlement reduction factor.
=650  \0$aSilty clay.
=650  \0$aStrain.
=650  \0$aVertical stress.
=650  \0$aSilty sands.
=650  \0$asands.
=650  14$aGeogrid.
=650  24$aReinforced soil foundation.
=650  24$aLarge-scale test.
=650  24$aSilty clay.
=650  24$aBearing capacity ratio.
=650  24$aSettlement reduction factor.
=650  24$aVertical stress.
=650  24$aStrain.
=700  1\$aChen, Qiming,$eauthor.
=700  1\$aSharma, Radhey,$eauthor.
=700  1\$aZhang, Xiong,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101465.htm

=LDR  02535nab a2200541 i 4500
=001  GTJ10954J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10954J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10954J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC795.32.R3
=082  04$a539.7/7$223
=100  1\$aEvgin, E.,$eauthor.
=245  10$aHeat and Moisture Transfer Characteristics of Compacted Mackenzie Silt /$cE. Evgin, OJ. Svec.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe heat and moisture transfer characteristics of a silt from the Mackenzie River Valley have been determined in a laboratory investigation. A dual gamma-ray scanner was used to measure the changes in density and volumetric moisture content along the soil samples. The coefficients of soil-water diffusivity under isothermal conditions and under temperature gradients have been obtained. The development of a calibration curve for the analysis of gamma-ray readings has been described. The shortcomings of the procedures used for the measurement of transport coefficients have been discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHeat.
=650  \0$aSilts.
=650  \0$aThermal conductivity.
=650  \0$agamma-rays.
=650  \0$amoisture transfer.
=650  \0$aevaporation.
=650  14$aMoisture transfer.
=650  24$aHeat.
=650  24$aSilts.
=650  24$aGamma-rays.
=650  24$aEvaporation.
=650  24$aThermal conductivity.
=700  1\$aSvec, OJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10954J.htm

=LDR  02343nab a2200505 i 4500
=001  GTJ10962J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10962J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10962J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE210.4
=082  04$a625.8$223
=100  1\$ade Gijt, JG.,$eauthor.
=245  13$aAn Electromagnetic Connection for Triaxial Testing /$cJG. de Gijt, WD. Pronk.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aThis paper describes a new tensile connection for transmitting tensile forces to triaxial test specimens. Comparative tests show that the loading and frequency characteristics of this electromagnetic connection are considerably better than those of commercially available screw and vacuum type connections. This means that two-way cyclic triaxial tests can be controlled with much greater precision. Also the procedures for specimen preparation are considerably simplified.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamics.
=650  \0$aTriaxial tests.
=650  \0$atensile connection.
=650  \0$astrain measurement.
=650  \0$aTensile properties.
=650  14$aTriaxial tests.
=650  24$aDynamics.
=650  24$aStrain measurement.
=650  24$aTensile connection.
=700  1\$aPronk, WD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10962J.htm

=LDR  03119nab a2200649 i 4500
=001  GTJ10960J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10960J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10960J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a625.7/32$223
=100  1\$aMayne, PW.,$eauthor.
=245  10$aProfiling OCR in Stiff Clays by CPT and SPT /$cPW. Mayne, JB. Kemper.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b69
=520  3\$aStandard penetration tests (SPT) and cone penetration tests (CPT) have conventionally been used to index profiles of undrained shear strength su in clay deposits. Since su is related to stress history, an alternative use of penetration resistances is the profiling of in-situ overconsolidation ratio (OCR). An empirical methodology is developed based on compiled data bases from 50 sites investigated by SPTs and 40 sites tested by CPTs. The study indicates general trends occur between the in-situ OCR and penetration resistances normalized to effective overburden stress in clays. Site specific calibration with laboratory consolidation tests is required, however, for profiling. Electric CPTs are preferable over SPTs and mechanical CPTs for profiling stress history because they are more repeatable and less subject to operator influence.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCohesive soils.
=650  \0$aCone penetrometers.
=650  \0$aConsolidation tests.
=650  \0$aOverconsolidation.
=650  \0$aPenetration tests.
=650  \0$aPreconsolidation.
=650  \0$aProfiling.
=650  \0$aStandard penetration tests.
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  14$aCone penetrometers.
=650  24$aClays.
=650  24$aCohesive soils.
=650  24$aConsolidation tests.
=650  24$aOverconsolidation.
=650  24$aPenetration tests.
=650  24$aPreconsolidation.
=650  24$aProfiling.
=650  24$aStandard penetration tests.
=700  1\$aKemper, JB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10960J.htm

=LDR  02664nab a2200553 i 4500
=001  GTJ10953J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10953J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10953J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aAS262
=082  04$a064.71$223
=100  1\$aLord, AE.,$eauthor.
=245  10$aChemical Mass Transport Measurements to Determine Flexible Membrane Liner Lifetime /$cAE. Lord, RM. Koerner, RH. Swan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe prediction of the service life of flexible membrane liners (FMLs) when exposed to chemicals has usually been by way of testing for physical or mechanical property changes after periodic exposure times. This paper presents an alternate approach by evaluating the chemical properties via five different mass transport related measurements of the exposed FML. These tests are water vapor transmission (WVT), radioactive tracer transmission (RT), water absorption (WA), water vapor absorption (WVA), and benzene absorption (BA).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlexible membrane liners.
=650  \0$aRadioactive tracer transmission.
=650  \0$aWater vapor transmission.
=650  \0$abenzene absorption.
=650  \0$awater absorption.
=650  \0$awater vapor absorption.
=650  14$aFlexible membrane liners.
=650  24$aWater vapor transmission.
=650  24$aRadioactive tracer transmission.
=650  24$aWater absorption.
=650  24$aWater vapor absorption.
=650  24$aBenzene absorption.
=700  1\$aKoerner, RM.,$eauthor.
=700  1\$aSwan, RH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10953J.htm

=LDR  02551nab a2200601 i 4500
=001  GTJ10959J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10959J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10959J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aGan, KJ.,$eauthor.
=245  10$aMultistage Direct Shear Testing of Unsaturated Soils /$cKJ. Gan, DG. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aA conventional direct shear box was modified to accommodate the testing of an unsaturated soil. The design concepts and necessary modifications to the apparatus are described. A multistage testing procedure is outlined. Typical results from direct shear tests are presented. The results illustrate the relationship between suction and shear strength for a glacial till soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear tests.
=650  \0$aFriction angles.
=650  \0$aHigh air entry disks.
=650  \0$aNegative pore-water pressure.
=650  \0$aShear strength.
=650  \0$aSoil suction.
=650  \0$aUnsaturated soils.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aShear strength.
=650  24$aDirect shear tests.
=650  24$aUnsaturated soils.
=650  24$aNegative pore-water pressure.
=650  24$aSoil suction.
=650  24$aFriction angles.
=650  24$aHigh air entry disks.
=700  1\$aFredlund, DG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10959J.htm

=LDR  03145nab a2200637 i 4500
=001  GTJ10956J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10956J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10956J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aShibuya, S.,$eauthor.
=245  12$aA Servo System for Hollow Cylinder Testing of Soils /$cS. Shibuya.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aA fully digitized servo-control system, coupled with the automatic data acquisition facility, has been developed for a hollow cylinder apparatus (HCA). The closed-loop servo-control is based on a computer through which four individual stresses acting on the hollow cylindrical specimen can be independently changed using pneumatic regulators driven by stepper motors. The range of tests that can be performed in the HCA is considerably expanded to include boundary displacement controlled tests, as well as genuine stress controlled tests under generalized stress conditions involving principal stress rotation. This paper describes the detailed features both of the hardware and software of the servo-system. The experimental capabilities of the servo-system, together with its limitations, are discussed using test results that deal with particular aspects of the stress and strain paths associated with in-situ and laboratory loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aAutomatic measurements.
=650  \0$aComputers.
=650  \0$aLiquefaction.
=650  \0$aPore pressure.
=650  \0$aSands.
=650  \0$aServo-mechanism.
=650  \0$aStress paths.
=650  \0$aTorsion shear tests.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aComputers.
=650  24$aSands.
=650  24$aTorsion shear tests.
=650  24$aServo-mechanism.
=650  24$aAutomatic measurements.
=650  24$aPore pressure.
=650  24$aLiquefaction.
=650  24$aStress paths.
=650  24$aAnisotropy.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10956J.htm

=LDR  02505nab a2200565 i 4500
=001  GTJ10957J
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=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10957J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10957J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC20.7.F56
=082  04$a620.1/1230151825$223
=100  1\$aSivakugan, N.,$eauthor.
=245  10$aServo-Controlled Cuboidal Shear Device /$cN. Sivakugan, J-L Chameau, RD. Holtz, AG. Altschaeffl.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA servo-controlled cuboidal shear device with automatic data acquisition system is described. Provisions are made for pore-pressure measurements with specially designed "needle" piezometers. Complete stress-strain curves can be obtained with strains up to 20%. The application of servo-control in Ko consolidation and strain controlled loading is illustrated with flow charts and experimental data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMicrocomputers.
=650  \0$aServo-control.
=650  \0$aTriaxial tests.
=650  \0$astress-strain curves.
=650  \0$adata acquisition.
=650  \0$acuboidal shear device.
=650  14$aServo-control.
=650  24$aData acquisition.
=650  24$aCuboidal shear device.
=650  24$aStress-strain curves.
=650  24$aTriaxial tests.
=650  24$aMicrocomputers.
=700  1\$aChameau, J-L,$eauthor.
=700  1\$aHoltz, RD.,$eauthor.
=700  1\$aAltschaeffl, AG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10957J.htm

=LDR  02783nab a2200517 i 4500
=001  GTJ10961J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10961J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10961J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.C3
=082  04$a552.5$223
=100  1\$aNowatzki, EA.,$eauthor.
=245  12$aA Method for Estimating the Excavatability of Caliche /$cEA. Nowatzki, AA. Almasmoum.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b44
=520  3\$aA simple method for classifying caliche with respect to excavatability is presented. The method is based on the results of a laboratory testing program from which two empirical equations were derived, one relating seismic velocity to size-corrected point load strength index, the other relating seismic velocity to a newly proposed parameter, the comminuted uniformity coefficient. The effect of carbonate content also was investigated, but no correlation between carbonate content and either point load strength or comminuted uniformity coefficient could be established. The excavatability of the caliche is determined from the seismic velocity by the empirical correlations between seismic velocity and ease of excavation established by excavation equipment manufacturers. The results of this study were applied successfully to a number of excavations in caliche in Tucson, AZ.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComminution.
=650  \0$aPoint load testing.
=650  \0$acaliche.
=650  \0$aseismic velocity.
=650  \0$aexcavatability.
=650  14$aCaliche.
=650  24$aComminution.
=650  24$aExcavatability.
=650  24$aPoint load testing.
=650  24$aSeismic velocity.
=700  1\$aAlmasmoum, AA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10961J.htm

=LDR  02759nab a2200589 i 4500
=001  GTJ10963J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10963J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10963J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/51363$223
=100  1\$aHalse, YH.,$eauthor.
=245  10$aEffect of Dissolved Oxygen (and Bubbles) on the Measured Permittivity of Geotextiles /$cYH. Halse, AE. Lord, RM. Koerner.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b1
=520  3\$aMeasurements are made of the permittivity in a heat set, nonwoven staple filament polypropylene as a function of the dissolved oxygen content (DOC) of the water. Vacuum deairing of the water to a DOC of 5 ppm or below insures that the measured permittivity will not be lowered by oxygen effects. Careful long-term measurements show that the measured permittivity is reduced very significantly if the DOC rises above 6 ppm. However as long as bubbles are not observed in the water, reasonably good values of the permittivity can usually be achieved, provided the measurements are performed rather quickly.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeairing.
=650  \0$aDissolved oxygen content (DOC)
=650  \0$aFlux.
=650  \0$aGeosynthetics.
=650  \0$aGeotextiles.
=650  \0$aPermittivity.
=650  \0$aGeotextiles$xCongresses.
=650  \0$aSoil stabilization.
=650  \0$aGeossinte?ticos (congressos)
=650  14$aGeosynthetics.
=650  24$aGeotextiles.
=650  24$aPermittivity.
=650  24$aDeairing.
=650  24$aFlux.
=650  24$aDissolved oxygen content (DOC)
=700  1\$aLord, AE.,$eauthor.
=700  1\$aKoerner, RM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10963J.htm

=LDR  02896nab a2200637 i 4500
=001  GTJ10955J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10955J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10955J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624/.1513$223
=100  1\$aPoulos, SJ.,$eauthor.
=245  10$aCompaction Control and the Index Unit Weight /$cSJ. Poulos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aProcedures for measurement of percent compaction and several related practical issues are discussed. When measuring percent compaction, the "maximum" unit weight should be determined for each field unit weight test or nuclear unit weight measurement because minor differences in gradation and grain shape that are neither visually observable nor apparent from conventional gradation tests can have a significant effect on the "maximum" unit weight. A one-point compaction test should be performed as a minimum in most cases to reduce errors and the number of tests needed, to help focus on the soil type, and to help reduce conflicts with contractors.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aDensity.
=650  \0$aField unit weight.
=650  \0$aIndex unit weight.
=650  \0$aMaximum unit weight.
=650  \0$aMinimum unit weight.
=650  \0$aPercent compaction.
=650  \0$aRelative compaction.
=650  \0$aRelative density.
=650  \0$aRadiation$xMeasurement.
=650  \0$aRadiation dosimetry.
=650  \0$aGamma rays.
=650  14$aCompaction.
=650  24$aDensity.
=650  24$aField unit weight.
=650  24$aIndex unit weight.
=650  24$aMaximum unit weight.
=650  24$aMinimum unit weight.
=650  24$aPercent compaction.
=650  24$aRelative compaction.
=650  24$aRelative density.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10955J.htm

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=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10958J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10958J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE210
=082  04$a624.7/3$223
=100  1\$aGraham, J.,$eauthor.
=245  14$aThe Thawed Strength of Soil Compacted While Frozen :$bAn Introductory Study /$cJ. Graham, H. Fensury, DH. Shields.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aIn the northern United States and in Canada, expensive earthmoving equipment usually stands idle during winter months. Considerable overall economies would result if soil could be excavated, transported, and recompacted while frozen. If engineers are to accept winter operations with frozen soil, the soil after thawing should have a strength that approaches that of the same soil worked while unfrozen. This paper examines the strength of soil that is compacted while frozen and then thawed before shearing and compares it with the strength of the same soil compacted in an unfrozen state and never frozen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction fills.
=650  \0$aExcavation.
=650  \0$aFrozen fills.
=650  \0$aProcessing.
=650  \0$aStrength.
=650  \0$aThaw softening.
=650  \0$aTriaxial tests.
=650  \0$athawed fills.
=650  \0$aSoil mechanics.
=650  \0$ahighway fills.
=650  14$aCompaction fills.
=650  24$aHighway fills.
=650  24$aFrozen fills.
=650  24$aThawed fills.
=650  24$aTriaxial tests.
=650  24$aStrength.
=650  24$aThaw softening.
=650  24$aExcavation.
=650  24$aProcessing.
=700  1\$aFensury, H.,$eauthor.
=700  1\$aShields, DH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10958J.htm

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=001  GTJ10502J
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=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10502J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10502J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP159.C4
=082  04$a623.4/5119$223
=100  1\$aShen, C-K,$eauthor.
=245  10$aMicrocomputer Based Data Acquisition Systems for Centrifuge Modeling /$cC-K Shen, X-S Li, Y-S Kim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aA general discussion is given as to how microcomputer based data acquisition systems can be used in centrifuge model testing. Special attention is paid to the transmission of signals from the rotating section to the stationary section of the system. Both the direct and indirect methods of signal transmission are illustrated. Examples of applications are cited. It is concluded that the adoption of a computerized system can greatly enhance the accuracy and speed of the data acquisition process for centrifuge model studies of geotechnical structures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge model study.
=650  \0$aCentrifuges.
=650  \0$aConsolidation.
=650  \0$aData acquisition.
=650  \0$aInstrumentation.
=650  \0$aMicrocomputer.
=650  \0$aOil storage tank foundation.
=650  \0$aPore water pressures.
=650  \0$aSurface settlement.
=650  \0$aNuclear reactors.
=650  \0$aNuclear weapons.
=650  \0$aPlutonium$xIsotopes.
=650  14$aConsolidation.
=650  24$aCentrifuges.
=650  24$aData acquisition.
=650  24$aInstrumentation.
=650  24$aCentrifuge model study.
=650  24$aMicrocomputer.
=650  24$aOil storage tank foundation.
=650  24$aPore water pressures.
=650  24$aSurface settlement.
=700  1\$aLi, X-S,$eauthor.
=700  1\$aKim, Y-S,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10502J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10501J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10501J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP808
=082  04$a738.1$223
=100  1\$aBloomquist, DG.,$eauthor.
=245  10$aPlatform Orientation and Start-up Time During Centrifuge Testing /$cDG. Bloomquist, JL. Davidson, FC. Townsend.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aTwo techniques are introduced that improve the reliability of centrifuge testing of settling slurries. In the first, mechanical equipment modifications are described that allow a correct platform orientation to be achieved during flight. In the second, a simple mathematical equation is derived to account for the start-up period, during which the acceleration has not yet reached the final test level.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBucket orientation.
=650  \0$aCentrifuges.
=650  \0$aConsolidation.
=650  \0$aSedimentation.
=650  \0$aStart-up time.
=650  \0$aclays.
=650  \0$aCentrifuge.
=650  \0$aslurries.
=650  14$aCentrifuges.
=650  24$aSlurries.
=650  24$aClays.
=650  24$aSedimentation.
=650  24$aConsolidation.
=650  24$aBucket orientation.
=650  24$aStart-up time.
=700  1\$aDavidson, JL.,$eauthor.
=700  1\$aTownsend, FC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10501J.htm

=LDR  02394nab a2200505 i 4500
=001  GTJ10503J
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=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10503J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10503J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aHeuze, FE.,$eauthor.
=245  10$aSuggested Method for Estimating the In-Situ Modulus of Deformation of Rock Using the NX-Borehole Jack /$cFE. Heuze.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe NX-borehole jack is a widely used tool for estimating the deformability of rock masses in-situ. It applies unidirectional pressure to the walls of a rock borehole by means of two steel platens. In theory, the analysis of test data is straightforward: the modulus estimate requires a record of applied hydraulic pressure versus borehole diameter change, and a knowledge of the rock's Poisson's ratio. In practice, the above procedure, using the original theoretical formula, frequently has resulted in computing a material modulus that was demonstrably too low.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aJacks.
=650  \0$aModulus.
=650  \0$aRocks.
=650  \0$arock mechanics.
=650  \0$aboreholes.
=650  14$aRocks.
=650  24$aRock mechanics.
=650  24$aBoreholes.
=650  24$aJacks.
=650  24$aModulus.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10503J.htm

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=001  GTJ10500J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10500J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10500J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP159.C4
=082  04$a623.4/5119$223
=100  1\$aCheney, JA.,$eauthor.
=245  10$aDrum Centrifuge for Geotechnical Research /$cJA. Cheney, RJ. Fragaszy, AN. Schofield.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe use of a drum centrifuge for geotechnical research is described. This type of centrifuge is distinguished by its ability to carry a payload around the entire circumference of a rotating drum. This allows the formation of "endless" slopes and gives the centrifuge a large capacity at very low cost. The design and construction of the centrifuge is described in detail. Also, the test procedures used to conduct slope stability experiments, including consolidation of a clay slurry, in-flight cutting of the slope, and both short- and long-term stability tests are discussed. Deviations from true similarity, between model and prototype are listed, including fluctuation in acceleration, variation in water content, and stress paths. Possible future uses of the drum centrifuge are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuges.
=650  \0$aFabrication.
=650  \0$aModels.
=650  \0$aResearch.
=650  \0$aSoil mechanics.
=650  \0$aStability.
=650  \0$aNuclear reactors.
=650  \0$aNuclear weapons.
=650  \0$aPlutonium$xIsotopes.
=650  14$aCentrifuges.
=650  24$aModels.
=650  24$aStability.
=650  24$aSoil mechanics.
=650  24$aFabrication.
=650  24$aResearch.
=700  1\$aFragaszy, RJ.,$eauthor.
=700  1\$aSchofield, AN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10500J.htm

=LDR  03091nab a2200697 i 4500
=001  GTJ10499J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10499J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10499J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP159.C4
=082  04$a623.4/5119$223
=100  1\$aCheney, JA.,$eauthor.
=245  14$aThe Centrifuge as a Research Tool /$cJA. Cheney, RJ. Fragaszy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe principal uses of the centrifuge in geotechnical research are discussed following a short historical review. The principle of centrifuge modeling is based upon the requirement of similarity by model and prototype. This requirement can be determined either by analysis of governing differential equations or by dimensional analysis and the theory of models. Verification of similarity may be established by direct comparison with full-scale objects (usually prohibitively expensive) or by comparison with model tests at other scales (modeling of models). Centrifuge tests can also provide data for verification of numerical models and for theorizing on the fundamental behavior of soil structures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aCentrifuges.
=650  \0$aDimensional analysis.
=650  \0$aGeotechnical research.
=650  \0$aGravity scaling.
=650  \0$aGravity.
=650  \0$aModeling of models.
=650  \0$aModeling.
=650  \0$aPhysical modeling.
=650  \0$aSimilarity.
=650  \0$aTheory of models.
=650  \0$aNuclear reactors.
=650  \0$aNuclear weapons.
=650  \0$aPlutonium$xIsotopes.
=650  14$aCentrifuges.
=650  24$aGravity.
=650  24$aDimensional analysis.
=650  24$aPhysical modeling.
=650  24$aCentrifuge modeling.
=650  24$aModeling.
=650  24$aGeotechnical research.
=650  24$aSimilarity.
=650  24$aTheory of models.
=650  24$aModeling of models.
=650  24$aGravity scaling.
=700  1\$aFragaszy, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10499J.htm

=LDR  03181nab a2200637 i 4500
=001  GTJ10504J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10504J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10504J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aCharlie, WA.,$eauthor.
=245  10$aCyclic Triaxial Behavior of Monterey Number 0 and Number 0/30 Sands /$cWA. Charlie, MW. Muzzy, DA. Tiedemann, DO. Doehring.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aResults of a testing program to compare the cyclic triaxial behavior of Monterey No. 0 and No. 0/30 sands are presented. Monterey No. 0 sand, the standard sand used by Silver et al in 1976 to establish the performance specification for cyclic triaxial systems, is no longer available and a replacement is needed. The supplier of the test sand, Lone Star Industries, stopped producing No. 0 sand in 1977, and the 4500-kg (10 000-lb) supply stockpiled by the University of California at Berkeley is exhausted. Since 1977, Lone Star Industries has filled requests for Monterey No. 0 by shipping Monterey No. 0/30 sand. The results of a duplicate testing program conducted at two independent laboratories lead to questions regarding the validity of substituting No. 0/30 sand for No. 0 sand. When tested under identical conditions, the Monterey No. 0/30 sand yielded higher cyclic strengths than did Monterey No. 0 sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loads.
=650  \0$aGeotechnical engineering.
=650  \0$aLaboratory tests.
=650  \0$aLiquefaction.
=650  \0$aMonterey sands.
=650  \0$aSands.
=650  \0$aSoil strength.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$atriaxial tests.
=650  14$aLaboratory tests.
=650  24$aLiquefaction.
=650  24$aSands.
=650  24$aTriaxial tests.
=650  24$aCyclic loads.
=650  24$aGeotechnical engineering.
=650  24$aMonterey sands.
=650  24$aSoil strength.
=700  1\$aMuzzy, MW.,$eauthor.
=700  1\$aTiedemann, DA.,$eauthor.
=700  1\$aDoehring, DO.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10504J.htm

=LDR  03690nab a2200625 i 4500
=001  GTJ10498J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10498J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10498J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aEdil, TB.,$eauthor.
=245  10$aLaboratory Evaluation of Soil Suction Components /$cTB. Edil, SE. Motan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aA laboratory evaluation of the soil-water potential components (total, matrix, and osmotic suction) is presented using a series of clay specimens statically compacted dry- and wet-of-optimum. In unsaturated soils, moisture movement is controlled either by total or matrix suction depending upon the degree of unsaturation, whereas deformation and strength behavior is controlled primarily by matrix suction. Therefore, it is imperative to evaluate the suction components separately. Significant osmotic suction component was induced as a result of incomplete leaching of the sodium and calcium surface-saturated Grundite (initially prepared by treating the clay slurry with strong sodium chloride and calcium chloride solutions to achieve mass action of cations). Matrix suction was induced by equilibrating the specimens to different pressures on a ceramic-plated extractor. At equilibrium, total suction of the specimens was measured using a Peltier type psychrometer. Test results indicate the use and limitations of the psychrometric method and the interrelationship of suction components. Measured values of the total suction by the psychrometric method indicate more consistent results at moisture contents above the plastic limit. Below the plastic limit, the osmotic component, as deduced by the difference between total and induced matrix suctions, tends to decrease gradually with increasing matrix suction. It is found that the osmotic suction can be measured most suitably on pore-water extracts using psychrometry.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary pressures.
=650  \0$aCeramic-plate extractor.
=650  \0$aClays.
=650  \0$aMatrix suction.
=650  \0$aOsmotic suction.
=650  \0$aPsychrometer.
=650  \0$aSoils.
=650  \0$aUnsaturated soils.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aSoil Suction.
=650  14$aCapillary pressures.
=650  24$aSoils.
=650  24$aClays.
=650  24$aUnsaturated soils.
=650  24$aMatrix suction.
=650  24$aOsmotic suction.
=650  24$aPsychrometer.
=650  24$aCeramic-plate extractor.
=700  1\$aMotan, SE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10498J.htm

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=001  GTJ10505J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10505J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10505J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aHoward, AK.,$eauthor.
=245  14$aThe Revised ASTM Standard on the Unified Classification System /$cAK. Howard.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aASTM Test Method for Classification of Soils for Engineering Purposes (D 2487) was significantly revised in 1983. The revisions require that soil is to be classified by using both a symbol and a name, and the group names were standardized. Organic silts and clays were redefined to recognize that organic soils occur that plot above the "A" line on the plasticity chart. More precise guidelines were established, particularly with regard to plasticity, so that only one particular classification will result. If boarderline classifications are used, the classification symbols are separated with a slash with the classification symbol indicated using the standard appearing first. Appendixes give example written descriptions, preparation of soil for testing, and guidelines for using the system for materials such as shale, mudstone, crushed rock, and slag.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aSilts.
=650  \0$asoil classifications.
=650  \0$asoils.
=650  \0$asands.
=650  14$aSoil classifications.
=650  24$aSoils.
=650  24$aSands.
=650  24$aClays.
=650  24$aSilts.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10505J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10506J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10506J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA354.5
=082  04$a620.1126$223
=100  1\$aKovacs, WD.,$eauthor.
=245  10$aDiscussion of "Reproducible SPT Hammer Impact Force with an Automatic Free Fall SPT Hammer System" by C. O. Riggs, N. O. Schmidt, and C. L. Rassieur /$cWD. Kovacs.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorings.
=650  \0$aDrill holes.
=650  \0$aEnergy.
=650  \0$aHammer.
=650  \0$aImpact tests.
=650  \0$aPenetration tests.
=650  \0$aPenetration mechanics.
=650  14$aHammer.
=650  24$aImpact tests.
=650  24$aPenetration tests.
=650  24$aBorings.
=650  24$aDrill holes.
=650  24$aEnergy.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10506J.htm

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=001  GTJ10432J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10432J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10432J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA460
=082  04$a620.1/63$223
=100  1\$aRaumann, G.,$eauthor.
=245  12$aA Hydraulic Tensile Test with Zero Transverse Strain for Geotechnical Fabrics /$cG. Raumann.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aA novel tensile test method for geotextiles is described. The fabric is deformed in a tensile mode with zero transverse strain in the plane of the fabric. The force is supplied by hydraulic pressure to 200- by 800-mm (8- by 32-in.) test specimens. Stress-strain curves, cyclic behavior, and creep tests are reported and notable differences between different geotextiles are discussed. The test used was specifically developed to simulate fabric deformation under rutting conditions that occur in unpaved roads, but the test results are also relevant to many other field applications where the behavior involved is predominately tensile.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCreep.
=650  \0$aTensile strength.
=650  \0$astress-strain curves.
=650  \0$aMetals$xTesting.
=650  \0$ageotechnical fabrics.
=650  14$aGeotechnical fabrics.
=650  24$aStress-strain curves.
=650  24$aTensile strength.
=650  24$aCreep.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10432J.htm

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=005  20161219061000.0
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=024  7\$a10.1520/GTJ10433J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10433J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aLord, AE.,$eauthor.
=245  10$aDetermination of Attenuation and Penetration Depth of Microwaves in Soil /$cAE. Lord, RM. Koerner, JS. Reif.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aWhen probing soil with microwaves to locate water, seepage paths, buried metal objects, or other subsurface features, knowledge of two fundamental properties is required. The first, relative dielectric constant, was the subject of an earlier paper. The second, attenuation coefficient, which is used in determining microwave penetration depth, is the subject of this paper. The laboratory testing method in the L band frequency range (~ 1 GHz) used in this paper is based on open wire transmission line theory and is called OWL II. Using this method on a remolded beach sand, a clayey silt, and a Kaolinite clay at varying water contents (up to 20%) and densities it was found that the measurement technique is straightforward, convenient, rapid, and appears well suited to the evaluation of remolded soils in the laboratory; that attenuation for the three soils was in the range of 1 to 12 nepers/m; that attenuation increases with increasing volumetric water content; that attenuation is slightly lower in the clay soil than in the sand or silt; and that the effective penetration depths calculated with a simple model with these dielectric constant and attenuation data are in good keeping with those determined empirically in the field.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAttenuation.
=650  \0$aBuried object location.
=650  \0$aGroundwater location.
=650  \0$aMicrowaves.
=650  \0$aNondestructive tests.
=650  \0$aOpen wire transmission line theory.
=650  \0$aRadar.
=650  \0$aSeepage detection.
=650  \0$aSoil tests.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aMicrowaves in Soil.
=650  14$aSoil tests.
=650  24$aMicrowaves.
=650  24$aAttenuation.
=650  24$aNondestructive tests.
=650  24$aGroundwater location.
=650  24$aOpen wire transmission line theory.
=650  24$aRadar.
=650  24$aSeepage detection.
=650  24$aBuried object location.
=700  1\$aKoerner, RM.,$eauthor.
=700  1\$aReif, JS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10433J.htm

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=001  GTJ10435J
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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10435J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10435J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aKim, MM.,$eauthor.
=245  10$aMultistage Triaxial Testing of Rocks /$cMM. Kim, H-Y Ko.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aTo determine the constitutive properties of the components in a rock structure, triaxial tests are commonly carried out on cylindrical test specimens. The conventional triaxial test (designated the single-stage triaxial test) involves obtaining a peak strength for the specimen and, after its breakage, a residual strength. In the multistage triaxial test, however, several peak and residual strengths can be obtained from a single specimen. This technique enables the experimenter to conserve samples and to obtain more consistent strength data by eliminating sample variabilities for the construction of failure envelopes. The feasibility of this test is examined by comparing strength results for single-stage and multistage tests in terms of the cohesion and the friction angle, which are calculated from the failure envelopes constructed by the two different types of test data. The feasibility is confirmed for Pierre shale and Raton shale, but is doubtful for Lyons sandstone, which is very brittle.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesion.
=650  \0$aFractures.
=650  \0$aFriction angle.
=650  \0$aMohr failure theory.
=650  \0$aStrain rate.
=650  \0$aStress-strain curves.
=650  \0$aTriaxial tests.
=650  \0$aRocks.
=650  \0$aMineralogy.
=650  \0$arock mechanics.
=650  14$aRock mechanics.
=650  24$aTriaxial tests.
=650  24$aMohr failure theory.
=650  24$aCohesion.
=650  24$aFriction angle.
=650  24$aFractures.
=650  24$aStrain rate.
=650  24$aStress-strain curves.
=700  1\$aKo, H-Y,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10435J.htm

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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10434J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10434J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aHorn, HM.,$eauthor.
=245  10$aNorth American Experience in Sampling and Laboratory Dynamic Testing /$cHM. Horn.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b70
=520  3\$aThere have been marked improvements during the past 20 years in overall soil exploration practices in North America. Much of the improvement is the result of the stringent requirements associated with subsurface investigations of nuclear power plant sites. The improved practice includes block sampling in both cohesive and noncohesive deposits, the use of rotary drilling with mud in conjunction with a fixed-piston sampler, and the freezing of undisturbed samples of granular soil after they have been drained to minimize sample disturbance during shipment or handling. In-situ freezing of granular deposits as a means of stabilizing the soil, before sampling is a promising new concept, and X-radiography has proven to be a powerful tool in studies of soil structure and sample disturbance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrill holes.
=650  \0$aDynamics.
=650  \0$aEarthquakes.
=650  \0$aLaboratory testing.
=650  \0$aLiquefaction.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$asoil samplers.
=650  14$aSoil tests.
=650  24$aSoil samplers.
=650  24$aDrill holes.
=650  24$aDynamics.
=650  24$aLiquefaction.
=650  24$aEarthquakes.
=650  24$aLaboratory testing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10434J.htm

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=001  GTJ10440J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10440J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10440J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC762.6.M34
=082  04$a530$223
=245  00$aProceedings-First Conference on Acoustic Emission/Microseismic Activity in Geologic Structures and Materials.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcousticimaging.
=650  \0$aIonizing radiation.
=650  \0$aMicroseismic Activity.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10440J.htm

=LDR  02509nab a2200565 i 4500
=001  GTJ10436J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10436J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10436J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aFerrito, JM.,$eauthor.
=245  12$aA Compilation of Cyclic Triaxial Liquefaction Test Data /$cJM. Ferrito, JB. Forrest, G. Wu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aA data base on cyclical soil strength would be of significant assistance in many phases of site evaluation where detailed complete cyclical soil testing is not available or could not economically be obtained. The objective of this study was to develop a partial data base for determining the seismic strength of saturated cohesionless materials, and, by using this data base, to broaden understanding of the mechanism of soil liquefaction induced in the laboratory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarthquakes.
=650  \0$aPore pressure.
=650  \0$aSoil physical properties.
=650  \0$aTriaxial tests.
=650  \0$aliquefaction.
=650  \0$aSoilliquefaction.
=650  \0$asoil failure.
=650  14$aSoil physical properties.
=650  24$aEarthquakes.
=650  24$aLiquefaction.
=650  24$aTriaxial tests.
=650  24$aSoil failure.
=650  24$aPore pressure.
=700  1\$aForrest, JB.,$eauthor.
=700  1\$aWu, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10436J.htm

=LDR  02604nab a2200553 i 4500
=001  GTJ10437J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10437J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10437J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aSeGall, RA.,$eauthor.
=245  10$aProblems Associated with Permeability Tests of Shells /$cRA. SeGall, A. Arman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aA preliminary investigation into the use of clam shells as a filter material indicates that it may be inappropriate to use the falling-head permeability test to determine the permeability of this material. Where filters were used a reduction of permeability was observed as a result of clogging. Permeability increased when filters were removed from the test setup, even though there was a gradual increase of the finer particles of shell at the discharge end of the specimen. This behavior suggests the importance of proper modeling of actual field conditions where clam shells are incorporated in the design of a structure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCarbonates.
=650  \0$aClam shells.
=650  \0$aFilter stones.
=650  \0$aReynolds number.
=650  \0$apermeability.
=650  \0$aPermeability Tests.
=650  \0$aporous materials.
=650  14$aPermeability.
=650  24$aFilter stones.
=650  24$aPorous materials.
=650  24$aClam shells.
=650  24$aCarbonates.
=650  24$aReynolds number.
=700  1\$aArman, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10437J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10438J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10438J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aMayne, PW.,$eauthor.
=245  10$aDiscussion of "Normalized Deformation Parameters for Kaolin" By H. G. Poulos /$cPW. Mayne.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b62
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aDeformation.
=650  \0$aShear strength.
=650  \0$aSoil mechanics.
=650  14$aSoil mechanics.
=650  24$aShear strength.
=650  24$aDeformation.
=650  24$aClays.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10438J.htm

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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10808$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10808$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD930
=082  04$a628.1/6846$223
=100  1\$aCabral, AR.,$eauthor.
=245  10$aDetermination of the Soil Water Characteristic Curve of Highly Compressible Materials :$bCase Study of Pulp and Paper By-Product /$cAR. Cabral, L. Planchet, FA. Marinho, G. Lefebvre.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aA technique was developed for the determination of various points of the soil-water characteristic curve (SWCC)-including the air entry value (AEV)-of compressible materials from one single test. The testing setup, which employs the axis-translation technique, is presented and the testing methodology, explained. With the proposed methodology, it is possible to determine the volume of the sample at various stages of the desaturation process, thus making it possible to determine the degree of saturation and volumetric water content for each level of suction applied. The results of some tests performed on deinking residues (DR), a fibrous and highly compressible industrial by-product used in geoenvironmental works, are presented and discussed. It is shown that if volume changes that samples undergo during desaturation are not considered, the volumetric water content and degree of saturation of the sample is underestimated at all suction values. One important consequence is that lower hydraulic conductivities are obtained from mathematical models based on the SWCC.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir entry value.
=650  \0$aCapillary barriers.
=650  \0$aCharacteristic curve.
=650  \0$aDeinking residues.
=650  \0$aSuction.
=650  \0$aSoil Water.
=650  \0$aSoilnutrient management.
=650  \0$aWatershed management.
=650  14$aSuction.
=650  24$aCharacteristic curve.
=650  24$aAir entry value.
=650  24$aDeinking residues.
=650  24$aCapillary barriers.
=700  1\$aPlanchet, L.,$eauthor.
=700  1\$aMarinho, FA.,$eauthor.
=700  1\$aLefebvre, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10808.htm

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=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11233$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11233$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD899.M5
=082  04$a622/.49$223
=100  1\$aCabral, AR.,$eauthor.
=245  10$aDetermination of the Diffusion Coefficient of Oxygen for a Cover System Including a Pulp and Paper By-Product /$cAR. Cabral, P. Tremblay, G. Lefebvre.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b44
=520  3\$aAmong the several solutions that have been proposed to curb the problem posed by the generation of acid rock drainage (ARD), the placement of covers with capillary barrier effect (CCBE) has received particular attention. With the creation of a capillary barrier, oxygen has to migrate through a nearly saturated layer, a much slower process than in air. As a consequence, its availability is drastically reduced, reducing ARD generation. An experimental procedure was developed to obtain the diffusion coefficient of oxygen through compacted deinking residues, an organic matter-rich by-product of paper recycling. With the oxygen concentrations obtained as a function of time, it was possible to deduce the diffusion coefficients based on the best reproductions of laboratory results, using the computer code POLLUTE v.6. As expected, it was found that the diffusion coefficient-and the associated flux-is highly influenced by the degree of saturation of the sample. Beyond a threshold in the vicinity of 85%, a one order of magnitude drop in the diffusion coefficient was observed. A comparison of the results obtained with previously published data shows that deinking residues constitute a very effective oxygen barrier material due both to its ability to maintain a high degree of saturation and to rapidly consume oxygen. Given the latter, special care was needed in defining the most appropriate equipment design, sample preparation method, and testing procedure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary barrier.
=650  \0$aOxygen diffusion.
=650  \0$aPulp and paper by-products.
=650  \0$aacid rock drainage.
=650  \0$aAcid mine drainage.
=650  \0$aRock drainage.
=650  14$aAcid rock drainage.
=650  24$aCapillary barrier.
=650  24$aOxygen diffusion.
=650  24$aPulp and paper by-products.
=700  1\$aTremblay, P.,$eauthor.
=700  1\$aLefebvre, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11233.htm

=LDR  03135nab a2200589 i 4500
=001  GTJ11449
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11449$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11449$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGE155.E84
=082  04$a333.91/8/0975939$223
=100  1\$aStormont, JC.,$eauthor.
=245  10$aCharacterization of a Fiberglass Geotextile for Unsaturated In-Plane Water Transport /$cJC. Stormont, R. Ramos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThe methods and results of the characterization of a woven, multifilament fiberglass geotextile are described in this paper. The moisture characteristic curve was measured with capillary rise and hanging column methods for both wetting and drying paths. In-plane flow was first measured with a simple siphon test, followed by measurement of the unsaturated transmissivity using a constant suction permeameter. The fiberglass geotextile became transmissive during wetting at a suction of 100 mm, and remained transmissive during drying to a suction of 600 mm. A lateral drainage test with the fiberglass geotextile indicated that the geotextile accepted and laterally drained water infiltrating through a soil layer under suctions in excess of 600 mm. The fiberglass geotextile is shown to contain more water and is more transmissive at greater suctions compared to other geotextiles, and has considerable capacity to drain water under suction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary barrier.
=650  \0$aGecomposite capillary barrier drain.
=650  \0$aGeotextile.
=650  \0$aMoisture characteristic curve.
=650  \0$aSiphon.
=650  \0$adrainage.
=650  \0$ageocomposite.
=650  \0$aunsaturated transmissivity.
=650  14$aGeocomposite.
=650  24$aCapillary barrier.
=650  24$aGecomposite capillary barrier drain.
=650  24$aGeotextile.
=650  24$aMoisture characteristic curve.
=650  24$aUnsaturated transmissivity.
=650  24$aDrainage.
=650  24$aSiphon.
=700  1\$aRamos, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11449.htm

=LDR  02999nab a2200601 i 4500
=001  GTJ11503
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11503$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11503$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aPZ7.H4364
=082  04$a813/.54$223
=100  1\$aRahardjo, H.,$eauthor.
=245  12$aA Flume for Assessing Flux Boundary Characteristics in Rainfall-Induced Slope Failure Studies /$cH. Rahardjo, TT. Lee, EC. Leong, RB. Rezaur.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aRainfall-induced slope failure studies and slope hydrological behavior studies often require an assessment of the flux boundary characteristics of a slope. However, quantification of the flux boundary conditions across a slope surface with respect to rainfall, runoff, and infiltration is difficult. This paper introduces the design and field installation of a flume for high resolution monitoring of runoff data from a small catchment, particularly for rainfall-induced slope failure studies. The features of the flume include reliable and continuous runoff measurement at high resolution, options for accommodating various flow rates as dictated by the slope size, and portability. The flume can be used to quantify the flux boundary conditions required for seepage analyses associated with rainfall-induced slope failure studies.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aData logger.
=650  \0$aDepth probe.
=650  \0$aFlume.
=650  \0$aInfiltration.
=650  \0$aRunoff.
=650  \0$arainfall.
=650  \0$aRain and rainfall.
=650  \0$arainfall-induced slope failures.
=650  14$aRainfall.
=650  24$aRunoff.
=650  24$aInfiltration.
=650  24$aFlume.
=650  24$aDepth probe.
=650  24$aData logger.
=650  24$aRainfall-induced slope failures.
=700  1\$aLee, TT.,$eauthor.
=700  1\$aLeong, EC.,$eauthor.
=700  1\$aRezaur, RB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11503.htm

=LDR  02907nab a2200613 i 4500
=001  GTJ11388
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11388$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11388$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aMuhunthan, B.,$eauthor.
=245  10$aMeasurement of Energy and Strength of Sand at Critical State /$cB. Muhunthan, VS. Pillai, D. Olcott.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe energy input during shear deformation of sand is expended by three components: resistance against particle-to-particle frictional deformation, volumetric or nonrecoverable plastic deformation, and elastic deformation of the soil grains. These three components are identified for the shearing deformation of sand in triaxial compression using the energy balance principle. A new experimental technique to measure the elastic energy of sands is proposed. Shear resistance against particle-to-particle frictional deformation is then determined after applying corrections to the measured shear strength for plastic volumetric and elastic deformations. The shear resistance against particle-to-particle frictional deformation is shown to be the critical state strength of sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical state.
=650  \0$aDeformation.
=650  \0$aElastic.
=650  \0$aEnergy.
=650  \0$aPlastic.
=650  \0$aSands.
=650  \0$aShear strength.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aSands.
=650  24$aShear strength.
=650  24$aEnergy.
=650  24$aDeformation.
=650  24$aPlastic.
=650  24$aElastic.
=650  24$aCritical state.
=700  1\$aPillai, VS.,$eauthor.
=700  1\$aOlcott, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11388.htm

=LDR  03282nab a2200577 i 4500
=001  GTJ11756
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11756$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11756$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aMandeville, D.,$eauthor.
=245  10$aTrue Triaxial Testing System for Clay with Proportional-Integral-Differential (PID) Control /$cD. Mandeville, D. Penumadu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA flexible boundary electro-pneumatic true triaxial system has been developed for testing cohesive soil. The system is capable of applying principal stresses on each face of a cubical specimen using a Proportional-Integral-Differential (PID) based closed loop control algorithm. This device has the ability to measure both the internal and external pore pressures for a 102-mm cubical specimen and uses custom developed Butyl rubber membranes. Measurement of the internal pore pressure is accomplished using a needle piezometer. Appropriate software has been developed that can automatically perform saturation, isotropic or Ko consolidation, and shear testing under stress or strain control along various stress or strain paths. Using this system, results from isotropically consolidated triaxial compression and triaxial extension stress paths are presented for cubical kaolin specimens. Comparative tests using conventional cylindrical specimens using lubricated ends were also performed. Issues related to the interference of the flexible membranes, uniformity of strains and bifurcations, interpreted friction angles, and undrained shear strength are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aPID control.
=650  \0$aPore pressure.
=650  \0$aStress-strain behavior.
=650  \0$aTrue triaxial testing.
=650  \0$aUniformity.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aTrue triaxial testing.
=650  24$aClay.
=650  24$aPID control.
=650  24$aStress-strain behavior.
=650  24$aUniformity.
=650  24$aPore pressure.
=700  1\$aPenumadu, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11756.htm

=LDR  02730nab a2200529 i 4500
=001  GTJ10860
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10860$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10860$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE389.625
=082  04$a552/.5$223
=100  1\$aPrakash, K.,$eauthor.
=245  10$aFree Swell Ratio and Clay Mineralogy of Fine-Grained Soils /$cK. Prakash, A. Sridharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe dominant clay minerals present in fine-grained soils control the physical and engineering behavior of the soils. Determination of the dominant clay minerals in the soils, at present, requires procedures involving sophisticated instrumentation and the knowledge to interpret the results from such tests. A user-friendly approach based on free swell ratio, defined as the ratio of the equilibrium sediment volume of 10-g oven dried soil in distilled water to that in carbon tetra chloride, has emerged as a simple methodology to predict the clay mineral(s) present in the soil as either montmorillonitic or kaolinitic type quite satisfactorily. The validation of the proposed free swell ratio method has been done with exhaustive experimental data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay minerals.
=650  \0$aFine-grained soils.
=650  \0$aFree swell ratio.
=650  \0$aSediment volume.
=650  \0$aX-ray diffraction.
=650  \0$aClay minerals$xIndustrial applications.
=650  14$aClay minerals.
=650  24$aFine-grained soils.
=650  24$aFree swell ratio.
=650  24$aSediment volume.
=650  24$aX-ray diffraction.
=700  1\$aSridharan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10860.htm

=LDR  03530nab a2200625 i 4500
=001  GTJ10558
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10558$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10558$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA276
=082  04$a519$223
=100  1\$aOoi, PSK,$eauthor.
=245  10$aExamination of Proof Test Extrapolation for Drilled Shafts /$cPSK Ooi, BKF Chang, GY. Seki.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThe difference between a load test and a proof test is that in a load test, the foundation is loaded to failure, whereas in a proof test, it is usually tested to the design load times the desired margin of safety, and failure may not necessarily be reached. Paikowsky and Tolosko (1999) presented and examined methodologies for obtaining the ultimate capacity from proof test data for driven piles. Load test data on drilled shafts supporting the H-3 freeway viaduct on the island of Oahu in Hawaii are used to test six extrapolation techniques by incrementally truncating the load versus settlement data and then comparing the predicted with measured capacities. With some limitations, several of these methods can be used to provide very reliable estimates of capacity of drilled shafts from proof tests, verifying the recommendations of Paikowsky and Tolosko. The more reliable methods and their limitations are identified and ways of maximizing the accuracy are suggested. With increased confidence in the use of extrapolation techniques, substantial savings can be realized in the construction industry and the engineering community. Also, in deriving the top-down load-settlement curves for the shafts tested with the Osterberg load cell, a simple method is proposed to account for the elastic compression of the shaft.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeep foundations.
=650  \0$aDrilled shafts.
=650  \0$aElastic compression.
=650  \0$aLoad test.
=650  \0$aOsterberg load cell.
=650  \0$aProof test.
=650  \0$aUltimate capacity.
=650  \0$aextrapolation.
=650  \0$aInterpolation.
=650  \0$aTime-series analysis.
=650  14$aDeep foundations.
=650  24$aDrilled shafts.
=650  24$aElastic compression.
=650  24$aExtrapolation.
=650  24$aLoad test.
=650  24$aProof test.
=650  24$aUltimate capacity.
=650  24$aOsterberg load cell.
=700  1\$aChang, BKF,$eauthor.
=700  1\$aSeki, GY.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10558.htm

=LDR  02529nab a2200505 i 4500
=001  GTJ11433
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11433$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11433$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA273.6
=082  04$a519.2/4$223
=100  1\$aMarosi, KT.,$eauthor.
=245  10$aCharacterization of SASW Phase Angle and Phase Velocity Measurement Uncertainty /$cKT. Marosi, DR. Hiltunen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aThe spectra-analysis-of-surface-waves (SASW) method is a nondestructive test for characterization of the variation with depth of the shear wave velocity of soils. While the testing procedure is well developed, only one preliminary study has investigated measurement uncertainty associated with SASW, and the methods utilized to quantify measurement uncertainty were prohibitive to routine assessment. Knowledge of this uncertainty, and ability to include its assessment in routine testing, would allow for inclusion of SASW results in reliability based design and in assessment of the spatial variability of shear modulus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aUncertainty.
=650  \0$anormal distribution.
=650  \0$acoefficient of variation.
=650  \0$aphase velocity.
=650  14$aCoefficient of variation.
=650  24$aNormal distribution.
=650  24$aPhase velocity.
=650  24$aSASW.
=650  24$aUncertainty.
=700  1\$aHiltunen, DR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11433.htm

=LDR  02752nab a2200577 i 4500
=001  GTJ11392
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11392$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11392$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aWang, X.,$eauthor.
=245  10$aLeak-Free Pressure Plate Extractor For Measuring the Soil Water Characteristic Curve /$cX. Wang, CH. Benson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aA new pressure plate extractor, referred to as the leak-free pressure plate extractor (LFPPE), is described where air leakage around the ceramic plate effectively is eliminated. The LFPPE was designed so that it would be robust, easy to use, and readily assembled and disassembled for testing and maintenance. An example shows that the LFPPE yields a soil water characteristic curve (SWCC) that is consistent with portions of the SWCC measured with other independent methods (chilled mirror hygrometer and hanging column). A testing procedure is also described that has been employed for measuring numerous SWCCs with the LFPPE without an incident of air leakage.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHygrometer.
=650  \0$aPressure plate.
=650  \0$aSoil water characteristic curve.
=650  \0$aSuction.
=650  \0$aUnsaturated soil.
=650  \0$aWater retention.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aSoil water characteristic curve.
=650  24$aSuction.
=650  24$aUnsaturated soil.
=650  24$aPressure plate.
=650  24$aHygrometer.
=650  24$aWater retention.
=700  1\$aBenson, CH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11392.htm

=LDR  03363nab a2200625 i 4500
=001  GTJ11431
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11431$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11431$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHD1696.5.M628
=082  04$a551.48$223
=100  1\$aTami, D.,$eauthor.
=245  12$aA Physical Model for Sloping Capillary Barriers /$cD. Tami, H. Rahardjo, E-C Leong, DG. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aA physical capillary barrier model has been developed to study the mechanism and the effectiveness of a capillary barrier for slope stabilization purposes. A sloping two-layer capillary barrier model consisting of a relatively fine soil layer over a relatively coarse soil layer was constructed inside a specially designed apparatus. Simulated rainfalls of different intensities and durations representative of tropical climatic conditions were applied through a rainfall simulator. Various instruments consisting of tensiometers for pore-water pressure measurement, time domain reflectometry (TDR) for water content measurement, magnetic flow meter and electronic weight balances for water balance measurements were used in the experiment. The results obtained from various types of instrumentation were in good agreement. The experimental results show that the performance of the capillary barrier under the influence of a high precipitation rate is primarily governed by the storage capacity of the relatively fine soil of the capillary barrier.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary barrier.
=650  \0$aMatric suction.
=650  \0$aPhysical model.
=650  \0$aPore-water pressure.
=650  \0$aSoil-water characteristic curve.
=650  \0$aUnsaturated water flow.
=650  \0$awater balance.
=650  \0$aWater resources development.
=650  \0$avolumetric water content.
=650  14$aCapillary barrier.
=650  24$aPhysical model.
=650  24$aUnsaturated water flow.
=650  24$aPore-water pressure.
=650  24$aVolumetric water content.
=650  24$aWater balance.
=650  24$aSoil-water characteristic curve.
=650  24$aMatric suction.
=700  1\$aRahardjo, H.,$eauthor.
=700  1\$aLeong, E-C,$eauthor.
=700  1\$aFredlund, DG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11431.htm

=LDR  03168nab a2200637 i 4500
=001  GTJ10775J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10775J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10775J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD196
=082  04$a620.192042$223
=100  1\$aRaad, L.,$eauthor.
=245  12$aA Mechanistic Model for Strength and Fatigue of Cement-Treated Soils /$cL. Raad.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aA mechanistic model for strength and fatigue of cement-treated soils is developed using the Griffith failure theory for the purpose of understanding the structural behavior of cement-treated bases in pavements. Failure under static loads is assumed to occur when the tensile stress at the tip of the most critically oriented flaw reaches a value characteristic of the material. This static failure model is used to study fatigue behavior under repeated stresses. Results of repeatedload triaxial tests on a clayey gravel soil cement are used to define fatigue failure criteria for cement-treated soils. The analytical fatigue model developed is used to derive a cumulative damage hypothesis. According to this hypothesis, fatigue behavior under compound loading depends on the sequence and magnitude of applied loads and the curing age of the cement-treated material. The hypothesis also suggests that Miner's rule could lead to unconservative predictions of fatigue life under random loading conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFailure criteria.
=650  \0$aFatigue.
=650  \0$aModels.
=650  \0$aPavements.
=650  \0$aRepeated loading.
=650  \0$aSoil cement.
=650  \0$aSoil tests.
=650  \0$aStrength.
=650  \0$aTriaxial tests.
=650  \0$aSoilcement.
=650  \0$aInorganic polymers.
=650  \0$aPolymer-impregnatedcement.
=650  14$aSoil tests.
=650  24$aSoil cement.
=650  24$aFailure criteria.
=650  24$aRepeated loading.
=650  24$aStrength.
=650  24$aFatigue.
=650  24$aPavements.
=650  24$aModels.
=650  24$aTriaxial tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10775J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10777J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10777J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aRamana, KV.,$eauthor.
=245  10$aConstant-Volume Triaxial Tests to Study the Effects of Membrane Penetration /$cKV. Ramana, VS. Raju.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aIn conventional undrained triaxial tests a rubber membrane is used to confine soil samples. This rubber membrane penetrates the peripheral voids of the sand sample and causes volume changes under varying effective confining pressures during shear. These volume changes invalidate the no-volume-change condition of an undrained test and lead to considerable and even unsafe errors in pore pressure measurements and thus in measurements of static undrained strength and liquefaction resistance. In order to make a qualitative study of the influence of membrane penetration on pore pressure development in static and cyclic tests, constant-volume triaxial tests were performed on saturated sand samples. Resulting pore pressure response and stress path behavior are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant-volume tests.
=650  \0$aMembrane penetration.
=650  \0$aPore water pressures.
=650  \0$aSands.
=650  \0$aSoil tests.
=650  \0$aStress paths.
=650  \0$aliquefaction.
=650  \0$asoil liquefaction.
=650  \0$atriaxial tests.
=650  14$aSoil tests.
=650  24$aTriaxial tests.
=650  24$aPore water pressures.
=650  24$aLiquefaction.
=650  24$aSands.
=650  24$aMembrane penetration.
=650  24$aConstant-volume tests.
=650  24$aStress paths.
=700  1\$aRaju, VS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10777J.htm

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=001  GTJ10780J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10780J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10780J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE24.I8
=082  04$a624.151$223
=100  1\$aElton, DJ.,$eauthor.
=245  14$aThe Effect of Elastic Tube Strength on the Pressuremeter Modulus /$cDJ. Elton.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aA study of the effect of elastic tube strength on the pressuremeter modulus is presented. By using probes with different strength tubes in adjacent boreholes, a comparison of pressuremeter moduli was made. While the tubes varied in their resistance to inflation, the effect on the modulus was negligible. It is suspected that the effect might be more significant in very soft soils. The sensitivity of the pressuremeter was not affected by the changing elasticity of the tubes. The unusual shape of the inflated probe was noted.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElasticity modulus.
=650  \0$aField tests.
=650  \0$aMembranes.
=650  \0$aPressure-measuring instruments.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$asoil mechanics.
=650  14$aSoil tests.
=650  24$aSoil mechanics.
=650  24$aPressure-measuring instruments.
=650  24$aMembranes.
=650  24$aElasticity modulus.
=650  24$aField tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10780J.htm

=LDR  02635nab a2200565 i 4500
=001  GTJ10779J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10779J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10779J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aKovacs, WD.,$eauthor.
=245  10$aResults and Interpretation of SPT Practice Study /$cWD. Kovacs.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aGeotechnical engineers in the United States commonly use the results of the ASTM Penetration Test and Split-Barrel Sampling of Soils (D 1586) in subsurface investigations for routine foundation design. Wide variations occur in standard penetration test (SPT) results because the present standard does not address some of the variables that control the energy delivered to the sampler. Current methods of performing the SPT in the United States were surveyed and the results are reported and interpreted. The purpose of the survey was to aid in bringing current practice to a more uniform state and to provide information for the next revision of ASTM D 1586.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrills.
=650  \0$aIn situ test.
=650  \0$aPractice.
=650  \0$aSamplers.
=650  \0$aStandard penetration tests.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$apenetration tests.
=650  14$aSoil tests.
=650  24$aPenetration tests.
=650  24$aSamplers.
=650  24$aDrills.
=650  24$aIn situ test.
=650  24$aStandard penetration tests.
=650  24$aPractice.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10779J.htm

=LDR  02404nab a2200529 i 4500
=001  GTJ10778J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10778J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10778J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD565
=082  04$a541.3/72$223
=100  1\$aBrand, EW.,$eauthor.
=245  12$aA Note on the Conductivity of Electrolytes for Analog Models /$cEW. Brand, J. Premchitt.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aDuring the measurement of piezometer shape factors with an electrolytic tank, it was found that the electrolyte resistance was temperature-dependent to an appreciable extent. A study of temperature effects showed that the conductivity of ordinary tap water varied by only 1.9% per ° C, compared to almost twice as much for copper sulfate solutions. It was concluded that tap water was the more suitable electrolyte where extremely accurate measurements are to be made in an electric analog model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnalogs.
=650  \0$aModels.
=650  \0$aPore-water pressures.
=650  \0$aSoil tests.
=650  \0$aelectrolytes.
=650  \0$aAnalog Models.
=650  14$aSoil tests.
=650  24$aAnalogs.
=650  24$aElectrolytes.
=650  24$aPore-water pressures.
=650  24$aModels.
=700  1\$aPremchitt, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10778J.htm

=LDR  02982nab a2200601 i 4500
=001  GTJ10776J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10776J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10776J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4/32$223
=100  1\$aKura?z?, V.,$eauthor.
=245  10$aTesting of a Field Dielectric Soil Moisture Meter /$cV. Kura?z?.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe functional relationship between dielectric constant and soil content has been applied to the development of a dielectric soil water moisture meter based on converter capacitance-frequency. A measured capacitance forms part of the tuning capacitance of an oscillator and causes a definite frequency deviation. A cylindrical probe fitted with an oscillator is used to measure the electrical field. The author has determined the basic characteristics of the instrument-center of sensitivity, radius of the electrical field, and influence of soil properties, particularly changes in bulk density, chemical composition, and temperature. The device is applicable for either continuous use, with the probe permanently built in to the soil layer, or use with the probe sliding inside an access tube, in which case the vertical distribution of soil moisture is measured. Field calibration of the meter is required.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBulk density.
=650  \0$aCalibration.
=650  \0$aChemical composition.
=650  \0$aField tests.
=650  \0$aSoil moisture.
=650  \0$aSoil tests.
=650  \0$aTemperature.
=650  \0$aSoilmoisture.
=650  \0$aSoilphysics.
=650  \0$adielectrics.
=650  14$aSoil tests.
=650  24$aSoil moisture.
=650  24$aDielectrics.
=650  24$aField tests.
=650  24$aBulk density.
=650  24$aChemical composition.
=650  24$aTemperature.
=650  24$aCalibration.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10776J.htm

=LDR  03358nab a2200637 i 4500
=001  GTJ10774J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10774J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10774J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aMamlouk, MS.,$eauthor.
=245  10$aProperties of Asphalt-Stabilized Aggregates from Evaluation of Laboratory Prepared Specimens /$cMS. Mamlouk, LE. Wood.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThe tensile and resilient characteristics of the cold-mixed asphalt-stabilized aggregates were investigated in the laboratory using the indirect tensile and resilient modulus techniques. The mixture was also characterized by using the Marshall equipment that is frequently used in asphalt concrete mix design. Specimens were fabricated with emulsified asphalt, two aggregate types, two emulsion contents, and two initial added moisture contents. The properties of the mixture were evaluated at different curing conditions and test temperatures. Comparisons were made between dry and vacuum saturated specimens to evaluate the moisture resistance of the mixture. It was found that the mixture properties were largely affected by temperature. In addition, curing increased the tensile resistance and the resilient modulus values. Aggregate type, asphalt content, and initial added moisture content altered the properties of the mixture at different degrees. Vacuum saturation affected the mixture characteristics to some extent. Other properties such as density, moisture content, and air voids were evaluated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAsphalt emulsion.
=650  \0$aBituminous stabilization.
=650  \0$aEmulsions.
=650  \0$aIndirect tension.
=650  \0$aMarshall test.
=650  \0$aResilient modulus.
=650  \0$aTemperature.
=650  \0$aWater damage.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$aSpecimens.
=650  14$aSoil tests.
=650  24$aBituminous stabilization.
=650  24$aEmulsions.
=650  24$aTemperature.
=650  24$aIndirect tension.
=650  24$aAsphalt emulsion.
=650  24$aResilient modulus.
=650  24$aMarshall test.
=650  24$aWater damage.
=700  1\$aWood, LE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10774J.htm

=LDR  03816nab a2200505 i 4500
=001  GTJ103840
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103840$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103840$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aSu, D.,$eauthor.
=245  10$aResistance of Short, Stiff Piles to Multidirectional Lateral Loadings /$cD. Su.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aLateral loads applied to pile foundations in some cases are multidirectional. However, most of the past studies only considered soil-pile interaction under unidirectional horizontal loadings. This paper describes a comprehensive experimental study on a pile-sand system under both unidirectional and multidirectional horizontal loadings using a computer numerically controlled biaxial motion platform. The displacement paths at the pile head include unidirectional regular paths, cross paths, figure-8 paths, and unidirectional and multidirectional irregular paths with different displacement amplitudes and different aspect ratios of the displacement amplitudes along two horizontal directions (?). The test results indicate that the preloading along one horizontal direction influences the subsequent response along the orthogonal horizontal direction, in terms of the pile resistance and the direction of the force increment vector. In the figure-8 tests, the shapes of the force-displacement curves in most cases differ significantly from that obtained from the unidirectional regular test and different from the unidirectional regular test, the maximum forces appear before the displacements reach the maximum values. In these tests, the direction of the force increment vector always deviates from the direction of the displacement increment vector. According to the results of the regular and irregular loading tests, the lateral resistance of the pile under the multidirectional paths is generally lower than that under the unidirectional path, and the degree of reduction increases with the aspect ratio (?). The ratio of force (rF), defined as the maximum force in the multidirectional tests to that in the unidirectional test, can be expressed as an exponential function of ?. Considering that the reduction in the resistance can reach as large as about 30%, overlooking the multidirectional loading effect can lead to unconservative analysis or design in some cases.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAspect ratio.
=650  \0$aLateral resistance.
=650  \0$apile.
=650  \0$asand.
=650  \0$amultidirectional loading.
=650  14$aLateral resistance.
=650  24$aMultidirectional loading.
=650  24$aSand.
=650  24$aPile.
=650  24$aAspect ratio.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103840.htm

=LDR  03820nab a2200577 i 4500
=001  GTJ103880
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103880$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103880$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA329.8
=082  04$a515.7248$223
=100  1\$aYehia Abd Elaziz, Ahmed,$eauthor.
=245  10$aAxial Behaviour of Hollow Core Micropiles Under Monotonic and Cyclic Loadings /$cAhmed Yehia Abd Elaziz, M. Hesham El Naggar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe use of hollow core bars in micropiles has greatly increased over the past ten years. Hollow core construction, also termed self drilled, is becoming a popular option because it allows a faster installation processes and ground improvement at the same time. This paper presents a field study on the behaviour of single hollow core micropiles in stiff silty clay deposit. Four hollow core micropiles were installed using an air flushing technique employing large drilling carbide bits. Ten axial tests were conducted on the four micropiles, including three compression tests, two tension monotonic axial tests, four compression cyclic tests, and one tension cyclic axial tests. The results of the full-scale loading tests are presented and analyzed in terms of load displacement curves. The results of the monotonic testing phase showed that the bond strength values (?bond) suggested by the Federal Highway Administration in 2000 for the silty clay deposits may be underestimated when considering hollow core micropiles as type B micropile grouting. The response of the micropiles to cyclic loading is considered satisfactory. No sign of full debonding occurring at the pile-soil interface was observed after 15 load cycles with cyclic load amplitude of 33 % of the micropile design load. The stiffness of most micropiles remained almost constant after the cyclic loading. However, the pile head movement increased after the cyclic loading due to limited strain softening behaviour of the soil deposit occurs at the grout/ground interface. The results showed that the micopile's performance in stiff clay is not sensitive to minor changes in cyclic load amplitudes, but sensitive to the magnitude and rate of the total applied load.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBond strength.
=650  \0$aCyclic.
=650  \0$aHollow core.
=650  \0$aMicropile.
=650  \0$aMonotonic.
=650  \0$aStiffness.
=650  \0$aMonotonicfunctions.
=650  \0$aMonotone operators.
=650  \0$aCyclic Loadings.
=650  14$aHollow core.
=650  24$aMicropile.
=650  24$aMonotonic.
=650  24$aCyclic.
=650  24$aBond strength.
=650  24$aStiffness.
=700  1\$aHesham El Naggar, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103880.htm

=LDR  03144nab a2200505 i 4500
=001  GTJ103204
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103204$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103204$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aRandy Rainwater, N.,$eauthor.
=245  10$aMeasurement of Total Soil Suction Using Filter Paper :$bInvestigation of Common Filter Papers, Alternative Media, and Corresponding Confidence /$cN. Randy Rainwater, Lori A. McDowell, Eric C. Drumm.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aThe small range of moisture contents measured with typical filter paper media in test method ASTM D5298 Measurement of Soil Potential (Suction) Using Filter Paper, require that the mass of the paper be measured to 0.0001 g. The accuracy and resolution of several readily available filter papers was investigated, along with investigating a polymer material as a possible alternative media. The importance of calibrating the filter paper was supported by the study, and suggested that because the slope of the calibration curve varies from paper to paper, the filter papers with the capability of measuring a broad range of water contents (low slope of the water content suction calibration curve) provide increased measurement resolution. The polymer media strips were found to have a much greater range of the moisture content than any of the filter papers, providing even greater resolution in the prediction of suction. The polymer strips performed just as well as the filter papers and showed repeatability in the measured suction values. The primary limitation in using polymer material is the lack of mass production of the material in a form suitable for suction measurements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSuction.
=650  \0$asoilsuction.
=650  \0$apotential.
=650  \0$amatric.
=650  14$aSuction.
=650  24$aPotential.
=650  24$aMatric.
=650  24$aD5298.
=700  1\$aMcDowell, Lori A.,$eauthor.
=700  1\$aDrumm, Eric C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103204.htm

=LDR  02901nab a2200565 i 4500
=001  GTJ102728
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102728$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102728$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aCerato, Amy B.,$eauthor.
=245  10$aDielectric Measurement of Soil-electrolyte Mixtures in a Modified Oedometer Cell Using 400 kHz to 20 MHz Electromagnetic Waves /$cAmy B. Cerato, Botao Lin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe dielectric properties of soil have been shown to be a good indicator of moisture, contamination, and mineralogy and have been studied in order to gain a better insight into macroscopic soil behavior. Calibration factors for the measurement of real relative permittivity and effective conductivity are discussed and measured in this study. Based on the use of calibration factors, this article presents a convenient approach of dielectric measurement of soil-electrolyte mixtures in an oedometer-like cell using electromagnetic waves at a frequency range of 400 kHz-20 MHz to study the behavior of the mixtures. The effects of volumetric water content, chemical composition, anisotropy, and soil type are assessed based on the proposed measurement approach and the results are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration factor.
=650  \0$aClay.
=650  \0$aConductivity.
=650  \0$aDielectric properties.
=650  \0$aModified oedometer cell.
=650  \0$aPermittivity.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aDielectric properties.
=650  24$aPermittivity.
=650  24$aConductivity.
=650  24$aCalibration factor.
=650  24$aModified oedometer cell.
=650  24$aClay.
=700  1\$aLin, Botao,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102728.htm

=LDR  03185nab a2200553 i 4500
=001  GTJ103343
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103343$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103343$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNA4160
=082  04$a720$223
=100  1\$aPuppala, Anand J.,$eauthor.
=245  10$aInclined Tensile Load Testing on Short Drilled Shafts /$cAnand J. Puppala, Thornchaya Wejrungsikul, Richard S. Williammee, W. Thomas Witherspoon, Nicasio Lozano.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aSeveral drilled shafts supporting three-cable median barrier systems failed in North Texas during severe winter storms in 2006-2007. The original design of these foundations did not consider both uplift and lateral forces acting on the shafts at the same time. Since the barrier cables were fastened to the drilled shafts at an angle, it is hypothesized that an inclined pullout from both cable contraction due to seasonal temperature changes and soil softening may have contributed to the foundation failures. Hence, an attempt is made to design, conduct, and study inclined load tests on various drilled shafts of different dimensions. A total of twelve load tests were conducted on different drilled shafts in both summer and winter. This paper presents a summary of inclined load resistances of drilled shafts and vertical and horizontal movements from various types of instrumentation including the MEMS based system. The test results are also analyzed to explain the seasonal effects on the resistances of drilled shaft foundations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrilled shaft.
=650  \0$aInclined tensile load.
=650  \0$atensile.
=650  \0$auplift capacity.
=650  \0$adeep foundation.
=650  14$aDeep foundation.
=650  24$aDrilled shaft.
=650  24$aInclined tensile load.
=650  24$aUplift capacity.
=650  24$aAnd lateral load.
=700  1\$aWejrungsikul, Thornchaya,$eauthor.
=700  1\$aWilliammee, Richard S.,$eauthor.
=700  1\$aThomas Witherspoon, W.,$eauthor.
=700  1\$aLozano, Nicasio,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103343.htm

=LDR  04314nab a2200625 i 4500
=001  GTJ103365
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103365$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103365$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP245.Z7
=082  04$a681/.2$223
=100  1\$aWeil, Matthew H.,$eauthor.
=245  10$aSeismic and Resistivity Measurements for Real-Time Monitoring of Microbially Induced Calcite Precipitation in Sand /$cMatthew H. Weil, Jason T. DeJong, Brian C. Martinez, Brina M. Mortensen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aA variety of biogeochemical processes, from inorganic mineral precipitation to bio-film formation to bio-gas generation, are being investigated as alternative methods to improve soil properties. Every process applied in a geotechnical application requires the ability to monitor the progression of treatment, preferably in real time. While monitoring of the biogeochemical processes is necessary to properly apply and manage the treatment process, ultimately verification that the treatment is improving the engineering soil properties as desired is necessary. Because direct measurements of soil properties (e.g., strength tests) during treatment are infeasible, the use of indirect non-destructive measurements during treatment is desirable. Development of these real-time, non-destructive measurements would increase the "certainty of execution" of bio-treatment methods. To this end, seismic velocity, and resistivity measurements are examined herein to assess their ability to monitor the extent and spatial distribution of microbially induced calcite precipitation (MICP) in sands. Shear wave velocity (S-wave) test results are used to develop a generalized correlation to the precipitated calcite mass; this in turn enables prediction of changes in void ratio (porosity), density, and shear modulus during treatment. Compression wave velocity (P-wave) measurements are determined under different saturation conditions and used in combination with S-wave measurements to observe how the Poisson's ratio evolved during treatment. The applicability of resistivity measurements for monitoring the MICP treatment process is also examined. Finally, the seismic properties of MICP treated sand are compared with other conventional materials and the implications of these results for real-time monitoring during future field-scale applications discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBio-mediated soil improvement.
=650  \0$aCompressive wave velocity.
=650  \0$aConductivity.
=650  \0$aGeophysical measurements.
=650  \0$aReal-time monitoring.
=650  \0$aResistivity.
=650  \0$aShear wave velocity.
=650  \0$aElectrolytes$xConductivity.
=650  \0$aBiosensors.
=650  14$aMicrobially induced calcite precipitation.
=650  24$aGeophysical measurements.
=650  24$aShear wave velocity.
=650  24$aCompressive wave velocity.
=650  24$aResistivity.
=650  24$aConductivity.
=650  24$aBio-mediated soil improvement.
=650  24$aReal-time monitoring.
=700  1\$aDeJong, Jason T.,$eauthor.
=700  1\$aMartinez, Brian C.,$eauthor.
=700  1\$aMortensen, Brina M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103365.htm

=LDR  02830nab a2200517 i 4500
=001  GTJ104156
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104156$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104156$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN281
=082  04$a622.24$223
=100  1\$aKalinski, M. E.,$eauthor.
=245  12$aA Small, Lightweight Borehole Receiver for Crosshole and Downhole Seismic Testing /$cM. E. Kalinski.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aCrosshole and downhole seismic testing have traditionally employed the use of a downhole receiver consisting of geophones in a sealed container along with a separate inflatable bladder for seating the geophones against the inside of the boring. This configuration has been used with success, but these receivers can be relatively large and heavy. As an alternative, a smaller, lighter borehole receiver design has been developed. The prototype tool is approximately 19 cm (7.5 in.) long and 6.4 cm (2.5 in.) in diameter, and it weighs less than 0.68 kg (1.5 lb). The new design is a single pressuremeter-like unit in which small accelerometers are glued to the inside of an inflatable membrane. When inflated, the accelerometers are pressed against the borehole wall or casing, and excellent coupling is achieved. Typical results from field testing indicate that the new tool produces reliable results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerometer.
=650  \0$aBorehole logging.
=650  \0$aCrosshole seismic.
=650  \0$aDownhole seismic.
=650  \0$aShear wave velocity.
=650  \0$aBoring.
=650  14$aCrosshole seismic.
=650  24$aDownhole seismic.
=650  24$aShear wave velocity.
=650  24$aAccelerometer.
=650  24$aBorehole logging.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104156.htm

=LDR  03310nab a2200601 i 4500
=001  GTJ102889
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102889$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102889$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBriaud, J.-L.,$eauthor.
=245  14$aThe Pocket Erodometer Test :$bDevelopment and Preliminary Results /$cJ.-L. Briaud, M. Bernhardt, M. Leclair.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aOver the last 20 years, several tools have been developed in an effort to quantify the erodibility of a soil; however, they all require a significant amount of time for set up and sample preparation. The pocket erodometer test (PET) is a simple test which can be performed in a few seconds with an inexpensive, compact, and very light instrument. The pocket erodometer is a regulated mini jet impulse generating device. The jet is aimed horizontally at the vertical face of the sample. The depth of the hole in the surface of the sample created by 20 impulses of water is recorded. The hole depth is compared to an erosion chart to determine the erodibility category of the soil. This erosion category allows the engineer to make preliminary decisions in erosion related work. This paper describes the development of the pocket erodometer idea and the PET test procedure as well as the erosion chart. PET results are presented for various soils and compared to previous EFA test results. These parallel tests are used to introduce the values in the erosion chart and easily obtain the erosion category for the soil. The advantages and disadvantages of this very simple tool and its place as a preliminary erosion estimator are also discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aErosion function apparatus.
=650  \0$aErosion.
=650  \0$aField.
=650  \0$aLevee.
=650  \0$aSoil.
=650  \0$aTest.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aErosion.
=650  24$aSoil.
=650  24$aTest.
=650  24$aField.
=650  24$aLab.
=650  24$aErosion function apparatus.
=650  24$aLevee.
=700  1\$aBernhardt, M.,$eauthor.
=700  1\$aLeclair, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102889.htm

=LDR  02987nab a2200577 i 4500
=001  GTJ103821
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103821$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103821$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a624.151362 ENGI$223
=100  1\$aBhandari, A. R.,$eauthor.
=245  12$aA Digital Image-Based Deformation Measurement System for Triaxial Tests /$cA. R. Bhandari, W. Powrie, R. M. Harkness.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThis paper describes the development of a new digital image-based deformation measurement system for triaxial tests on soils. Three digital cameras placed on radii at intervals of 120°  viewed on plan outside a transparent triaxial cell were used to capture images of a deforming cylindrical soil specimen at various instants. A digital image correlation program was written to analyze the captured images, using ray tracing to take account of image distortion due to refraction at the interfaces between the cell fluid, the cell wall, and the atmosphere. The technique is validated with reference to a sand specimen tested in drained triaxial compression. Typical implementations of the system to study surface deformation characteristics (e.g., barreling, onset of localization, and shear band evolution) of deforming soil specimens are illustrated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDigital image correlation.
=650  \0$aLocal displacements.
=650  \0$aLocal strains.
=650  \0$aRefraction.
=650  \0$aTriaxial test.
=650  \0$atest procedures.
=650  \0$aTriaxial Tests.
=650  \0$aDeformation.
=650  14$aDeformation.
=650  24$aDigital image correlation.
=650  24$aTriaxial test.
=650  24$aRefraction.
=650  24$aLocal displacements.
=650  24$aLocal strains.
=700  1\$aPowrie, W.,$eauthor.
=700  1\$aHarkness, R. M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103821.htm

=LDR  03319nab a2200541 i 4500
=001  GTJ103693
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103693$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103693$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.73.Z27
=082  04$a502.85/51$223
=100  1\$aHung Ting, Ching,$eauthor.
=245  10$aLaboratory Simulation of the Stresses Within Inclined Stopes /$cChing Hung Ting, Nagaratnam Sivakugan, Sanjay Kumar Shukla.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aIn the process of mining for earth resources, large underground voids called stopes are created that are later backfilled. For stability analysis of the backfilled stopes, it is necessary to understand the stress developments within the stope while the filling is in progress. Due to an arching effect, a substantial fraction of the fill weight is carried by the stope walls, depending on the physical characteristics of the walls. This paper describes the development of a laboratory model that simulates mine backfilling in an inclined stope and enables determination of the average vertical stress at any depth within the fill. The experimental results are validated against numerical models and stresses determined from an analytical expression. The effect of arching is the least when the stope is inclined at about 80°  to the horizontal, giving highest vertical stresses at any depth. This fact is not captured in both the mathematical and numerical models developed in the past and the ones discussed herein. The model tests show that the lateral earth pressure coefficient is closer to K0 for vertical stopes and Ka for inclined stopes. In the case of walls with dissimilar frictional characteristics, the analytical expression can still be used with an average value of the wall-fill friction angle.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArching.
=650  \0$aInclined stopes.
=650  \0$aMine fills.
=650  \0$aStresses.
=650  \0$aLaboratory Simulation.
=650  \0$abackfills.
=650  14$aArching.
=650  24$aBackfills.
=650  24$aInclined stopes.
=650  24$aMine fills.
=650  24$aStresses.
=700  1\$aSivakugan, Nagaratnam,$eauthor.
=700  1\$aKumar Shukla, Sanjay,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103693.htm

=LDR  02877nab a2200529 i 4500
=001  GTJ103838
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103838$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103838$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.1/1832$223
=100  1\$aYune, Chan-Young,$eauthor.
=245  10$aApplication of Multi-Directional Flow Consolidometer for a Constant Rate of Strain Consolidation Test Under Various Drainage Conditions /$cChan-Young Yune, Young-Hoon Jung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe use of vertical drains in the field demands sophisticated laboratory consolidation testing under various drainage conditions. In this study, a multi-directional flow consolidometer was developed for the constant rate of strain (CRS) consolidation test. This device provides variability in controlling the drainage direction (e.g., vertical, radially inward, radially outward) during K0 consolidation. For each drainage condition, relevant theories for interpreting the CRS testing data have been derived. Reconstituted kaolinite specimens were consolidated at a constant rate of 2.9%/h using the developed device with various drainage directions. The results showed consistent compression behavior, and the anisotropic coefficient of consolidation confirmed the applicability of the device in experiments involving in situ consolidation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aInflow.
=650  \0$aOutflow.
=650  \0$aRadial consolidation.
=650  \0$amechanical testing.
=650  \0$aComposite materials$xMechanical properties.
=650  14$aCRS.
=650  24$aRadial consolidation.
=650  24$aInflow.
=650  24$aOutflow.
=650  24$aAnisotropy.
=700  1\$aJung, Young-Hoon,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103838.htm

=LDR  03785nab a2200541 i 4500
=001  GTJ103803
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103803$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103803$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.1/1832$223
=100  1\$aRussell Coccia, Charles James,$eauthor.
=245  12$aA Thermo-Hydro-Mechanical True Triaxial Cell for Evaluation of the Impact of Anisotropy on Thermally Induced Volume Changes in Soils /$cCharles James Russell Coccia, John S. McCartney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aThis paper describes a new thermo-hydro-mechanical true triaxial cell used for the evaluation of the impact of stress-induced anisotropy on thermally induced volume changes in saturated soils. Specifically, details of the experimental setup, instrumentation, thermal calibration of the device, experimental procedures, and typical measurements are presented in this paper. Principal stresses were applied to the sides of a cubical specimen with a side length of 178 mm independently using flexible bladders, while the pore water pressure and temperature were controlled at the top and bottom of the specimen using rigid plates with embedded heaters and fluid control ports. In the testing program, temperatures between 25 and 65 ° C were applied in stages to four different specimens of compacted bonny silt which had been consolidated to different initial anisotropic stress states under quasi-plane strain conditions. Consistent volumetric contraction was measured in each of the specimens during heating, regardless of the initial stress state. However, for specimens with a greater initial principal stress difference, the soil was observed to expand in the direction of the minor principal axis and contract in the direction of the major principal stress during heating. Relatively consistent elastic volumetric and axial contraction was noted during cooling regardless of initial stress state. The results from this preliminary investigation indicate the importance of measuring the impact of temperature changes in the directions of anisotropic stresses as part of the design of thermally active geotechnical systems.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aBonny silt.
=650  \0$aThermal volume change.
=650  \0$aThermo-mechanical testing.
=650  \0$aTrue triaxial cell.
=650  \0$amechanical testing.
=650  \0$aComposite materials$xMechanical properties.
=650  14$aTrue triaxial cell.
=650  24$aThermo-mechanical testing.
=650  24$aThermal volume change.
=650  24$aAnisotropy.
=650  24$aBonny silt.
=700  1\$aMcCartney, John S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103803.htm

=LDR  03079nab a2200565 i 4500
=001  GTJ103317
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103317$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103317$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/539$223
=100  1\$aIndraratna, Buddhima,$eauthor.
=245  10$aOn The Shear Behavior of Ballast-Geosynthetic Interfaces /$cBuddhima Indraratna, Sd. K. Karimullah Hussaini, J. S. Vinod.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aLarge-scale direct shear tests were performed to explore the behavior of rail ballast-geogrid interfaces and establish the role of geogrid aperture size on the interface shear strength. Fresh latite ballast with an average particle size (D50) of 35 mm, and seven geogrids with equivalent aperture sizes ranging from 20.8 to 88 mm were used for this current study. The laboratory experimental results confirm that the interface shear strength is influenced by the geogrid aperture size. The interface efficiency factor (?), defined as the ratio of the shear strength of the interface to the internal shear strength of the ballast varies from 0.8 to 1.16, and the ballast-geosynthetic interface friction angles vary from 52 to 67° . Moreover, a criterion to determine the minimum and maximum aperture sizes required to generate the beneficial effects of the geogrid has been identified in this study.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAperture size.
=650  \0$aGeogrid.
=650  \0$aInterface efficiency factor.
=650  \0$aInterface friction angles.
=650  \0$aGeosynthetics.
=650  \0$aballast-geogrid interfaces.
=650  \0$ainterface shear strength.
=650  14$aBallast-geogrid interfaces.
=650  24$aAperture size.
=650  24$aGeogrid.
=650  24$aInterface shear strength.
=650  24$aInterface efficiency factor.
=650  24$aInterface friction angles.
=700  1\$aKarimullah Hussaini, Sd. K.,$eauthor.
=700  1\$aVinod, J. S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103317.htm

=LDR  03200nab a2200505 i 4500
=001  GTJ103546
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103546$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103546$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a620.43$223
=100  1\$aWuttke, F.,$eauthor.
=245  10$aTime-Lapse Monitoring of Fabric Changes in Granular Materials by Coda Wave Interferometry /$cF. Wuttke, M. Asslan, T. Schanz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThe determination of wave velocities in soils captures an important role for small-strain parameter in constitutive modeling as well as in monitoring processes of the state. The wave velocity differs substantially with the porosity, surrounding pressure, degree of saturation and other parameters in soils. In particular when the environmental conditions are non-stationary. For studying the change of state parameters in granular materials, the identification of the velocity evolution can be a challenge in particular if the perturbations are small. We discuss the application of a new seismic method for geotechnical experiments-the Coda wave interferometry. The method is used to detect the wave velocities change related to small soil perturbations. Whereas the perturbations are caused by small changes in stress and void ratio. Different material, well-known sands and artificial glass beads are analysed in this experimental study by conventional volume measurements and seismic methods to detect the stress and porosity changes. The wave excitation and recording was done by piezoceramic bender elements. In result of the tests, the coda wave interferometry emphasized its large potential for the time-lapse monitoring of soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoda wave interferometry.
=650  \0$agranular materials.
=650  \0$abender element tests.
=650  \0$awave propagation.
=650  14$aCoda wave interferometry.
=650  24$aWave propagation.
=650  24$aBender element tests.
=650  24$aGranular materials.
=700  1\$aAsslan, M.,$eauthor.
=700  1\$aSchanz, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103546.htm

=LDR  02875nab a2200457 i 4500
=001  GTJ103412
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103412$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103412$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aSinnreich, Jon,$eauthor.
=245  10$aStrain Gage Analysis for Nonlinear Pile Stiffness /$cJon Sinnreich.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aInterpreting strain gage data from deep foundation (pile) axial load tests is usually assumed to be a simple calculation. The measured strain at any point in the test is multiplied by the computed Young's modulus E of the pile to obtain stress. The stress is then multiplied by the cross-sectional area A to derive the load carried by the pile at the elevation of the strain gage. However, if the product of A and E (the axial pile stiffness) is nonlinear, the load-strain path must be considered and an incremental approach taken in order to approximate the true load value. Concrete cast-in-place piles may develop transverse tensile cracks, either due to soil restraint during curing or as a result of applied tensile loads. As such cracks open and close, the resultant axial pile stiffness will change significantly and abruptly, and the assumption of a constant stiffness can lead to significant error when computing loads from strain gages. This paper presents the mathematical derivation of the incremental load-strain calculation and case histories to illustrate the method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$anonlinear pile stiffness.
=650  \0$astrain gage data analysis.
=650  \0$aincremental load-strain path.
=650  14$aNonlinear pile stiffness.
=650  24$aStrain gage data analysis.
=650  24$aIncremental load-strain path.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103412.htm

=LDR  03612nab a2200565 i 4500
=001  GTJ100751
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100751$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100751$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBaek, Wonjin,$eauthor.
=245  10$aStudy of a Displacement Measurement Method Inside a Small-Sized Model Ground in Laboratory Test /$cWonjin Baek, Takeo Moriwaki, Yasushi Sasaki.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aIn order to understand the complex mechanism of the three-dimensional consolidation behavior of clayey ground improved by the vertical drain system, it is desired to observe the three-dimensional displacements inside the model ground in a series of laboratory tests. However, there is no available example to measure the internal displacement in a small-sized model ground in the laboratory tests because it is impossible to disregard the influence of burying the measuring equipment into the small-sized ground. Baek  (2002, 2004) proposed a method for measuring the radial displacement in a specimen with vertical drain by measuring the intensity of the magnetic field induced by a very small magnet buried in the specimen by magnetometers set outside the specimen. This measuring method using calibration curves, which show relationships between the position of the magnet and the measured intensity of the magnetic field in the calibration test, was modified by using the theoretical solution of the magnetic field induced by a magnet (Baek  2006). In this paper, combining these previous studies, the whole system for measuring the displacement inside a small-sized model ground improved by vertical drain is described. Then, the reliability of the internal displacements obtained by these methods is discussed in comparison with the numerical solutions obtained by the finite difference method based on the three-dimensional elasto-viscous consolidation theory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMagnetic field.
=650  \0$aMeasuring method.
=650  \0$aRadial displacement.
=650  \0$aThree-dimensional consolidation test.
=650  \0$aVertical drain.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$asoil.
=650  14$aRadial displacement.
=650  24$aMeasuring method.
=650  24$aMagnetic field.
=650  24$aThree-dimensional consolidation test.
=650  24$aVertical drain.
=700  1\$aMoriwaki, Takeo,$eauthor.
=700  1\$aSasaki, Yasushi,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100751.htm

=LDR  02627nab a2200553 i 4500
=001  GTJ100623
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100623$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100623$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aTang, Anh-Minh,$eauthor.
=245  12$aA New Isotropic Cell for Studying the Thermo-Mechanical Behavior of Unsaturated Expansive Clays /$cAnh-Minh Tang, Yu-Jun Cui, Nathalie Barnel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aThis paper presents a new suction-temperature controlled isotropic cell that can be used to study the thermo-mechanical behavior of unsaturated expansive clays. The vapor equilibrium technique is used to control the soil suction; the temperature of the cell is controlled using a thermostat bath. The isotropic pressure is applied using a volume/pressure controller that is also used to monitor the volume change of soil specimen. Preliminary experimental results showed good performance of the cell.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExpansive soil.
=650  \0$aIsotropic cell.
=650  \0$aSuction-temperature control.
=650  \0$aThermo-mechanical behavior.
=650  \0$aUnsaturated soil.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soil.
=650  24$aIsotropic cell.
=650  24$aSuction-temperature control.
=650  24$aThermo-mechanical behavior.
=650  24$aExpansive soil.
=700  1\$aCui, Yu-Jun,$eauthor.
=700  1\$aBarnel, Nathalie,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100623.htm

=LDR  03001nab a2200541 i 4500
=001  GTJ100797
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100797$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100797$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aCho, Wanjei,$eauthor.
=245  10$aEffects of Swelling During Saturation in Triaxial Tests in Clays /$cWanjei Cho, Terence P. Holman, Young-Hoon Jung, Richard J. Finno.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aEffects of swelling during saturation in triaxial tests on compressible Chicago glacial clays are assessed from results of triaxial compression tests on block samples cut from excavations, thin-wall Shelby tube samples, and reconstituted specimens. The results are presented in terms of the stress-strain response during saturation, k0 reconsolidation and shearing. Bender element tests were also performed to investigate the effects of swelling on the shear wave velocities during k0 reconsolidation. Results showed that the swelling during saturation lowered the shear wave velocity, thereby inferring a change in the original structure of natural clay. Responses at strains less than 0.01 % were most affected by the saturation-induced swelling. To minimize these changes, it is recommended that the measured residual stress is applied prior to saturating the soil. Based on these results, the saturation stage should be considered as much a part of a triaxial test as consolidation and shearing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aResidual stress.
=650  \0$aSaturation.
=650  \0$aSwelling.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aResidual stress.
=650  24$aClay.
=650  24$aSaturation.
=650  24$aSwelling.
=700  1\$aHolman, Terence P.,$eauthor.
=700  1\$aJung, Young-Hoon,$eauthor.
=700  1\$aFinno, Richard J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100797.htm

=LDR  03103nab a2200517 i 4500
=001  GTJ100655
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100655$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100655$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aClaria?, Juan J.,$eauthor.
=245  10$aShear Wave Velocity of a Compacted Clayey Silt /$cJuan J. Claria?, Vi?ctor A. Rinaldi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aLoess deposit covers an extensive area in the central region of Argentina. Improvement of the stress-strain behavior of loess in the field usually includes compaction. In practice, in situ shear wave velocity is suggested as an alternative to control compaction density of loess. In this work, specimens of loess were compacted in the laboratory by means of the Standard Proctor Test at different moisture contents. After compaction, the moisture content of the specimens was varied by the wetting or drying processes. Matric suction was measured. The specimens were subjected to isotropic compression tests and shear wave velocity was measured by means of bender elements. The present study allows us to evaluate the influence of density, water content, confining pressure, and the different soil structures obtained during compaction, on the measured shear wave velocity of the compacted loess. It was observed that although shear wave velocity depends on compaction density, under certain circumstances, wave velocity may be mainly controlled by soil structure and suction forces. A simple relationship was proposed to approach the observed experimental trends.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aCompacted soil.
=650  \0$aShear wave velocity.
=650  \0$aSuction.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aShear wave velocity.
=650  24$aBender elements.
=650  24$aCompacted soil.
=650  24$aSuction.
=700  1\$aRinaldi, Vi?ctor A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100655.htm

=LDR  03224nab a2200541 i 4500
=001  GTJ100518
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100518$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100518$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aDuku, P. M.,$eauthor.
=245  10$aDigitally Controlled Simple Shear Apparatus for Dynamic Soil Testing /$cP. M. Duku, J. P. Stewart, D. H. Whang, R. Venugopal.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aWe describe the characteristics of a simple shear apparatus capable of applying realistic multidirectional earthquake loading to soil specimens. This device, herein termed the Digitally Controlled Simple Shear (DC-SS) apparatus, incorporates features such as servohydraulic actuation and true digital control to overcome control limitations of some previous dynamic soil testing machines. The device is shown to be capable of reproducing sinusoidal and broadband command signals across a wide range of frequencies and amplitudes, although the device has limited control capabilities for very small command displacements (less than approximately 0.005 mm). The small deformation limitation results from noise introduced to the control system from analog-to-digital conversion of feedback signals. We demonstrate that bidirectional command signals can be accurately imparted with minimal cross coupling, which results from an innovative multiple-input, multiple-output digital control system. The capabilities of the device are demonstrated with a series of broadband tests on unsaturated soil specimens subjected to uni- and bidirectional excitation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDigital control.
=650  \0$aDynamic soil testing.
=650  \0$aMultidirectional loading.
=650  \0$aSimple shear.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aDigital control.
=650  24$aSimple shear.
=650  24$aDynamic soil testing.
=650  24$aMultidirectional loading.
=700  1\$aStewart, J. P.,$eauthor.
=700  1\$aWhang, D. H.,$eauthor.
=700  1\$aVenugopal, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100518.htm

=LDR  03253nab a2200565 i 4500
=001  GTJ14066
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14066$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14066$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRC261
=082  04$a574.8/2/028$223
=100  1\$aMcCullough, Nason J.,$eauthor.
=245  10$aCentrifuge Seismic Modeling of Pile-Supported Wharves /$cNason J. McCullough, Stephen E. Dickenson, Scott M. Schlechter, Jonathan C. Boland.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aFive pile-supported wharf models were dynamically tested in a large-scale geotechnical centrifuge at UC Davis, California. Models representing pile-supported wharf configurations common in the United States were subjected to recorded acceleration time histories. Model variations included single-lift, multi-lift, and cut-slope rock dike configurations with foundation layers of loose liquefiable sand, marine clay, or dense sand, or a combination thereof. In addition, zones of soil were placed to model soil improvement. Structural elements representing pile-supported wharf geometries were placed within the models; some models included all vertical piles, while two of the models included batter piles. In addition, single piles were placed in two of the models and subjected to static cyclic lateral load tests. All models were extensively instrumented with nearly 100 instruments recording accelerations, pore pressures, linear deformations, and pile strains. This paper summarizes the design, construction, and testing of these complex models, and includes a brief summary of the results and recommendations for future modeling.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBatter piles.
=650  \0$aCentrifuge.
=650  \0$aDynamic.
=650  \0$aPile-supported wharves.
=650  \0$aSeismic.
=650  \0$aZonal centrifuge.
=650  \0$aHistology Technique.
=650  14$aPile-supported wharves.
=650  24$aSeismic.
=650  24$aDynamic.
=650  24$aCentrifuge.
=650  24$aBatter piles.
=700  1\$aDickenson, Stephen E.,$eauthor.
=700  1\$aSchlechter, Scott M.,$eauthor.
=700  1\$aBoland, Jonathan C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14066.htm

=LDR  03050nab a2200529 i 4500
=001  GTJ100096
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100096$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100096$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aPatrick, Pamela K.,$eauthor.
=245  10$aComparison of Chilled-mirror Measurements and Filter Paper Estimates of Total Soil Suction /$cPamela K. Patrick, Harold W. Olsen, Jerry D. Higgins.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aA comparison of chilled-mirror total suction measurements with those estimated from filter paper total suction data show general agreement. However, there are significant discrepancies that are similar to those previously reported by others. The nature and magnitude of the discrepancies are consistent with: (a) possible errors in chilled-mirror total suction measurements due to incomplete equilibration in the sealed test chamber of the chilled-mirror device, and (b) possible errors in estimated filter paper total suction values due to natural variations of the zero-water-content intercept in the log total suction versus water content relationship. The possible errors in chilled-mirror measurements are easily avoided. The possible errors in estimated filter paper measurements can only be minimized by avoiding the need for an assumed zero-water-content intercept. This can be accomplished far more easily with the chilled-mirror device than with the filter paper method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChilled-mirror dew point technique.
=650  \0$aFilter paper method.
=650  \0$aTotal suction.
=650  \0$aWater content.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aChilled-mirror dew point technique.
=650  24$aFilter paper method.
=650  24$aTotal suction.
=650  24$aWater content.
=700  1\$aOlsen, Harold W.,$eauthor.
=700  1\$aHiggins, Jerry D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100096.htm

=LDR  03141nab a2200565 i 4500
=001  GTJ100927
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100927$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100927$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aEl Sawwaf, Mostafa A.,$eauthor.
=245  10$aUplift Behavior of Horizontal Anchor Plates Buried in Geosynthetic Reinforced Slopes /$cMostafa A. El Sawwaf.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aUplift behavior of horizontal anchor plates located near sandy earth slopes with and without geosynthetic reinforcement has been investigated in model tests. Several configurations of reinforcement layers were used to reinforce the sandy soil over anchor plates. Many factors, such as relative density of sand, embedment depths, and the location of the plate relative to the slope crest, along with geosynthetic parameters including size, type, number of layers, and the proximity of the layer to the plate have been studied in a scale model. The failure mechanism and the associated rupture surface were observed and discussed. Test results showed that using geosynthetic reinforcement has a significant effect in improving the uplift capacity of the anchorage plate. However, it was found that inclusion of one layer that is placed resting directly on top of the anchor plate was more effective in enhancing the anchor capacity than reinforcing the slope itself. Based on test results, critical values were discussed and recommended, but should be validated in full-scale or centrifugal model tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeogrid.
=650  \0$aGeotextile.
=650  \0$aHorizontal anchor plate.
=650  \0$aModel test.
=650  \0$aReinforced sand.
=650  \0$aUplift resistance.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aHorizontal anchor plate.
=650  24$aReinforced sand.
=650  24$aModel test.
=650  24$aGeogrid.
=650  24$aGeotextile.
=650  24$aUplift resistance.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100927.htm

=LDR  03027nab a2200541 i 4500
=001  GTJ100656
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100656$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100656$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aDe, Anirban,$eauthor.
=245  10$aCentrifuge Modeling of Surface Blast Effects on Underground Structures /$cAnirban De, Thomas F. Zimmie.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe effects of surface blasts on underground structures were studied through centrifuge model tests. Centrifuge scaling relationships make it possible to model the effects of large explosions, using a relatively small quantity of explosives under a high g-level. Centrifuge tests, conducted at 70 g, using 2.6 mg of TNT equivalent of explosives, resulted in explosions equivalent to those using 8.7 kN (0.9 tons) of TNT equivalent under normal (1 g) gravity. Strains induced at different locations of the model structure due to the explosion were measured using strain gages. Results indicated that the strains depend on the thickness and nature of the intervening medium. The presence of a polyurethane geofoam compressible inclusion barrier appeared to mitigate the impact of the explosion. Centrifuge model testing is useful in determining the effectiveness of different design alternatives, in studying the mitigating effects of different barrier systems, and in verifying and calibrating results of numerical models related to explosions and underground structures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlast.
=650  \0$aCentrifuge.
=650  \0$aExplosion.
=650  \0$aTunnels.
=650  \0$aUnderground structures.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCentrifuge.
=650  24$aTunnels.
=650  24$aExplosion.
=650  24$aBlast.
=650  24$aUnderground structures.
=700  1\$aZimmie, Thomas F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100656.htm

=LDR  03359nab a2200553 i 4500
=001  GTJ100617
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=024  7\$a10.1520/GTJ100617$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100617$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.9.A25
=082  04$a005.8$223
=100  1\$aAbu-Farsakh, Murad Y.,$eauthor.
=245  10$aProbabilistic CPT Method for Estimating the Ultimate Capacity of Friction Piles /$cMurad Y. Abu-Farsakh, Hani H. Titi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThis paper presents a probabilistic CPT method to estimate the ultimate capacity of driven friction piles utilizing CPT data. A database of 35 square PPC piles that were loaded to failure and their adjacent CPT were used to develop this method. Backcalculation was carried out to calibrate the correlation factors needed to determine the unit end bearing (qb) and unit skin friction (f) of the pile from CPT data (qc, fs) based on the probability of having each soil type. The ultimate pile capacities (QP) of the investigated piles estimated by the proposed method, three other CPT methods, and static ? and ? methods were compared with the measured pile capacities obtained from pile load tests. Statistical analyses were carried out to evaluate the reliability of the probabilistic CPT method and the results showed that the proposed method can predict the ultimate capacity of the piles with good accuracy. The capability of the proposed method was further verified by predicting the capacities of an additional 17 pile load tests. The probabilistic CPT method, in addition to Schmertmann, ?, and ? methods were calibrated to evaluate the resistance factors needed for the design of single driven piles based on the LRFD method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetration tests.
=650  \0$aFriction piles.
=650  \0$aPile capacity.
=650  \0$aResistance factors.
=650  \0$aStatistical analysis.
=650  \0$aPenetration testing (Computer security)
=650  \0$aComputer networks$vSecurity measures$vTesting.
=650  14$aPile capacity.
=650  24$aCone penetration tests.
=650  24$aFriction piles.
=650  24$aStatistical analysis.
=650  24$aLRFD.
=650  24$aResistance factors.
=700  1\$aTiti, Hani H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100617.htm

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=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10766J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10766J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=245  02$aA Hydrogeologic View of Waste Disposal in the Shallow Subsurface.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aThis paper discusses waste disposal in the shallow subsurface, that is, landfills. Emphasis is placed on the soil and groundwater regime. The paper can be considered to be a position paper and, therefore, general guidelines and principles are presented, as opposed to specific technical details or design procedures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContamination.
=650  \0$aGround water.
=650  \0$aHydraulic conductivity.
=650  \0$aHydrogeology.
=650  \0$aLandfills.
=650  \0$aPollution.
=650  \0$aSite selection.
=650  \0$aSoils.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aWaste Disposal.
=650  14$aSoils.
=650  24$aGround water.
=650  24$aContamination.
=650  24$aHydraulic conductivity.
=650  24$aPollution.
=650  24$aWaste disposal.
=650  24$aLandfills.
=650  24$aSite selection.
=650  24$aHydrogeology.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10766J.htm

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=024  7\$a10.1520/GTJ10772J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10772J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA413.5
=082  04$a620.1/123/028$223
=100  1\$aSundaram, PN.,$eauthor.
=245  10$aDiscussion of "The Uniaxial Strength of Rock Material" by Gunnar Wijk /$cPN. Sundaram.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (1 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive stress.
=650  \0$aEccentric loading.
=650  \0$aRock mechanics.
=650  \0$aStrain gages.
=650  14$aRock mechanics.
=650  24$aEccentric loading.
=650  24$aStrain gages.
=650  24$aCompressive stress.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10772J.htm

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=001  GTJ10767J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10767J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10767J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aAnderson, JN.,$eauthor.
=245  14$aThe Expansion Index Test /$cJN. Anderson, PV. Lade.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe Expansion Index Test was developed a decade ago for laboratory determination of the expansion potential of soils. The initial conditions in this test are specified to provide a specimen that will produce a measurable amount of expansion with a fairly wide range and sensitivity in a 24 h period. Thus, the test provides an index to the expansion potential of soils. Thirteen soils were used in a correlation study between the expansion index and other indices of soil expansion potential. Five of these soils were used in a detailed study of the influence of the initial degree of saturation. Three of the soils were sent to geotechnical engineering firms to determine the reproducibility of test results. This study showed a good deal of scatter but on the order of similar studies for other tests. Respondents to a survey generally agreed that the Expansion Index Test produces a reliable index to soil expansion potential.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aExpansive soils.
=650  \0$aLaboratory tests.
=650  \0$aMoisture.
=650  \0$aSoil mechanics.
=650  \0$aSwelling soils.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$aclays.
=650  14$aSoil tests.
=650  24$aAtterberg limits.
=650  24$aClays.
=650  24$aExpansive soils.
=650  24$aLaboratory tests.
=650  24$aMoisture.
=650  24$aSoil mechanics.
=650  24$aSwelling soils.
=700  1\$aLade, PV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10767J.htm

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=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10768J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10768J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE24.I8
=082  04$a624.151$223
=100  1\$aKoppula, SD.,$eauthor.
=245  10$aStatistical Estimation of Compression Index /$cSD. Koppula.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe amount of compression a soil will experience depends, among other factors, on its compression index Cc which may be determined through consolidation tests on undisturbed or remolded soil samples. Alternatively empirical relationships between Cc and other physical properties such as liquid limit or void ratio may be used.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression index.
=650  \0$aConsolidation.
=650  \0$aIndex properties.
=650  \0$aRidge regression.
=650  \0$aSettlement.
=650  \0$aStatistics.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$acohesive soils.
=650  14$aSoil tests.
=650  24$aCohesive soils.
=650  24$aCompression index.
=650  24$aConsolidation.
=650  24$aIndex properties.
=650  24$aRidge regression.
=650  24$aSettlement.
=650  24$aStatistics.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10768J.htm

=LDR  02440nab a2200601 i 4500
=001  GTJ10771J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10771J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10771J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aCarroll, RG.,$eauthor.
=245  10$aDetermination of Permeability Coefficients for Geotextiles /$cRG. Carroll.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aThis paper recommends the use of the ASTM Test for Air Permeability of Textile Fabrics (D 737) in determining the coefficient of water permeability for geotextiles (that is, civil engineering filter fabrics). The article explains the theory and experimental data that result in this determination.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir permeability test.
=650  \0$aCoefficient of permeability.
=650  \0$aDarcy's law.
=650  \0$aGeotextiles.
=650  \0$aPermeability.
=650  \0$aSoils.
=650  \0$aSpecific permeability factor.
=650  \0$asoil.
=650  \0$aSoilmechanics.
=650  \0$afilter materials.
=650  14$aSoils.
=650  24$aFilter materials.
=650  24$aDarcy's law.
=650  24$aPermeability.
=650  24$aAir permeability test.
=650  24$aSpecific permeability factor.
=650  24$aGeotextiles.
=650  24$aCoefficient of permeability.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10771J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10769J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10769J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aNagaraj, TS.,$eauthor.
=245  10$aIncremental Loading Device for Stress Path and Strength Testing of Soils /$cTS. Nagaraj, MK. Murthy, A. Sridharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aA new incremental loading device has been designed and fabricated to hydraulically control the axial stresses in triaxial compression and extension. Several different types of stress paths may be used during shear testing without the problems associated with conventional stress-controlled tests using dead weights. The versatility of the loading device is demonstrated by presenting the results of typical tests. Other potential uses of this test apparatus are also cited.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSands.
=650  \0$aShear tests.
=650  \0$aStress-strain curves.
=650  \0$aTotal stress.
=650  \0$aTriaxial tests.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$asoil tests.
=650  14$aSoil tests.
=650  24$aSands.
=650  24$aTotal stress.
=650  24$aTriaxial tests.
=650  24$aStress-strain curves.
=650  24$aShear tests.
=700  1\$aMurthy, MK.,$eauthor.
=700  1\$aSridharan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10769J.htm

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=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10409J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10409J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aFioravante, V.,$eauthor.
=245  10$aAutomatic Volume Measuring Device for Testing Dry Soils :$b"Martina" /$cV. Fioravante, R. Capoferri.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aA new automatic measuring device for testing dry granular soils in laboratory is presented. The device enables direct measure of volume changes of dry specimens by measuring gas that comes out or in during testing due to soil deformability. As the soil deforms, voids (which are supposed to be hydraulically connected to each other) change their volume; if they are part of a closed hydraulic circuit (any leakage is avoided) and gas pressure is kept constant by adjusting the total volume of such circuit, the amount of gas through soil voids is transferred to the measuring device, which varies its volume. The apparatus is described in detail as to its working principle. A strong effort was made to assess errors and to calibrate such apparatus as well as to evaluate its precision when used for triaxial testing. Finally, to validate its behavior, the most significant results obtained comparing dry versus saturated granular soil triaxial tests are here presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCarbonate sand.
=650  \0$aLaboratory device.
=650  \0$aSilica sand.
=650  \0$aTriaxial tests.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aDry Soils.
=650  14$aLaboratory device.
=650  24$aTriaxial tests.
=650  24$aDry soils.
=650  24$aSilica sand.
=650  24$aCarbonate sand.
=700  1\$aCapoferri, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10409J.htm

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=024  7\$a10.1520/GTJ10410J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10410J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/08 s$223
=100  1\$aRaschke, SA.,$eauthor.
=245  10$aGrain-Size Distribution of Granular Soils by Computer Vision /$cSA. Raschke, RD. Hryciw.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA semi-automated technique for obtaining the grain-size distribution (GSD) of granular soils using computer vision is presented. Backlighted digital images of a soil specimen dispersed over a glass specimen plate are acquired at three different magnifications. Images of the specimen are acquired by placing the specimen plate randomly beneath the field of view of a charged-coupled device (CCD) video camera. The size of particles with projected areas from 50 to 2000 pix2 is measured in each image. Multiple images are acquired at each magnification until the measured size distribution of particles counted at that magnification stabilizes. Probabilistic corrections are then used to obtain a statistically unbiased GSD from the image data obtained at all three magnifications. A comparison of GSD data for two uniform and two nonuniform soils using both computer vision and sieving is presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComputer vision.
=650  \0$aGrain-size distribution.
=650  \0$aGranular soils.
=650  \0$aImage processing.
=650  \0$aProbability.
=650  \0$aSieve analysis.
=650  \0$aGranularsoils.
=650  \0$aSoil mechanics.
=650  \0$aPavement design.
=650  14$aGrain-size distribution.
=650  24$aComputer vision.
=650  24$aImage processing.
=650  24$aSieve analysis.
=650  24$aGranular soils.
=650  24$aProbability.
=700  1\$aHryciw, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10410J.htm

=LDR  04220nab a2200697 i 4500
=001  GTJ10411J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10411J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10411J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aHowell, JL.,$eauthor.
=245  10$aCompaction of Sand-Processed Clay Soil Mixtures /$cJL. Howell, CD. Shackelford, NH. Amer, RT. Stern.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aThe effects of type of processed clay soil, curing period, and mixing procedure on laboratory compaction of sand-attapulgite clay (S-AC), sand-granular bentonite (S-GB), sand-powdery bentonite (S-PB), and sand-attapulgite clay-granular bentonite (S-AC-GB) mixtures are evaluated. Compaction is evaluated for total clay soil contents of 10, 15, and 20%. Different trends in optimum water content, wopt, and maximum dry unit weight, ?dmax, versus clay soil content among the S-AC, S-GB, and S-PB mixtures are attributed, in part, to (1) the greater water sorptivity and lower swelling potential of attapulgite clay relative to the bentonites, (2) the larger particle sizes of the granular bentonite in the air-dried condition relative to the powdery bentonite, and (3) the possible correlation between the wopt and the plasticity index of the sand-bentonite mixtures. The ?wopt values and ??dmax values resulting from one-day versus seven-day curing periods before compaction of the S-GB and S-PB mixtures are ~0.5 percentage points and <=0.08 kN/m3 (<=0.5 pcf), respectively, and result in different trends in ?dmax versus bentonite content for the two types of sand-bentonite mixtures. Also, mixing the sand and bentonite in a dry condition before adding water consistently results in greater wopt and ?dmax values than mixing the sand with the appropriate amount of water before adding the bentonite regardless of the type of bentonite. Finally, mixing the attapulgite clay and granular bentonite together in small amounts for each individual compaction point for the S-AC-GB mixtures consistently results in higher ?dmax and wopt values relative to mixing the attapulgite clay and granular bentonite together in large amounts sufficient to cover all compaction points.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aActivity.
=650  \0$aAttapulgite.
=650  \0$aAtterberg limits.
=650  \0$aBentonite.
=650  \0$aCompaction.
=650  \0$aCuring.
=650  \0$aGranular bentonite.
=650  \0$aPowdery bentonite.
=650  \0$aSand-attapulgite clay mixtures.
=650  \0$aSand-bentonite mixtures.
=650  \0$aSand-clay soil mixtures.
=650  \0$aClay$xHistory.
=650  14$aActivity.
=650  24$aAttapulgite.
=650  24$aAtterberg limits.
=650  24$aBentonite.
=650  24$aCompaction.
=650  24$aCuring.
=650  24$aGranular bentonite.
=650  24$aPowdery bentonite.
=650  24$aSand-attapulgite clay mixtures.
=650  24$aSand-bentonite mixtures.
=650  24$aSand-clay soil mixtures.
=700  1\$aShackelford, CD.,$eauthor.
=700  1\$aAmer, NH.,$eauthor.
=700  1\$aStern, RT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10411J.htm

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=024  7\$a10.1520/GTJ10404J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10404J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL230
=082  04$a363.1/259$223
=100  1\$aLivneh, M.,$eauthor.
=245  10$aDetermining a Pavement Modulus from Portable FWD Testing /$cM. Livneh, NA. Livneh, E. Elhadad.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThis paper assumes that there is room for an additional measuring device that, on the one hand, will serve mainly as an in situ device not requiring complicated back-calculation procedures and, on the other hand, will not involve large volumes of in situ materials as presently required by the falling weight deflectometer (FWD). Such a device is the new portable FWD (PFWD). Comparative tests with this device show no significant correlation between the central deflection measurements taken on the asphalt surface and the corresponding Benkelman-beam-measured deflections. This is due to the fact that the PFWD device "senses" only the upper layers of the pavement, down to no more than a small thickness, whereas the two other devices "sense" all pavement layers down to the subgrade medium, as well. A composite-pavement modulus of elasticity (Ep) can still be derived from the PFWD measurements, but only with the performance of additional measurements on the asphalt surface, followed by coring of the asphalt layers down to their far bottom. In this way, the above Ep value is calculated for the full structural thickness and for the standard radius of the contact area obtained from the PFWD testing, i.e., the modulus of elasticity (EA) of the asphalt layers and the modulus of elasticity (EG) of the granular layers. A comparison of the above Ep values calculated from the PFWD outputs, with the values derived from the conventional FWD measurements, led to the introduction of a correction factor that varies with the ratio of the thickness of the asphalt layers to their elastic modulus. The lower the ratio, the closer the correction factor approaches the value of 1.0.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeflection.
=650  \0$aFalling weight deflectometer.
=650  \0$aNondestructive testing.
=650  \0$aOverlay design.
=650  \0$aPavement moduli.
=650  \0$aPavementmaintenance.
=650  \0$apavement testing.
=650  \0$apavement evaluation.
=650  14$aDeflection.
=650  24$aFalling weight deflectometer.
=650  24$aNondestructive testing.
=650  24$aOverlay design.
=650  24$aPavement evaluation.
=650  24$aPavement moduli.
=650  24$aPavement testing.
=700  1\$aLivneh, NA.,$eauthor.
=700  1\$aElhadad, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10404J.htm

=LDR  02674nab a2200517 i 4500
=001  GTJ10407J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10407J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10407J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aGhiassian, H.,$eauthor.
=245  12$aA Circular Arc Test for Soil-Geosynthetic Interface Strength /$cH. Ghiassian, RD. Hryciw, DH. Gray.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aA circular arc test is described for determining the residual, or constant volume, interface strength parameters between soil and geosynthetics. The model is based on the variation of tension in a circular arc of fabric placed over a soil specimen and dead-loaded on two ends. The test method is simple and boundary conditions are well defined. The apparatus, theoretical formulation, and testing procedures are presented. The interface friction angle between dry Muskegon sand and three different materials: a cotton fabric, a fiber-glass mesh, and a nonwoven Geolon N35 filter, as determined by the circular arc test, are presented. Results of a staged circular arc test are also presented for the cotton fabric, and comparison to direct shear test results is made.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInterface friction.
=650  \0$aShear strength.
=650  \0$asand.
=650  \0$aSandstone.
=650  \0$ageosynthetics.
=650  14$aGeosynthetics.
=650  24$aSand.
=650  24$aInterface friction.
=650  24$aShear strength.
=700  1\$aHryciw, RD.,$eauthor.
=700  1\$aGray, DH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10407J.htm

=LDR  02558nab a2200529 i 4500
=001  GTJ10408J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10408J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10408J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455
=082  04$a624.15$223
=100  1\$aFarrag, K.,$eauthor.
=245  10$aDevelopment of an Accelerated Creep Testing Procedure for Geosynthetics-Part I :$bTesting /$cK. Farrag, H. Shirazi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThe prediction of the long-term strength of geosynthetics is usually based on 10,000-h extension creep tests. Creep tests at elevated temperatures can accelerate testing duration to a reasonable time frame (1000 h) and the results can be extrapolated to longer time intervals. The paper presents the current state of practice in creep testing of geosynthetics and the development of testing equipment and procedure for accelerated creep tests at elevated temperatures. Creep tests were performed on high density polyethylene (HDPE) and polyester (PET) geogrids typically used in soil reinforcement applications.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerated creep.
=650  \0$aGeogrid.
=650  \0$aTemperature.
=650  \0$ageosynthetics.
=650  \0$aSoil mechanics.
=650  \0$acreep testing.
=650  14$aGeosynthetics.
=650  24$aGeogrid.
=650  24$aTemperature.
=650  24$aCreep testing.
=650  24$aAccelerated creep.
=700  1\$aShirazi, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10408J.htm

=LDR  03037nab a2200625 i 4500
=001  GTJ10406J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10406J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10406J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aThevanayagam, S.,$eauthor.
=245  10$aEffects of Fines on Monotonic Undrained Shear Strength of Sandy Soils /$cS. Thevanayagam, K. Ravishankar, S. Mohan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aShear strength of liquefied sands is an important component in seismic slope stability evaluation. Experimental data on a host sand mixed with different amounts of fines content and a careful analysis of other available steady state strength (Sus) data show that fines content and relative density play important roles affecting Sus. Fines content is found to be the major factor affecting Sus. When the Sus data for sands are grouped into (a) relatively clean sands (<12% fines), (b) silty sands (12 to 32% fines), and (c) silts or sandy silts (>50% fines) at the same relative density, relatively clean sands show the highest Sus. Silts show the lowest Sus. Silty sands show intermediate strengths. Based on this data, lower-bound relationships are proposed for Sus as a function of Dr and fines content.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFines content.
=650  \0$aLiquefaction.
=650  \0$aRelative density.
=650  \0$aResidual strength.
=650  \0$aSeismic stability.
=650  \0$aSilty sand.
=650  \0$aSteady state strength.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aSandy Soils.
=650  14$aSteady state strength.
=650  24$aResidual strength.
=650  24$aRelative density.
=650  24$aFines content.
=650  24$aSand.
=650  24$aSilty sand.
=650  24$aSeismic stability.
=650  24$aLiquefaction.
=700  1\$aRavishankar, K.,$eauthor.
=700  1\$aMohan, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10406J.htm

=LDR  03461nab a2200589 i 4500
=001  GTJ10413J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10413J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10413J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA715
=082  04$a624.1/51363$223
=100  1\$aZornberg, JG.,$eauthor.
=245  10$aTesting of Reinforced Slopes in a Geotechnical Centrifuge /$cJG. Zornberg, JK. Mitchell, N. Sitar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b48
=520  3\$aAn evaluation of the use of centrifuge modeling as a tool for analyzing the behavior of reinforced soil slopes is presented in this paper. A review of the state-of-the-art indicates that previous centrifuge studies have focused mainly on the performance of reinforced soil vertical walls and that limit equilibrium approaches (used in the design of reinforced soil slopes) have not been fully validated against the failure of models in a centrifuge. As part of an evaluation of the conditions of similarity governing the behavior of reinforced soil structures at failure, scaling laws are specifically derived by assuming the validity of limit equilibrium. It is demonstrated that an Nthscale reinforced slope model should be built using planar reinforcements having 1/N the strength of the prototype reinforcements in order to satisfy similarity requirements. A description of the experimental testing procedures implemented as part of a recent centrifuge testing program is presented, and an example dataset from this investigation is used to illustrate typical results. These include the g-level at failure, visual observation of failure development, and post-failure analysis of reinforcement breakage. The pattern observed in the geotextile reinforcements retrieved after testing indicates that the boundary effects were negligible.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFailure.
=650  \0$aGeosynthetics.
=650  \0$aGeotextiles.
=650  \0$aScaling laws.
=650  \0$aState-of-the-art review.
=650  \0$asoil reinforcement.
=650  \0$aEarthwork.
=650  \0$acentrifuge testing.
=650  14$aCentrifuge testing.
=650  24$aSoil reinforcement.
=650  24$aState-of-the-art review.
=650  24$aGeosynthetics.
=650  24$aGeotextiles.
=650  24$aScaling laws.
=650  24$aFailure.
=700  1\$aMitchell, JK.,$eauthor.
=700  1\$aSitar, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10413J.htm

=LDR  03249nab a2200613 i 4500
=001  GTJ10405J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10405J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10405J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aGuha, S.,$eauthor.
=245  10$aDynamic Characteristics of Old Bay Clay /$cS. Guha, VP. Drnevich, JD. Bray.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aUnusually strong ground motions at deep stiff clay sites in the East San Francisco Bay area during the 1989 Loma Prieta earthquake called for examination of the dynamic response of this clay deposit and characterization of its dynamic properties. In this paper, correlations of Old Bay clay dynamic properties with various soil parameters (e.g., plasticity, void ratio, magnitude and duration of confinement, consolidation stress history) are presented and compared with the existing database on cohesive soils. A special effort is made to evaluate the effects of sample disturbance on the laboratory measurement of dynamic properties of stiff cohesive soils. The laboratory measurement of low-strain shear modulus and damping ratios is adjusted by considering the aging of the Pleistocene era clay deposit. These adjustments, though effective, are not sufficient to account for the effects of structural disturbance. Shear modulus is reduced significantly by structural disturbance, but, surprisingly, the damping ratio is found to remain largely unaffected.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAging.
=650  \0$aCohesive soil.
=650  \0$aDamping ratio.
=650  \0$aDynamic characterization.
=650  \0$aIndex properties.
=650  \0$aLaboratory measurements.
=650  \0$aShear modulus.
=650  \0$aStructural disturbance.
=650  \0$aClay$xHistory.
=650  14$aCohesive soil.
=650  24$aIndex properties.
=650  24$aDynamic characterization.
=650  24$aShear modulus.
=650  24$aDamping ratio.
=650  24$aLaboratory measurements.
=650  24$aAging.
=650  24$aStructural disturbance.
=700  1\$aDrnevich, VP.,$eauthor.
=700  1\$aBray, JD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10405J.htm

=LDR  02935nab a2200517 i 4500
=001  GTJ10412J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10412J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10412J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH211
=082  04$a502.82$223
=100  1\$aFlora, A.,$eauthor.
=245  10$aUpgrading Equipment and Procedures for Stress Path Triaxial Testing of Coarse-Grained Materials /$cA. Flora, G. Modoni.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aAdvanced laboratory testing is often the only way to gain an insight into the mechanical behavior of soils in the whole range from small strains to failure, which in some cases is required for the engineering modeling of complex structures. When such structures are rockfill dams, the use of a large apparatus in-laboratory is virtually unavoidable because of particle size, even though testing becomes far more difficult than usual. This paper presents problems arising from the upgrading of an existing large triaxial cell in order to provide fully automated stress-path control. Because of the large dimensions of the apparatus, implementation of both stress rate and strain rate controls posed a number of unusual problems. Even though the control had to be carefully tuned in order to consider strain-softening behavior, the adopted procedure proved successful. The new cell produced good results for different kinds of stress paths, with satisfactory control in all stages.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse-grained materials.
=650  \0$aServo control.
=650  \0$alaboratory equipment.
=650  \0$atriaxial tests.
=650  \0$aautomation.
=650  14$aLaboratory equipment.
=650  24$aTriaxial tests.
=650  24$aAutomation.
=650  24$aServo control.
=650  24$aCoarse-grained materials.
=700  1\$aModoni, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10412J.htm

=LDR  02640nab a2200541 i 4500
=001  GTJ10414J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10414J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10414J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE24.I8
=082  04$a624.151$223
=100  1\$aBardet, J-P,$eauthor.
=245  10$aGrain-Size Analysis by Buoyancy Method /$cJ-P Bardet, J. Young.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA new routine experiment referred to as buoyancy analysis is proposed to determine the grain-size distribution of fine-grained soils. The buoyancy analysis is based on the sedimentation principles of the hydrometer and pipette analyses. It determines the percent by weight finer than a given grain size by measuring the buoyant weight of a 2.5-cm-diameter sphere immersed in the soil suspension. The buoyancy analysis is slightly more accurate than the hydrometer analysis, has a shorter duration, and its readings can be fed directly into a computer. It yields results identical to those of the hydrometer analysis when the sphere is immersed within the depth range of the hydrometer bulb.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGrain-size distribution.
=650  \0$aParticle size.
=650  \0$aSedimentation.
=650  \0$aSoil testing.
=650  \0$aSoils $x Testing.
=650  \0$aGrain-Size Analysis.
=650  \0$abuoyancy.
=650  14$aSedimentation.
=650  24$aParticle size.
=650  24$aBuoyancy.
=650  24$aGrain-size distribution.
=650  24$aSoil testing.
=700  1\$aYoung, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10414J.htm

=LDR  03082nab a2200505 i 4500
=001  GTJ100963
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100963$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100963$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aThom, R.,$eauthor.
=245  12$aA Simple Triaxial System for Evaluating the Performance of Unsaturated Soils Under Repeated Loading /$cR. Thom, V. Sivakumar, J. Brown, D. Hughes.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aUnsaturated soils constitute a large proportion of the foundation materials supporting infrastructure throughout the world and they are subject to various loading conditions. This paper describes the development of a simple system for testing unsaturated soils under repeated loading. The equipment was comprised of a modified triaxial cell with hydraulic loading system, hall-effect transducers for on-sample strain measurements, and thermocouple psychrometer for suction measurements. A number of undrained monotonic and repeated loading triaxial tests were performed on compacted samples of kaolin clay in order to attest the newly developed system. The results yielded some useful information on the resilient modulus and permanent deformation of a soil when subjected to repeated loading. There is some difference between the failure deviator stress of samples subjected to repeated and monotonic loading, though repeated loading continued to result in a significant permanent deformation. This paper is aimed at demonstrating the key features of the equipment using preliminary data generated as part of the on-going research.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRepeated loading.
=650  \0$aTriaxial test.
=650  \0$aUnsaturated soils.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soils.
=650  24$aRepeated loading.
=650  24$aTriaxial test.
=700  1\$aSivakumar, V.,$eauthor.
=700  1\$aBrown, J.,$eauthor.
=700  1\$aHughes, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100963.htm

=LDR  02640nab a2200493 i 4500
=001  GTJ100729
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100729$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100729$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTR267
=082  04$a775$223
=100  1\$aZhao, Honghua,$eauthor.
=245  10$aCamera Calibration Using Neural Network for Image-Based Soil Deformation Measurement Systems /$cHonghua Zhao, Louis Ge.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA neural network camera calibration algorithm has been adapted for image-based soil deformation measurement systems. This calibration algorithm provides a highly accurate prediction of object data points from their corresponding image points. The experimental setup for this camera calibration algorithm is rather easy, and can be integrated into particle image velocimetry (PIV) to obtain the full-field deformation of a soil model. The performance of this image-based measurement system was illustrated with a small-scale rectangular footing model. This fast and accurate calibration method will greatly facilitate the application of an image-based measurement system into geotechnical experiments.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCamera calibration.
=650  \0$aNeural network.
=650  \0$aParticle image velocimetry.
=650  \0$aImage processing$vDigital techniques.
=650  \0$aPhotography$vDigital techniques.
=650  14$aNeural network.
=650  24$aCamera calibration.
=650  24$aParticle image velocimetry.
=700  1\$aGe, Louis,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100729.htm

=LDR  03380nab a2200613 i 4500
=001  GTJ100548
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100548$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100548$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTR267
=082  04$a775$223
=100  1\$aO?nal, Okan,$eauthor.
=245  10$aDetermination of Cylindrical Soil Specimen Dimensions by Imaging with Application to Volume Change of Bentonite-Sand Mixtures /$cOkan O?nal, Ali Hakan O?ren, Gu?rkan O?zden, Abidin Kaya.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aVolumetric shrinkage of compacted bentonite and sand mixtures has been continuously monitored at small strain levels (i.e., <5 %) using a digital image processing technique. A special digital measurement setup and a computer algorithm have been developed in order to identify volume of the drying specimens. Volume change of three compacted bentonite-sand mixtures at different initial moisture contents were recorded during drying by means of vernier caliper and digital measurements. Continuous monitoring of the volumetric shrinkage of specimens using digital images proved that digital measurement and data reduction methodology developed herein is capable of determining the shrinkage amount with desired accuracy. It is shown in the study that consistent volumetric shrinkage strain readings can be taken using this cost effective, nondestructive, and operator independent measurement setup, which may have become the preferred shrinkage measurement methodology in soil mechanics laboratory practice with some added features.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite.
=650  \0$aCompaction.
=650  \0$aContinuous monitoring.
=650  \0$aDigital image processing.
=650  \0$aNondestructive testing.
=650  \0$aSand.
=650  \0$aVolumetric shrinkage.
=650  \0$aImage processing$vDigital techniques.
=650  \0$aPhotography$vDigital techniques.
=650  14$aDigital image processing.
=650  24$aVolumetric shrinkage.
=650  24$aNondestructive testing.
=650  24$aCompaction.
=650  24$aContinuous monitoring.
=650  24$aBentonite.
=650  24$aSand.
=700  1\$aO?ren, Ali Hakan,$eauthor.
=700  1\$aO?zden, Gu?rkan,$eauthor.
=700  1\$aKaya, Abidin,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100548.htm

=LDR  02869nab a2200517 i 4500
=001  GTJ100611
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100611$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100611$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aHird, Charles,$eauthor.
=245  10$aOne-Dimensional Compression Tests on Stabilized Clays Incorporating Shear Wave Velocity Measurements /$cCharles Hird, Chee-Ming Chan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aLaboratory experiments were carried out on stabilized clays to study the relationship between shear wave velocity and one-dimensional compressibility. One artificial clay, kaolin, and two natural clays, from Malaysia and Sweden, were tested. These were stabilized with either Ordinary Portland cement or a 1+1 mix of cement and unslaked lime. A purpose-built oedometer was equipped with bender elements in order to monitor the shear wave velocity during tests on 100-mm diameter, 70-mm high samples cured for a set period of seven days. Lateral stresses were also measured. Supplementary tests were conducted in standard oedometers, mainly to study the effect of the curing period. In all these tests vertical yield stresses were identified and corresponded to the onset of changes in shear wave velocity, when measured. After yield, the constrained moduli could be correlated with shear wave velocity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aOedometer test.
=650  \0$aShear wave velocity.
=650  \0$aStabilized clays.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aStabilized clays.
=650  24$aCompressibility.
=650  24$aShear wave velocity.
=650  24$aOedometer test.
=700  1\$aChan, Chee-Ming,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100611.htm

=LDR  03115nab a2200541 i 4500
=001  GTJ100964
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100964$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100964$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aPerez-Garcia, Natalia,$eauthor.
=245  13$aAn Oedometer-Type Pressure Plate SWCC Apparatus /$cNatalia Perez-Garcia, Sandra L. Houston, William N. Houston, J. Manuel Padilla.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aA new oedometer device for SWCC determination has been evaluated by testing a wide range of soil types, and recommendations for best practices for use of this device have been made. The new device allows application and control of the net normal stress, ?-ua, in addition to the matric suction, ua-uw. Thus it can be used to simulate a range of overburden stresses and various other stress states of interest. It also allows the measurement of specimen volume change and the use of a single specimen for determination of the SWCC. The evaluation includes issues of temperature control, air diffusion through high air entry ceramic disks, and study of potential sources of error in water content determination for the SWCC. It is concluded that the new oedometer device can be used to obtain an accurate SWCC for a single specimen up to 1500kPa. General recommendations for appropriate use of the equipment and corrections to SWCC data obtained using axis translation pressure plate-type devices are made.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPressure plate.
=650  \0$aSoil matric suction.
=650  \0$aSoil-water characteristic curve.
=650  \0$aUnsaturated soil.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aSoil matric suction.
=650  24$aPressure plate.
=650  24$aSoil-water characteristic curve.
=650  24$aUnsaturated soil.
=700  1\$aHouston, Sandra L.,$eauthor.
=700  1\$aHouston, William N.,$eauthor.
=700  1\$aPadilla, J. Manuel,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100964.htm

=LDR  03273nab a2200589 i 4500
=001  GTJ100022
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100022$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100022$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE251.5
=082  04$a625.8$223
=100  1\$aHongNam, Nguyen,$eauthor.
=245  10$aEffect of Specimen Size on Quasi-Elastic Properties of Toyoura Sand in Hollow Cylinder Triaxial and Torsional Shear Tests /$cNguyen HongNam, Junichi Koseki, Takeshi Sato.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aQuasi-elastic deformation properties of dry, dense Toyoura sand were experimentally investigated by triaxial and torsional shear tests on hollow cylindrical specimens of medium sizes (outer diameter Do=20 cm, inner diameter Di=16 or, 12 cm, and height H=30 cm) and small size (Do=10, Di=6, H=20 cm). In addition to the conventional external measurements, strains were measured locally by the newly developed pin-type local deformation transducers. The effect of specimen size on locally measured Young's modulus Ez was insignificant. On the other hand, the locally measured values of shear modulus Gz? with the small size specimen revealed lower reproducibility as compared with those measured with the medium size specimens, suggesting that larger specimen size is preferred in evaluating the small strain shear modulus in torsional shear tests on hollow cylindrical specimens. It was also inferred from the test results that, irrespective of the specimen size, effect of end restraint at the top cap and pedestal is significant on the externally measured values of Gz?.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aElasticity.
=650  \0$aHollow cylinder apparatus.
=650  \0$aPoisson's ratio.
=650  \0$aSand.
=650  \0$aShear modulus.
=650  \0$aYoung's modulus.
=650  \0$aModulus of elasticity.
=650  14$aHollow cylinder apparatus.
=650  24$aSand.
=650  24$aElasticity.
=650  24$aAnisotropy.
=650  24$aShear modulus.
=650  24$aYoung's modulus.
=650  24$aPoisson's ratio.
=700  1\$aKoseki, Junichi,$eauthor.
=700  1\$aSato, Takeshi,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100022.htm

=LDR  02596nab a2200577 i 4500
=001  GTJ100322
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100322$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100322$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aAbedi-Koupai, Jahangir,$eauthor.
=245  10$aEstimation of Osmotic Suction from Electrical Conductivity and Water Content Measurements in Unsaturated Soils /$cJahangir Abedi-Koupai, Hasan Mehdizadeh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aSalt-affected soils are a common feature of an arid-zone landscape. Osmotic suction arises from the salt content in the soil pore fluid. In this research osmotic potential was obtained by measuring total and matric suction via the filter paper technique. The filter paper technique has been widely adopted for measuring soil water potential in the recent years and now is a U.S. standard.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFilter paper method.
=650  \0$aMatric suction.
=650  \0$aOsmotic suction.
=650  \0$aSoil electrical conductivity.
=650  \0$aSoil suction.
=650  \0$aSoil water potential.
=650  \0$aUnsaturated soils.
=650  \0$aSoil mechanics.
=650  14$aSoil suction.
=650  24$aOsmotic suction.
=650  24$aMatric suction.
=650  24$aSoil water potential.
=650  24$aSoil electrical conductivity.
=650  24$aFilter paper method.
=650  24$aUnsaturated soils.
=700  1\$aMehdizadeh, Hasan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100322.htm

=LDR  02879nab a2200481 i 4500
=001  GTJ100001
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100001$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100001$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE599.A2
=082  04$a551.3/07$223
=100  1\$aFioravante, V.,$eauthor.
=245  10$aPhysical Modeling of Landslide Stabilization Methods in an Overconsolidated Clay /$cV. Fioravante.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b44
=520  3\$aThis paper describes some of the main results of physical modeling tests performed on retaining structures. The modeling arose from the design of stabilizing structures for a landslide with a natural slope angle of 10° , a thickness of about 15 m, a 90 m wide and 600 m long extension, which occurred in overconsolidated clay. The medium plasticity inorganic clay soil was characterized by a shear resistance peak angle, ?P'=24.7°  and a residual angle ?R'=10.5° . Two types of stabilizing structure models fixed into the subsoil, were adopted: the first, consisted of a diaphragm wall and the second of three aligned piers; both models were instrumented with strain gages. The sliding block was mechanically pushed against the structure up to failure, in order to assess the behavior of the structures in displacing ground. This paper presents details of the performed tests, the procedures that were adopted and an analysis of the gathered results according to "empirical-based" and "pressure-based" design methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge model test.
=650  \0$aLandslide.
=650  \0$aSlope stability.
=650  \0$aLandslide hazard analysis.
=650  \0$aSlopes (Soil mechanics)
=650  14$aCentrifuge model test.
=650  24$aLandslide.
=650  24$aSlope stability.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100001.htm

=LDR  03588nab a2200601 i 4500
=001  GTJ100720
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100720$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100720$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE251.5
=082  04$a625.8$223
=100  1\$aLee, Changho,$eauthor.
=245  10$aExperiment Setup for Shear Wave and Electrical Resistance Measurements in an Oedometer /$cChangho Lee, Jong-Sub Lee, Woojin Lee, Tae-Hyeon Cho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe development of a new laboratory oedometer cell, which includes bender elements and an electrical resistance probe, is documented. The apparatus is used to evaluate consolidation characteristics such as primary consolidation, anisotropy, void ratio, and the preconsolidation stress by using the elastic and electromagnetic waves. Bender elements are installed on the top cap and the bottom plate and are also mounted on the wall of the oedometer cell. The electrical resistance probe is positioned onto the top cap of the oedometer cell. The primary consolidation time can be assessed with the evolution of shear wave velocity and the slope of the resistance-log time curve. The increment of the shear wave velocity, which propagates along the long axis of particles, is higher when the vertical effective stress is higher than the preconsolidation stress. The preconsolidation stress is confirmed by the relationship between the void ratio and the electrical resistance, and cementation and stress controlled regions are confirmed with the shear wave velocity. The electrical resistance linearly increases with the vertical effective stress in the stress controlled region. This study suggests that the shear wave velocity and electrical resistance provide complementary information about primary consolidation, anisotropy, void ratio, and the preconsolidation stress.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aCreep.
=650  \0$aElectrical resistance.
=650  \0$aPreconsolidation stress.
=650  \0$aPrimary consolidation.
=650  \0$aShear waves.
=650  \0$aVoid ratio.
=650  \0$aModulus of elasticity.
=650  14$aAnisotropy.
=650  24$aCreep.
=650  24$aElectrical resistance.
=650  24$aPreconsolidation stress.
=650  24$aPrimary consolidation.
=650  24$aShear waves.
=650  24$aVoid ratio.
=700  1\$aLee, Jong-Sub,$eauthor.
=700  1\$aLee, Woojin,$eauthor.
=700  1\$aCho, Tae-Hyeon,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100720.htm

=LDR  03215nab a2200529 i 4500
=001  GTJ100911
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100911$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100911$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aBathurst, Richard J.,$eauthor.
=245  10$aInfluence of Test Method on Direct Shear Behavior of Segmental Retaining Wall Units /$cRichard J. Bathurst, Sebastian Althoff, Peter Linnenbaum.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThis paper reports the results of interface shear testing carried out to investigate the influence of test methodology on shear-displacement behavior of five different segmental (modular) masonry concrete block configurations. The tests were carried out in general conformance with existing ASTM and National Concrete Masonry Association test protocols. Three different normal load arrangements were investigated: (1) flexible airbag, (2) fixed vertical piston, and (3) an adjustable vertical piston. A video-extensometer camera device was used to record block deformations in the vertical plane during testing. The test results showed that the three load arrangements gave similar shear capacity failure envelopes for the frictional block system with flat concrete surfaces. For more typical block systems with concrete shear keys and trailing lips that exhibit dilatant interface shear behavior, or a system with shear pins, the most consistent test results were developed using the flexible airbag arrangement. The results of this paper can be used to guide the selection of the loading arrangement for conventional laboratory modular block shear testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInterface shear.
=650  \0$aMasonry concrete.
=650  \0$aSegmental block.
=650  \0$aVideo-extensometer.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aInterface shear.
=650  24$aMasonry concrete.
=650  24$aSegmental block.
=650  24$aVideo-extensometer.
=700  1\$aAlthoff, Sebastian,$eauthor.
=700  1\$aLinnenbaum, Peter,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100911.htm

=LDR  02816nab a2200541 i 4500
=001  GTJ12652
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12652$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12652$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC676.4
=082  04$a621.3841/10151535$223
=100  1\$aBasu, A.,$eauthor.
=245  10$aEvaluation of Ultrasonic Testing in Rock Material Characterization /$cA. Basu, A. Aydin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aAlthough ultrasonic testing is simple and nondestructive, its potential has not yet been fully utilized in rock material characterization because the experimental setup and the methodology adopted strongly influence the characteristics of the ultrasonic beam, and hence the resultant ultrasonic velocity of the specimen under investigation. This paper focuses on the importance of the selection and use of ultrasonic wave transducers in rock material characterization. It illustrates both theoretically and experimentally how different transducer parameters control the efficiency of ultrasonic velocity as an indicator of microfabric changes. The study reveals that the existing standards do not provide sufficient and/or practical guidelines on a number of issues, and calls for consideration of the proposed modifications.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMicrofabric.
=650  \0$aPiezoelectric transducer.
=650  \0$aRock material.
=650  \0$aUltrasonic test.
=650  \0$awave propagation.
=650  \0$acables.
=650  \0$afast Fourier transform.
=650  14$aUltrasonic test.
=650  24$aRock material.
=650  24$aMicrofabric.
=650  24$aWave propagation.
=650  24$aPiezoelectric transducer.
=700  1\$aAydin, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12652.htm

=LDR  02881nab a2200613 i 4500
=001  GTJ14014
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14014$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14014$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA911
=082  04$a620.1/064/015118$223
=100  1\$aSivakumar, R.,$eauthor.
=245  10$aTwin-Cell Stress Path Apparatus for Testing Unsaturated Soils /$cR. Sivakumar, V. Sivakumar, J. Blatz, J. Vimalan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aDetermination of specific volume changes of unsaturated soils remains a challenging issue in soil testing for a number of reasons. Various attempts have been made over the years to improve the techniques of sample volume change measurement. This technical note reports the benefit of using a fully automated twin-cell stress path apparatus for measuring sample volume change and hence determining the specific volume. The system requires calibration for apparent volume change due to expansion of plastic tubes and connections. The results have shown excellent repeatability of the apparent volume change during the loading and unloading process.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExperimental techniques.
=650  \0$aStress path cell.
=650  \0$aSuction.
=650  \0$aTriaxial test.
=650  \0$aUnsaturated soils.
=650  \0$aVolume change device.
=650  \0$aFluid dynamics.
=650  \0$aCompressibility.
=650  \0$aMaterial Science.
=650  14$aUnsaturated soils.
=650  24$aSuction.
=650  24$aCompressibility.
=650  24$aVolume change device.
=650  24$aExperimental techniques.
=650  24$aTriaxial test.
=650  24$aStress path cell.
=700  1\$aSivakumar, V.,$eauthor.
=700  1\$aBlatz, J.,$eauthor.
=700  1\$aVimalan, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14014.htm

=LDR  03801nab a2200673 i 4500
=001  GTJ14089
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14089$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14089$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.17.H93
=082  04$a631.4$223
=100  1\$aHarris, JM.,$eauthor.
=245  10$aShear Strength of Degraded Reconsitituted Municipal Solid Waste /$cJM. Harris, AL. Shafer, W. DeGroff, GR. Hater, M. Gabr, MA. Barlaz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aRelative changes in Waste shear strength parameters as a function of strain level and stress path are investigated based on the results of 16 direct simple shear (DSS) tests, one direct shear (DS) test with four stages, and three triaxial tests. The magnitudes of shear strength parameters obtained from drained DSS tests and undrained DSS tests with pore water pressure measurement were comparable. This was the case even though the effective stress path in both approaches was different. Data indicated the dependency of the mobilized strength parameters on strain, or deformation level. Generally, stress-deformation response increased monotonically with no well defined peak or ultimate stress levels. The results of the DSS and DS tests show no dependency of the strength parameters on the stress level. Results from DSS and DS indicated a range of effective strength parameters of 9 to 14 kPa for cohesion and 23° -29°  for friction angle. Data from the triaxial testing showed dependency of the shear strength parameters on the initial compression stress level. Given the number of potentially confounding issues associated with the measurement of shear strength, it is rather important to also report information on sample collection methods, sample age and chemical composition, sample processing, sample composition, the size of testing equipment and level of strain (instead of ultimate or peak) at which the strength parameters are evaluated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDecomposition.
=650  \0$aDirect shear.
=650  \0$aDirect simple shear.
=650  \0$aDrained.
=650  \0$aSaturation.
=650  \0$aShear strength.
=650  \0$aSolid waste.
=650  \0$aTriaxial.
=650  \0$aHydric soils.
=650  \0$aZones humides.
=650  \0$aWetlands.
=650  14$aDecomposition.
=650  24$aDirect shear.
=650  24$aDirect simple shear.
=650  24$aDrained.
=650  24$aSaturation.
=650  24$aShear strength.
=650  24$aSolid waste.
=650  24$aTriaxial.
=700  1\$aShafer, AL.,$eauthor.
=700  1\$aDeGroff, W.,$eauthor.
=700  1\$aHater, GR.,$eauthor.
=700  1\$aGabr, M.,$eauthor.
=700  1\$aBarlaz, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14089.htm

=LDR  03217nab a2200577 i 4500
=001  GTJ12686
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12686$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12686$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aRatnaweera, P.,$eauthor.
=245  10$aShear Strength and Stress-Strain behavior of Contaminated Soils /$cP. Ratnaweera, JN. Meegoda.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aA series of unconfined compression tests performed on fine-grained soils contaminated with varying amounts of chemicals showed a decrease in shear strength and stress-strain behavior. These observations were attributed to changes in dielectric constant and pore fluid viscosity. Consolidated drained triaxial tests performed on a granular soil showed a similar behavior, even though granular soils do not show a physicochemical interaction between soil and pore fluid. This is attributed to mechanical interactions at particle contacts, caused by enhanced lubrication by viscous pore fluids. For fine-grained soils, the observed reduction in shear strength is attributed to physicochemical effects caused by a reduction in dielectric constant and mechanical interactions caused by high pore fluid viscosities. Observations show that the reduced physicochemical interactions seem to have been overshadowed by mechanical interactions. The clayey silt tested showed a marginal reduction in shear strength, indicating that the net effect is insignificant.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDielectric constant.
=650  \0$aPhysicochemical interaction.
=650  \0$aPore fluid viscosity.
=650  \0$aShear strength.
=650  \0$aSoil contamination.
=650  \0$aStress-strain behavior.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aShear strength.
=650  24$aStress-strain behavior.
=650  24$aSoil contamination.
=650  24$aPore fluid viscosity.
=650  24$aPhysicochemical interaction.
=650  24$aDielectric constant.
=700  1\$aMeegoda, JN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12686.htm

=LDR  02431nab a2200541 i 4500
=001  GTJ14010
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14010$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14010$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE228.5
=082  04$a625.7$223
=100  1\$aYang, S.,$eauthor.
=245  10$aDetermination of the Transitional Fines Content of Mixtures of Sand and Non-plastic Fines /$cS. Yang, S. Lacasse, R. Sandven.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aSand-silt mixtures show different behavior with different fines content. The transitional fines content (TFC) is a key parameter which can indicate if the soil behaves as a sand-dominated or as a fines-dominated material. The determination of the TFC for a sand-silt mixture and the possible ways of obtaining the TFC from index data and the triaxial test results are discussed in this study.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aIndex data.
=650  \0$aSand-silt mixtures.
=650  \0$aTransitional fines content.
=650  \0$aTriaxial test.
=650  \0$aTriaxial shear tests.
=650  \0$aPavement design.
=650  \0$aGranular materials.
=650  14$aSand-silt mixtures.
=650  24$aTransitional fines content.
=650  24$aTriaxial test.
=650  24$aIndex data.
=700  1\$aLacasse, S.,$eauthor.
=700  1\$aSandven, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14010.htm

=LDR  03217nab a2200601 i 4500
=001  GTJ12621
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12621$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12621$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA413.5
=082  04$a620.1/123/0287$223
=100  1\$aWanatowski, D.,$eauthor.
=245  10$aStress-Strain Behavior of a Granular Fill Measured by a New Plane-Strain Apparatus /$cD. Wanatowski, J. Chu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aIn this paper a new plane-strain apparatus is described. The main feature of the plane-strain apparatus is that the intermediate principal stress can be measured by four submersible pressure transducers. Experimental data obtained from drained tests on very loose to medium dense sand are presented. The strength and deformation behavior of the sand under plane-strain conditions and shear band formation are studied. The results show that the failure envelope obtained from plane-strain tests is lower than that from triaxial tests. However, in terms of friction angle, the value obtained from plane-strain tests is higher than that from triaxial tests. The critical state line obtained under plane-strain conditions is also different from that under axisymmetric conditions. Under plane-strain conditions, shear bands occur for medium loose to dense specimens. However, no visible shear bands are observed for very loose specimens. This is consistent with the study reported by Han and Vardoulakis (1991) but different from that by Finno et al. (1996, 1997).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical state line.
=650  \0$aDrained.
=650  \0$aPlane-strain.
=650  \0$aSand.
=650  \0$aShear bands.
=650  \0$aShear strength.
=650  \0$aStress-strain behavior.
=650  \0$astrain measurement.
=650  \0$aStrains and stresses$xMeasurement.
=650  \0$aStrain gages.
=650  14$aSand.
=650  24$aPlane-strain.
=650  24$aShear bands.
=650  24$aStress-strain behavior.
=650  24$aDrained.
=650  24$aShear strength.
=650  24$aCritical state line.
=700  1\$aChu, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12621.htm

=LDR  02837nab a2200577 i 4500
=001  GTJ12316
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12316$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12316$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA931
=082  04$a531/.382$223
=100  1\$aMonnet, J.,$eauthor.
=245  10$aInterpretation of Pressuremeter Results for Design of a Diaphragm Wall /$cJ. Monnet, D. Allagnat.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThe usual way to use a pressuremeter device is to measure a pressuremeter modulus, which is correlated with the elastic modulus, and a limit pressure, which is used to find the bearing capacity of the foundation. We present a new interpretation of the pressuremeter test, which allows the measurement of the elastic shear modulus by the application of an unload-reload sequence in the experimental pressuremeter process and the determination of the angle of internal friction for granular soil by the application of an elasto-plastic theory. This new method is accurate and validates the use of the pressuremeter tests for the mechanical characteristics determination, for slope stability analysis, retaining wall and tunnel design. It is used in this paper for the design of a diaphragm wall of Lyon underground.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnalysis.
=650  \0$aDilatancy.
=650  \0$aElasticity.
=650  \0$aFriction angle.
=650  \0$aMeasurement.
=650  \0$aPlasticity.
=650  \0$aPressuremeter.
=650  \0$aElasticities.
=650  14$aPressuremeter.
=650  24$aAnalysis.
=650  24$aElasticity.
=650  24$aPlasticity.
=650  24$aFriction angle.
=650  24$aDilatancy.
=650  24$aMeasurement.
=700  1\$aAllagnat, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12316.htm

=LDR  03061nab a2200613 i 4500
=001  GTJ13143
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ13143$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ13143$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP156.E6
=082  04$a667.6$223
=100  1\$aAlfred Au, SK.,$eauthor.
=245  12$aA New Laboratory Apparatus for Grout Injection Studies /$cSK. Alfred Au, K. Soga, AT. Yeung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThe design, fabrication, and assembly of a new laboratory apparatus for the investigation of fundamental behavior of compaction grouting and fracture grouting are presented in this paper. Clayey soil specimens of different overconsolidation ratios can be prepared to study the grout deformation pattern, fracture pattern, and consolidation behavior of soil induced by grout injection as a function of operating parameters. Ideal compacting grouting is replicated by expanding a latex balloon placed within the soil specimen and fracture grouting by injecting epoxy resin or high water content cement bentonite grout into the soil specimen. Moreover, the apparatus can accommodate multiple-point grout injection experiments to examine the behavior of grout interactions. Illustrative results are also presented in the paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction grouting.
=650  \0$aEpoxy resin.
=650  \0$aFracture grouting.
=650  \0$aLaboratory apparatus.
=650  \0$aLatex balloon.
=650  \0$aMultiple-point grout injection.
=650  \0$aSingle-point grout injection.
=650  \0$aEmulsions.
=650  \0$aPolymers.
=650  \0$aLatex, Synthetic.
=650  14$aCompaction grouting.
=650  24$aFracture grouting.
=650  24$aLaboratory apparatus.
=650  24$aSingle-point grout injection.
=650  24$aMultiple-point grout injection.
=650  24$aLatex balloon.
=650  24$aEpoxy resin.
=700  1\$aSoga, K.,$eauthor.
=700  1\$aYeung, AT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ13143.htm

=LDR  02883nab a2200505 i 4500
=001  GTJ12124
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12124$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12124$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE29
=082  04$a551$223
=100  1\$aSarsby, RW.,$eauthor.
=245  13$aAn Empirical Relationship between Rock Structure Rating and Rock Mass Rating /$cRW. Sarsby, K. Rama Sarma.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aPrediction of support pressures for underground openings is one of the most difficult tasks in rock engineering. The difficulties associated with the selection of reliable material properties, laws of material behavior, stress environment, etc. (which are essential for satisfactory application of analytical methods and numerical techniques) and the simplicity of the classification systems have collectively contributed to the popularity of empirical approaches for support design. The unpredictable nature of weathering enhances the complexity of the assessment of rock masses. In this study an attempt has been made to derive a simple relationship between rock structure rating and rock mass rating, which will permit accurate estimation of engineering properties of rock using easily measured parameters. The data used to formulate the empirical relationships came from tests conducted on rock samples collected from 45 boreholes at various locations between Visakhapatnam and Koraput (India).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRock mass rating.
=650  \0$ageology.
=650  \0$acorrelations.
=650  \0$arock structure rating.
=650  14$aRock mass rating.
=650  24$aRock structure rating.
=650  24$aCorrelations.
=650  24$aGeology.
=650  24$aAnd boreholes.
=700  1\$aRama Sarma, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12124.htm

=LDR  03253nab a2200529 i 4500
=001  GTJ12643
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12643$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12643$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP1150
=082  04$a668.412$223
=100  1\$aHayashi, S.,$eauthor.
=245  10$aDrip Injection of Chemical Grouts :$bA New Apparatus /$cS. Hayashi, XJ. Chai, K. Matsunaga, A. Toki.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe tip structure of conventionally used drip injection apparatus for chemical grouting has the defect that the chemical grouts flow upwards to the ground surface frequently, which reduces the accuracy and efficiency of injection significantly. Normally, cement and bentonite are used for sealing the gap between injection tube and drill hole, the performance of which is not satisfactory. In this study, a balloon cover injection tip (called BCIT) has been developed. The special tip structure of the injection tube prohibits the chemical grout flowing upward to the ground surface. In particular, BCIT can implement down-to-up chemical grouting due to its soft and tight attachment with the drill hole sides. The main advantage of the BCIT is its simplicity, portability, adaptability, and accurate injection quantity management. Further, this can be used effectively for small-scale strengthening and preservation of historical remains with complicated geographic features without spoiling their appearance. In the laboratory, the feasibility of BCIT apparatus has been verified by chemical grouting in model ground, which simulates the practical condition of Funasako kiln sites. A soil hardness tester was used to evaluate the strength of the solidified body.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHistorical kiln sites.
=650  \0$aNew apparatus.
=650  \0$adrip injection.
=650  \0$aInjection molding of plastics.
=650  \0$achemical grouting.
=650  14$aHistorical kiln sites.
=650  24$aDrip injection.
=650  24$aChemical grouting.
=650  24$aNew apparatus.
=700  1\$aChai, XJ.,$eauthor.
=700  1\$aMatsunaga, K.,$eauthor.
=700  1\$aToki, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12643.htm

=LDR  03629nab a2200661 i 4500
=001  GTJ14000
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14000$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14000$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC353
=082  04$aQC353$223
=100  1\$aFarid, M.,$eauthor.
=245  10$aValidation and Calibration of a Laboratory Experimental Setup for Cross-Well Radar in Sand /$cM. Farid, AN. Alshawabkeh, CM. Rappaport.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aCross-well radar (CWR) uses electromagnetic wave antennas lowered into sampling wells, to image the dielectric properties of soil and detect scattering objects such as contaminants (in this case, dense nonaqueous phase liquids (DNAPLs)). To better understand the physics of CWR in soils, it is necessary to experimentally evaluate the behavior of antennas and electromagnetic (EM) waves. A proto-type model of an infinite soil medium was experimentally simulated by constructing a pilot-scale facility, referred to as SoilBED. The most important issue in any experimental research is the repeatability, reproducibility, and reliability of the results. This paper evaluates different factors affecting experimental data collection in order to achieve the required specifications to collect reproducible and reliable data. Antenna depth and insertion problems, soil disturbance, and boundary condition effects were experimentally evaluated. Other (desired or undesired) transmission couplings were studied, and efforts were conducted to eliminate the undesired paths. The calibrated and validated setup can be and is used for different purposes other than DNAPL detection, such as soil and antenna characterization, theoretical simulation validation, and inverse scattering by various materials in dry or saturated soil backgrounds.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCross-well radar.
=650  \0$aDispersive.
=650  \0$aInverse scattering.
=650  \0$aLossy.
=650  \0$aReflection.
=650  \0$aRefraction.
=650  \0$aScatterer.
=650  \0$aTransceiver.
=650  \0$aTransmission.
=650  \0$aOptics.
=650  \0$aRefraction, Astronomical.
=650  \0$aScience, Medieval.
=650  14$aCross-well radar.
=650  24$aTransceiver.
=650  24$aLossy.
=650  24$aDispersive.
=650  24$aTransmission.
=650  24$aReflection.
=650  24$aRefraction.
=650  24$aScatterer.
=650  24$aInverse scattering.
=700  1\$aAlshawabkeh, AN.,$eauthor.
=700  1\$aRappaport, CM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14000.htm

=LDR  02789nab a2200529 i 4500
=001  GTJ10742J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10742J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10742J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aTosun, H.,$eauthor.
=245  10$aComparative Study on Physical Tests of Dispersibility of Soils Used for Earthfill Dams in Turkey /$cH. Tosun.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aUse of dispersive clays in earthfill dams causes serious problems that may be difficult to solve later unless this type of soil is adequately defined and properly used. The problems may occur suddenly and cause catastrophic failures. In many countries, such problems have resulted in dam incidents or failures attributed to dispersive soils. This paper briefly presents tests to determine the dispersibility properties of soils and discusses their limitations as shown by the comparative study on crumb and pinhole tests. The study was based on test results of 352 samples belonging to 29 different projects currently under planning and design stages in Turkey. As a result of this study, it can be stated that the results of pinhole tests mainly confirm those of crumb tests, while some index tests do not provide a more reliable way to identify dispersive soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDispersive soil.
=650  \0$aEarthfill dam.
=650  \0$aFlow rate.
=650  \0$aPinhole test.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$acrumb test.
=650  14$aCrumb test.
=650  24$aDispersive soil.
=650  24$aEarthfill dam.
=650  24$aFlow rate.
=650  24$aPinhole test.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10742J.htm

=LDR  03186nab a2200613 i 4500
=001  GTJ10739J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10739J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10739J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871.37
=082  04$a622/.33827$223
=100  1\$aYeung, AT.,$eauthor.
=245  10$aDesign, Fabrication, and Assembly of an Apparatus for Electrokinetic Remediation Studies /$cAT. Yeung, TB. Scott, S. Gopinath, RM. Menon, C. Hsu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThis paper presents the design, fabrication, and assembly of a new geo-environmental engineering apparatus specifically made to experimentally evaluate the viability, feasibility, practicality, and economics of electrokinetic extraction of conservative and reactive contaminants from fine-grained soils and to develop a better understanding of the various complex transport processes, electrochemical reactions, and physicochemical soil-contaminant interactions during the process. The design criteria and details of each component of the new apparatus are presented. The distinct advantages of the apparatus developed are discussed. Typical experimental results obtained by the apparatus are presented to demonstrate its simplicity of operation and versatility of measuring various parameters at different spatial and temporal intervals.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectrochemical reactions.
=650  \0$aExperimental apparatus.
=650  \0$aFine-grained soil.
=650  \0$aLaboratory studies.
=650  \0$aSoil remediation.
=650  \0$aSoil-contaminant interactions.
=650  \0$aelectrokinetics.
=650  \0$aElectricity in petroleum engineering.
=650  14$aElectrokinetics.
=650  24$aSoil remediation.
=650  24$aExperimental apparatus.
=650  24$aLaboratory studies.
=650  24$aFine-grained soil.
=650  24$aSoil-contaminant interactions.
=650  24$aElectrochemical reactions.
=700  1\$aScott, TB.,$eauthor.
=700  1\$aGopinath, S.,$eauthor.
=700  1\$aMenon, RM.,$eauthor.
=700  1\$aHsu, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10739J.htm

=LDR  02665nab a2200577 i 4500
=001  GTJ10741J
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=006  m|||||o|||||||||||
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=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10741J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10741J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a620.43$223
=100  1\$aPaikowsky, SG.,$eauthor.
=245  10$aCalibration and Use of Grid-Based Tactile Pressure Sensors in Granular Material /$cSG. Paikowsky, EL. Hajduk.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (24 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aA revolutionary technology is introduced enabling the measurement and presentation of normal stress distribution over an area in real time. A flexible, grid-based, tactile pressure sensor allows pressure to be measured in up to 2288 (52 × 44) sensing locations. The overall shape and size of the measured area can vary with sensors up to 427 by 488 mm in size. Pressure ranges are possible up to 172 MPa (25 ksi). The system was originally developed for dental purposes and has been used in other medical and mechanical applications as well.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGlass beads.
=650  \0$aGranular material.
=650  \0$aPressure sensor.
=650  \0$aStress distribution.
=650  \0$aTactile pressure sensor.
=650  \0$aGranular Materials.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  14$aLaboratory tests.
=650  24$aSoil tests.
=650  24$aGranular material.
=650  24$aPressure sensor.
=650  24$aStress distribution.
=650  24$aTactile pressure sensor.
=650  24$aGlass beads.
=700  1\$aHajduk, EL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10741J.htm

=LDR  02943nab a2200589 i 4500
=001  GTJ10735J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10735J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10735J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a625.8/4$223
=100  1\$aHoque, E.,$eauthor.
=245  10$aPerformance Evaluation of LDTs for Use in Triaxial Tests /$cE. Hoque, T. Sato, F. Tatsuoka.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (19 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe performance of local deformation transducers (LDTs) is described in the light of obtaining reliable data on the stiffness of geomaterial in a small-strain range. The components of LDTs and their functions are described, including recent modifications aimed at improving performance. Resolution, working range, and performance were critically examined with special reference to the evaluation of small strain elastic behavior of soil. LDTs in a lateral direction (or simply lateral LDTs) that are able to measure lateral strains precisely are also described. LDTs can underestimate the maximum elastic modulus measured during a small unload/reload cycle of a given geomaterial for no more than 2%, while they can measure strains less than 0.0005% without amplification. LDTs also function satisfactorily under submerged conditions in pressurized water for a long duration (at least 41 days).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComponents.
=650  \0$aManufacture.
=650  \0$aResolution.
=650  \0$aSmall strain.
=650  \0$aSubmersibility.
=650  \0$aworkability.
=650  \0$aPlasticity.
=650  \0$aPavers.
=650  14$aLDT.
=650  24$aManufacture.
=650  24$aComponents.
=650  24$aResolution.
=650  24$aSmall strain.
=650  24$aWorkability.
=650  24$aSubmersibility.
=700  1\$aSato, T.,$eauthor.
=700  1\$aTatsuoka, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10735J.htm

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=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10737J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10737J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRC489.M6
=082  04$a616.8914$223
=100  1\$aKashir, M.,$eauthor.
=245  12$aA Flow Pump System for Assessing Clay Barrier-Permeant Compatibility /$cM. Kashir, EK. Yanful.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThis paper presents the performance, reliability, and features of a hydraulic conductivity, k, testing equipment specially designed and fabricated for clay barrier-permeant compatibility studies. The key component of the equipment is a flow or infusion/withdrawal pump that is used to deliver a constant and continuous flow of permeant at some prescribed rate through two stainless steel syringes to a soil specimen. The pump has a switch that allows the motor direction to be changed to allow one syringe to empty while the other is filling. This provides an uninterrupted flow of permeant to the specimen, unlike most traditional testing equipment that requires complete stoppage of permeation in order to provide a fresh supply of permeant. In some cases, re-establishment of flow pressures can take a long time and therefore affect the attainment of chemical equilibrium and specimen volume changes during compatibility testing. A Plexiglas cell containing an inflatable rubber diaphragm is used in the present equipment as a permeant supply tank to prevent the exposure of the permeant to air, therefore making the equipment particularly suited for testing with volatile organic liquids and redox-sensitive permeants such as acid mine drainage. Furthermore, this cell is connected to a back pressure supply to decrease the time required for the pressure to return to its original value after switching gears. The advantage of the equipment includes a graphic-based data acquisition system that allows test parameters such as hydraulic gradient, hydraulic conductivity, volume change, and room temperature to be continuously monitored and displayed on a computer monitor screen. The performance and features of the equipment are demonstrated with a series of k-tests on clayey soil specimens permeated with water and then with acid mine drainage (AMD). The data indicated that, while AMD did not change k, it may have dissolved some primary soil minerals such as calcite and dolomite, which in turn buffered the pH of the effluent from a specimen permeated with more than ten pore volumes of AMD.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcid mine drainage.
=650  \0$aBarrier-permeant.
=650  \0$aBladder accumulator.
=650  \0$aHydraulic conductivity.
=650  \0$aSyringe.
=650  \0$aClay$xTherapeutic use.
=650  \0$aModeling$xTherapeutic use.
=650  \0$aflow pump.
=650  14$aHydraulic conductivity.
=650  24$aFlow pump.
=650  24$aSyringe.
=650  24$aBladder accumulator.
=650  24$aBarrier-permeant.
=650  24$aAcid mine drainage.
=700  1\$aYanful, EK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10737J.htm

=LDR  02686nab a2200529 i 4500
=001  GTJ10738J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10738J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10738J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH87.3
=082  04$a333.91/8/0973$223
=100  1\$aZeeb, PJ.,$eauthor.
=245  10$aDesign and Performance of a Portable Piezocone Driver for High Resolution Profiling of Wetland Sediments /$cPJ. Zeeb, HF. Hemond, JT. Germaine.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aA portable piezocone driver was designed and built for use on wetland deposits that cannot support the weight of conventional truck-mounted equipment. The driver has successfully pushed a standard piezocone to the bottom of a wetland deposit at depths ranging from 2 to 8 m, including thick sand lenses. Records of penetration pore pressure and point resistance from these explorations distinguish several different types of peat, an underlying organic deposit, and sand strata. These results demonstrate that a piezocone can be driven through thick wetland deposits without a truck-mounted rig and that the data collected can be used to map deposit-scale heterogeneities in the wetland soil type.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aIn-situ testing.
=650  \0$aPenetrometer.
=650  \0$aPiezocone.
=650  \0$aWetlands.
=650  \0$aWetland ecology.
=650  \0$aWetland conservation.
=650  14$aWetlands.
=650  24$aPiezocone.
=650  24$aPenetrometer.
=650  24$aIn-situ testing.
=700  1\$aHemond, HF.,$eauthor.
=700  1\$aGermaine, JT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10738J.htm

=LDR  03140nab a2200565 i 4500
=001  GTJ10740J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10740J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10740J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTS1300
=082  04$a677$223
=100  1\$aFourie, AB.,$eauthor.
=245  14$aThe Effect of In-Plane Tensile Loads on the Retention Characteristics of Geotextiles /$cAB. Fourie, P. Addis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe results of hydrodynamic sieving tests in which pretensioned geotextile specimens were tested using glass beads as the suspended particles are reported. Biaxial as well as uniaxial tensile loads were used. Two types of geotextile were tested, a woven slit-film polypropylene geotextile and a nonwoven needle-punched polyester geotextile. In all but one of the tests reported, the effect of a tensile load was to reduce the filtration opening size. The effect was most pronounced with the woven geotextile, where an equal biaxial load of only 8% of the minimum tensile strength of the geotextile resulted in a 28% decrease in the filtration opening size. Since all the tests resulted in a decrease in the filtration opening size, it appears unlikely that inplane tensile loads will exacerbate problems of loss of particles through a geotextile. However, it is suggested that increased problems associated with geotextile clogging and blinding can be expected. Preliminary tests in a modified permeameter on uniaxially loaded geotextile specimens in contact with a fine sand confirmed this hypothesis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlinding.
=650  \0$aClogging.
=650  \0$aFilters.
=650  \0$aHydrodynamic sieving technique.
=650  \0$aTensile loads.
=650  \0$aGeotextiles.
=650  \0$aTextile fabrics.
=650  \0$aFibres textiles.
=650  14$aGeotextiles.
=650  24$aFilters.
=650  24$aTensile loads.
=650  24$aHydrodynamic sieving technique.
=650  24$aClogging.
=650  24$aBlinding.
=700  1\$aAddis, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10740J.htm

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=001  GTJ10736J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10736J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10736J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aKlein, K.,$eauthor.
=245  10$aMethods for Broad-Band Dielectric Permittivity Measurements (Soil-Water Mixtures, 5 Hz to 1.3 GHz) /$cK. Klein, JC. Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aBroad-band permittivity data enable the determination of micro- and macro-scale material characteristics and the monitoring of geo-processes. While high-frequency (> ? 100 MHz) permittivity measurements can be performed readily in the laboratory, low-frequency (< ? 10 MHz) measurements are more difficult to conduct. This paper describes two low-frequency techniques and presents broadband permittivity data for various soil-water mixtures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aColloids.
=650  \0$aConductivity.
=650  \0$aDielectric.
=650  \0$aElectrolytes.
=650  \0$aResistivity.
=650  \0$aSoils.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$apermittivity.
=650  14$aDielectric.
=650  24$aPermittivity.
=650  24$aConductivity.
=650  24$aResistivity.
=650  24$aSoils.
=650  24$aColloids.
=650  24$aElectrolytes.
=700  1\$aSantamarina, JC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10736J.htm

=LDR  02788nab a2200553 i 4500
=001  GTJ10743J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10743J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10743J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH5281
=082  04$a624.152$223
=100  1\$aValsangkar, AJ.,$eauthor.
=245  10$aFriction Angle Between Expanded Shale Aggregate and Construction Materials /$cAJ. Valsangkar, TA. Holm.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aResults of an experimental program are presented for the interface friction mobilized between expanded shale lightweight aggregate and commonly used structural materials: formed concrete, steel, and wood. A large-size direct shear device is used to perform tests. The mobilized friction between lightweight aggregate and solid surfaces of construction materials are compared with interface angles of friction associated with coarse normal-weight aggregates. The results provide useful design information on the appropriate mobilized angle of friction to be used while designing retaining structures with lightweight aggregate as backfill. The data are also useful in estimation of skin friction for piles driven through lightweight aggregate fills.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAngle of wall friction.
=650  \0$aCoarse aggregate.
=650  \0$aFormed concrete.
=650  \0$aSteel.
=650  \0$aWood.
=650  \0$aConstruction Materials.
=650  \0$aSafety Management.
=650  \0$aConstructionindustry$xSafety regulations.
=650  14$aAngle of wall friction.
=650  24$aCoarse aggregate.
=650  24$aFormed concrete.
=650  24$aSteel.
=650  24$aWood.
=700  1\$aHolm, TA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10743J.htm

=LDR  03539nab a2200529 i 4500
=001  GTJ10734J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10734J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10734J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS591
=082  04$a631.4$223
=100  1\$aAndersen, GR.,$eauthor.
=245  12$aA Centrifuge-Modeled Rigid Structure to Investigate Dynamic Soil-Structure Interaction /$cGR. Andersen, L. Todorovski, W. Likos, RV. Whitman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA centrifuge-modeled rigid structure (CMRS) has been developed to study fundamental aspects of dynamic soil-structure interaction. It has been configured to simulate a gravity retaining wall and consists of a central core and multiple load-sensing panels called F-MAP transducers (force-magnitude, angle, and position) that can directly measure interaction forces between the wall and the surrounding soils (backfill, foundation, and toe). Dimensions and inertial properties of the CMRS can be varied to conduct parametric studies. The F-MAP transducers incorporate load-sensing reaction supports. Calibration coefficients for each of these reaction supports have been determined from 1-g static loading tests. Measured bending moments on the reaction supports are used to estimate the magnitude, angle, and position of the interaction forces. Verification tests have included the static normal gravity loading and the dynamic normal and high-gravity loading of each assembled F-MAP transducer, and the dynamic normal and high-gravity loading of the CMRS in a geotechnical centrifuge without sand. Acceleration measurements on the F-MAP transducers and the CMRS during the dynamic tests are used in conjunction with the interaction force measurements from the F-MAP transducers in a D'Alembert-type dynamic equilibrium analysis to demonstrate the combined accuracy and precision of the F-MAP measurements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic soil-structure interaction.
=650  \0$aSeismic interaction forces.
=650  \0$asoil-structure.
=650  \0$aSoils.
=650  \0$aSoil formation.
=650  14$aDynamic soil-structure interaction.
=650  24$aCentrifuge calibration and verification testing.
=650  24$aCoupled sliding and tilting behavior of retaining walls.
=650  24$aSeismic interaction forces.
=700  1\$aTodorovski, L.,$eauthor.
=700  1\$aLikos, W.,$eauthor.
=700  1\$aWhitman, RV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10734J.htm

=LDR  03342nab a2200541 i 4500
=001  GTJ102155
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102155$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102155$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aHaddani, Younes,$eauthor.
=245  10$aLearning Method for In-Situ Soil Classification Based on Texture Characteristics /$cYounes Haddani, Pierre Breul, Pierre Bonton, Roland Gourve?s.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aKnowing the nature of a soil through its classification is a key step in understanding its behaviour. In addition to its mechanical properties, information on soil type is important for forecasting material behaviour. This requires laboratory tests that are often long and expensive. Our approach is a development of in-situ identification tests used to complement "blind" mechanical tests. A new method is proposed for obtaining in-situ soil classification based on the use of geo-endoscopy and image analysis. This technique is based on the computation of texture features in geoendoscopic images and, more particularly, second order statistical features. After a presentation of the goals of this research, this article presents the methodology proposed and the learning steps performed to achieve these goals. The second part describes the testing and selection of major textural features according to their performances and their discriminating capacities. In the last part the classification results obtained with this methodology are presented. Soil image classification has been tested successfully and achieves accuracy of over 80 % in classifying natural soil samples. Because of the fixed magnification of the camera, results presented here are strongly linked to this magnification.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClassification.
=650  \0$aImage analysis.
=650  \0$aLearning method.
=650  \0$aTexture.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aLearning method.
=650  24$aClassification.
=650  24$aTexture.
=650  24$aImage analysis.
=700  1\$aBreul, Pierre,$eauthor.
=700  1\$aBonton, Pierre,$eauthor.
=700  1\$aGourve?s, Roland,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102155.htm

=LDR  03238nab a2200553 i 4500
=001  GTJ101689
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101689$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101689$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aTallavo?, Fernando,$eauthor.
=245  10$aNew Methodology for Source Characterization in Pulse Velocity Testing /$cFernando Tallavo?, Giovanni Cascante, Mahesh D. Pandey.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe pulse velocity test (PVT) is an ASTM standard for the measurement of compressional wave velocities in geomaterials. The PVT is based only on the first arrival of the wave. Full-waveform analysis can be used to measure the variation in geomaterial properties with frequency but requires the dynamic characteristics of the transducers. This paper presents a new methodology for the dynamic characterization of ultrasonic transmitters based on experimental and numerical results. Different types of excitation pulses (input signals) are used, and their theoretical Fourier spectra are computed. The methodology is demonstrated using a piezoelectric accelerometer to measure the frequency response function of an ultrasonic transmitter (UT) (50 kHz). The complex exponential method is used to extract the dynamic properties of the transmitter from transient time signals. Experimental results show that this methodology can be used for the dynamic characterization of ultrasonic transmitters. Results from finite element numerical simulations of wave propagation agree with laboratory results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComplex exponential method.
=650  \0$aElectrical pulses.
=650  \0$aFourier series coefficients.
=650  \0$aPower spectrum.
=650  \0$aUltrasonic transmitters.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aUltrasonic transmitters.
=650  24$aElectrical pulses.
=650  24$aComplex exponential method.
=650  24$aFourier series coefficients.
=650  24$aPower spectrum.
=700  1\$aCascante, Giovanni,$eauthor.
=700  1\$aPandey, Mahesh D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101689.htm

=LDR  03340nab a2200529 i 4500
=001  GTJ102216
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102216$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102216$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aLakshmikantha, M. R.,$eauthor.
=245  10$aImage Analysis for the Quantification of a Developing Crack Network on a Drying Soil /$cM. R. Lakshmikantha, P. C. Prat, A. Ledesma.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b78
=520  3\$aThe paper presents a methodology for quantifying surface crack patterns that appear in cohesive soils under drying conditions due to environmental changes, using image analysis techniques. This has practical applications in the study of many geotechnical problems related to soil cracking such as the impact of permeability changes due to cracking in clay barriers, development of preferential flow paths for contaminant transport along cracks, decreasing bearing capacity, and others. The study of soil cracking may become even more relevant with the current climate change that may induce more frequent and severe droughts in many parts of the world, increasing the areas at risk of cracking. Qualitative and quantitative characterization of the crack patterns is needed to study the mechanical behavior of a cracking soil, how cracks generate and propagate. For this purpose a simple laboratory set-up has been developed for continuous monitoring of the processes of formation and propagation of cracks due to desiccation, and to study the final crack pattern. The paper describes a simple technique to process sequences of images obtained during the laboratory tests, and how image analysis can be used to quantify the parameters that characterize the evolving and final crack patterns.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCrack networks on drying soils.
=650  \0$aCracking of soils.
=650  \0$aExperimental analysis.
=650  \0$aImage analysis.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCracking of soils.
=650  24$aExperimental analysis.
=650  24$aImage analysis.
=650  24$aCrack networks on drying soils.
=700  1\$aPrat, P. C.,$eauthor.
=700  1\$aLedesma, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102216.htm

=LDR  02928nab a2200517 i 4500
=001  GTJ102372
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102372$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102372$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aLourenc?o, S. D. N.,$eauthor.
=245  10$aOn the Measurement of Water Pressure in Soils with High Suction Tensiometers /$cS. D. N. Lourenc?o, D. Gallipoli, D. G. Toll, F. D. Evans.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aPast studies on the use of high suction tensiometers for measuring negative pore water pressure have focused on three different aspects, namely, initial saturation of the probe, calibration over both positive and negative pressure ranges, and measurement procedures. Among these three areas, the one focusing on measurement procedures has undeservedly received less attention. Aspects related to measurement conditions during laboratory or field testing are as important as the initial pre-conditioning or calibration of the probe. According to the particular type of measurement, different aspects of the testing procedure have to be considered in order to obtain accurate readings of pore water pressure. This note presents preliminary data to highlight the importance of factors, such as measurement time, soil-probe contact, and material type, when measuring suction by means of high suction tensiometer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHigh suction tensiometers.
=650  \0$aLaboratory testing.
=650  \0$aUnsaturated soils.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aLaboratory testing.
=650  24$aUnsaturated soils.
=650  24$aHigh suction tensiometers.
=700  1\$aGallipoli, D.,$eauthor.
=700  1\$aToll, D. G.,$eauthor.
=700  1\$aEvans, F. D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102372.htm

=LDR  03430nab a2200493 i 4500
=001  GTJ102460
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102460$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102460$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aHuang, Bingquan,$eauthor.
=245  10$aEvaluation of Soil-Geogrid Pullout Models Using a Statistical Approach /$cBingquan Huang, Richard J. Bathurst.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThe accuracy of the current Federal Highway Administration (FHWA) in-soil geogrid pullout model was examined using a statistical approach applied to a large database of pullout test results. The accuracy of data interpretation and model type was quantified using the mean and coefficient of variation (COV) of model bias values and possible hidden dependencies identified using the Spearman rank correlation coefficient. Model bias values were computed as the ratio of measured to predicted pullout capacity. When project-specific pullout test data were used to fit a linear approximation to dimensionless interaction coefficients, the result was judged to be an acceptably accurate model (mean bias value of one and a small spread in bias values, i.e., COV=0.13). However, in many cases project-specific pullout data are not available. If the current FHWA model with default values is used, the prediction accuracy is very poor based on the same quantitative measures (mean of bias=2.23 and COV=0.55). Two new models were examined to overcome this deficiency. One model is bi-linear and the other is non-linear. The non-linear model was shown to be more accurate with a mean bias value close to one and COV=0.36. The non-linear model also has the advantage of being smoothly continuous with practically no detectable hidden dependencies. Finally, the large number of test results in the database allows recommendations to be made on how to select reinforcement lengths during the experimental design to increase the likelihood of a pullout mode of failure in the laboratory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnalysis.
=650  \0$aGeosynthetics.
=650  \0$aPullout testing.
=650  \0$aGeotextiles.
=650  \0$aSoil.
=650  14$aGeosynthetics.
=650  24$aPullout testing.
=650  24$aAnalysis.
=700  1\$aBathurst, Richard J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102460.htm

=LDR  03530nab a2200589 i 4500
=001  GTJ102205
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102205$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102205$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aDeka, Shailen,$eauthor.
=245  10$aRe-evaluation of Laboratory Cone Penetration Method for High Liquid Limit Based on Free Swell Property of Soil /$cShailen Deka, S. Sreedeep, Sujit Kumar Dash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aPercussion and laboratory cone penetration are two different methods employed for the determination of liquid limit of the soil. The empirical nature, advantages and limitations of these methods in determining liquid limit of the soil has been discussed in detail in the literature. One of the most important observations is that the soils with high liquid limit exhibits higher discrepancy between the two methods. There is a need to understand the reason for this discrepancy and to obtain identical values for all ranges of liquid limit. As an initial attempt, the present study reviews the possible reasons for the discrepancy in liquid limit values obtained by the two methods. Furthermore, a re-evaluation of the cone penetration method has been done and a modified penetration limit is proposed based on the free swell index of the soil. The cone penetration liquid limit was re-calculated by employing the modified penetration limit, and compared with the percussion liquid limit. It is noted that the modified penetration limit based on free swell property of the soil minimizes the difference in liquid limit values obtained by using both methods. It is further emphasized that the observations obtained from the present study cannot be compared with the field cone penetration results. The details of the experimental scheme adopted are described in detail in this technical paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetration.
=650  \0$aDiscrepancy.
=650  \0$aFree swell index.
=650  \0$aLiquid limit.
=650  \0$aPercussion.
=650  \0$aSoil.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aPercussion.
=650  24$aCone penetration.
=650  24$aLiquid limit.
=650  24$aSoil.
=650  24$aDiscrepancy.
=650  24$aFree swell index.
=700  1\$aSreedeep, S.,$eauthor.
=700  1\$aDash, Sujit Kumar,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102205.htm

=LDR  02966nab a2200553 i 4500
=001  GTJ102435
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102435$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102435$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aStringer, M. E.,$eauthor.
=245  10$aNovel Computer-Controlled Saturation of Dynamic Centrifuge Models Using High Viscosity Fluids /$cM. E. Stringer, S. P. G. Madabhushi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe practice of saturating centrifuge models with a highly viscous pore fluid is widely used. As the fluid saturates the model, care must be taken to ensure that the hydraulic gradients are not too high to cause excessive disturbance to the model. A new computer-controlled saturation system (CAM-Sat) has been developed and implemented at the University of Cambridge to aid the saturation of soil models with a high viscosity pore fluid. Models are saturated under vacuum and pore fluid enters through ports in the model's base. The system controls the ingress of pore fluid into the model by monitoring the fluid mass flux and then altering the pressure drop between a reservoir of pore fluid and the model. The system was found to be stable across a wide range of fluid viscosities and sand types. A further test showed that the system was able to respond to changes in mass flux demanded by the researcher.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComputer-controlled.
=650  \0$aDarcy's law.
=650  \0$aDynamic testing.
=650  \0$aSaturation.
=650  \0$aViscous pore fluid.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aSaturation.
=650  24$aComputer-controlled.
=650  24$aDynamic testing.
=650  24$aViscous pore fluid.
=650  24$aDarcy's law.
=700  1\$aMadabhushi, S. P. G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102435.htm

=LDR  03303nab a2200553 i 4500
=001  GTJ102201
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102201$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102201$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aLi, X.,$eauthor.
=245  10$aDevelopment of a Modified Axis Translation Technique for Measuring SWCCs for Gravel Soils at Very Low Suctions /$cX. Li, L. M. Zhang, J. H. Li.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aFor gravel soils, water content changes at very low suctions (e.g., smaller than 1 kPa) are significant, and such changes affect the permeability and shear strength of the soils significantly. Difficulties in studying the soil-water characteristic curves (SWCCs) at very low suctions include the lack of a proper experimental device and the suction difference induced by the gravitational hydraulic gradient along the sample height. In this study, a large size modified axis translation device was developed. The device can control the soil suction accurately (i.e., a precision of 0.005 kPa) using a water-head control method. A new interpretation procedure was also proposed to consider the suction difference along the sample height and to extend the minimum measurable suction from 0.1 to 0.01 kPa. The device was used to measure the SWCCs for two gravel soils. The experimental results demonstrate that the SWCCs for gravel soils in the low-suction range show bimodal features, where the water content decreases sharply at suctions smaller than 1 kPa. Such bimodal behavior may not be revealed using conventional SWCC devices. SWCCs at low suctions are sensitive to soil density. Significant hydraulic hysteresis is also present in the SWCCs at low suctions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHysteresis.
=650  \0$aInfiltration.
=650  \0$aPermeability.
=650  \0$aPore structure.
=650  \0$aUnsaturated soils.
=650  \0$aSoil mechanics.
=650  14$aPermeability.
=650  24$aInfiltration.
=650  24$aSWCC.
=650  24$aUnsaturated soils.
=650  24$aPore structure.
=650  24$aHysteresis.
=700  1\$aZhang, L. M.,$eauthor.
=700  1\$aLi, J. H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102201.htm

=LDR  03285nab a2200529 i 4500
=001  GTJ102277
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102277$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102277$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aChen, Qiming,$eauthor.
=245  10$aLaboratory Evaluation of Geogrid Base Reinforcement and Corresponding Instrumentation Program /$cQiming Chen, Murad Abu-Farsakh, Mingjiang Tao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe performance of geogrid base reinforcement in pavement on weak subgrade under cyclic plate load testing was studied. The performance of instrumentation sensors was also evaluated to improve future instrumentation programs. The tests were conducted inside a test box of dimensions of 2.0×2.0×1.7 m3 using a servo-hydraulic actuator. A 40-kN load at a frequency of 0.77 Hz was applied through a 305-mm-diameter steel plate. The sensors used included linear variable displacement transducers, pressure cells, bondable foil strain gages, and piezometers. The test results showed that the inclusion of geogrid at the subgrade/base course layer interface can significantly improve the performance of flexible pavement on weak subgrade (California bearing ratio=0.5 %) and that the traffic benefit ratio can be increased up to 3.5 for a rutting depth of 25 mm. The test results also showed that the reinforcement can redistribute the applied load to a wider area, thus achieving an improved stress distribution on the subgrade, which will eventually reduce the permanent deformation of subgrade. The bondable foil strain gages are unsuitable for long-time continuous monitoring of strain development within geogrid under high number of cyclic loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic plate load tests.
=650  \0$aFlexible pavement.
=650  \0$aGeogrid.
=650  \0$aInstrumentation.
=650  \0$aTraffic benefit ratio.
=650  14$aGeogrid.
=650  24$aFlexible pavement.
=650  24$aCyclic plate load tests.
=650  24$aInstrumentation.
=650  24$aTraffic benefit ratio.
=700  1\$aAbu-Farsakh, Murad,$eauthor.
=700  1\$aTao, Mingjiang,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102277.htm

=LDR  03966nab a2200577 i 4500
=001  GTJ20130075
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130075$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130075$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA434
=082  04$a624.1/833$223
=100  1\$aYoon, Jisuk,$eauthor.
=245  10$aEvaluation of Time-Dependent Yield Stress Using Dynamic Rheological Property of Bentonite Suspensions /$cJisuk Yoon, Chadi El Mohtar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aPermeation grouting using weak grouts such as bentonite grout is one of the effective methods to mitigate liquefaction in loose saturated sand deposits. While a flow parameter of the grout such as yield stress determines its penetrability into the deposit and resistance to groundwater flow, a dynamic parameter such as critical storage modulus evaluates post-grouting performance of the treated soils under cyclic loading condition. However, the yield stress and critical storage modulus should be obtained through two different types of rheological tests: drag and oscillatory shear test. Although previous research has suggested a method to evaluate yield stress from an oscillatory shear test, the conventional method does not consider the time-dependent nature of bentonite grout, which is one of its crucial properties as a grout. In this study, flow and dynamic rheological properties of bentonite suspensions were measured using drag (stress ramp) and oscillatory shear (strain sweep) tests with a vane geometry for various weight fractions of bentonite suspensions (5, 7.5, 10, and 12 %) and resting times (0 to 480 h). At different resting times, elastic and crossover stresses from strain sweep tests were compared to yield stresses obtained from stress ramp tests. The results showed that both the elastic and crossover stresses from strain sweep tests were significantly lower (40 %-60 %) than the yield stresses measured by stress ramp tests. The comparison also showed a dependency on particle fractions. In order to evaluate yield stress from the oscillatory shear test, a time-independent relationship between yield stress and critical storage modulus was proposed. This study suggests an economical approach to evaluate an important design parameter ("undisturbed" yield stress) in permeation grouting using bentonite grout.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite.
=650  \0$aPermeation grouting.
=650  \0$aStorage modulus.
=650  \0$aThixotropy.
=650  \0$aVane.
=650  \0$aYield stress.
=650  \0$aGrout (Mortar)
=650  \0$aGrouting$xMaterials.
=650  \0$aSealing (Technology)$xMaterials.
=650  14$aPermeation grouting.
=650  24$aBentonite.
=650  24$aYield stress.
=650  24$aVane.
=650  24$aStorage modulus.
=650  24$aThixotropy.
=700  1\$aEl Mohtar, Chadi,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130075.htm

=LDR  03042nab a2200577 i 4500
=001  GTJ20130008
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130008$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130008$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a549/.6$223
=100  1\$aGanesan, Senthil,$eauthor.
=245  10$aInfluences on Pipeline Interface Friction Measured in Direct Shear Tests /$cSenthil Ganesan, Matthew Kuo, Malcolm Bolton.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aThis paper presents the design and use of an interface direct shear testing device called the Cam-shear apparatus. This device permits the testing of very soft marine clays against pipeline interface material, and can be utilised to determine the interface friction value and the soil strength. The results from a series of interface and soil-soil tests using reconstituted, reconsolidated marine clays are presented. The Cam-shear device is shown to be a useful tool for pipeline design, particularly where very low normal stress levels are required, with stresses ranging from 1 to 4.5 kPa presented herein. The results demonstrate that the peak interface friction value is influenced by the preconsolidation pressure (overconsolidation ratio), the rate of shearing (governed by the drainage condition) and the interface roughness (rough or smooth). The rate at which peak strength reduces is strongly dependent on both the rate of shearing and the interface roughness.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInterface.
=650  \0$aLaboratory tests.
=650  \0$aMarine clay.
=650  \0$aPipelines.
=650  \0$aSediment.
=650  \0$aShear.
=650  \0$aClayminerals.
=650  \0$aMarinesediments.
=650  14$aMarine clay.
=650  24$aSediment.
=650  24$aLaboratory tests.
=650  24$aShear.
=650  24$aInterface.
=650  24$aPipelines.
=700  1\$aKuo, Matthew,$eauthor.
=700  1\$aBolton, Malcolm,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130008.htm

=LDR  03592nab a2200541 i 4500
=001  GTJ20130047
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130047$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130047$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE208
=082  04$a625.7/6$223
=100  1\$aRocchi, I.,$eauthor.
=245  10$aExperimental Accuracy of the Initial Specific Volume /$cI. Rocchi, M. R. Coop.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aMany advanced soil models rely on the current state relative to normal and critical state lines to describe soil behavior. The position of these lines, therefore, requires an accurate estimation of the specific volume or void ratio. A series of one-dimensional compression tests was performed both on a coarse and a fine grained soil to investigate the experimental accuracy of the initial specific volume. This was obtained comparing independent calculations of the initial specific volume that were based on redundant measurements of height and weight of the specimen, both at the beginning and at the end of the test. The redundancy in the measurements was a key factor to obtain independent calculations. It was found that the excess water, such as may be stored in the filter papers, was the main cause of inaccuracy, when gross errors did not occur. Two novel confining rings having a closed-base were designed to reduce this effect. Although this was possible for the coarse grained soils tested, the fine grained soils retained more water due to the higher suction at the end of the test and water adsorption could not be avoided. The assumption of saturation is shown to be far from accurate, meaning that both the bulk unit weight and the water content should be measured independently to obtain a reliable measurement of the specific volume. The specific volume of the intact soil was found to be less accurate than when reconstituted. The experimental scatter was compared with the theoretical accuracy obtained from the error propagation theory. Good agreement was found between the theoretical and experimental accuracy.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory testing.
=650  \0$aSpecific volume.
=650  \0$aVoid ratio.
=650  \0$aAccuracy.
=650  \0$aCompaction.
=650  \0$aDielectric materials.
=650  \0$aNondestructive testing.
=650  \0$aVolume.
=650  14$aVoid ratio.
=650  24$aSpecific volume.
=650  24$aAccuracy.
=650  24$aLaboratory testing.
=700  1\$aCoop, M. R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130047.htm

=LDR  03575nab a2200541 i 4500
=001  GTJ20130062
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130062$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130062$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA705
=082  04$a624.1/51$223
=100  1\$aMonroy, Rafael,$eauthor.
=245  10$aEvaluation of an Active System to Measure Lateral Stresses in Unsaturated Soils /$cRafael Monroy, Lidija Zdravkovic, Andrew M. Ridley.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aA variety of radial stress measuring systems are available in the literature, all of which allow the determination of horizontal stresses with a suitably modified odometer. However, most of the experience with such systems has been on saturated samples. A new osmotic odometer was developed to test unsaturated soils under atmospheric conditions. The device incorporated an active radial stress measuring system to determine the full state of stress during a test. Suction control was achieved by means of an osmotic system, whereas suction measurements were made with miniature tensiometers. The main odometer ring incorporated four small strain-gauged diaphragms, together with a compensating system, to ensure that radial deformations were kept to a minimum. To evaluate the performance of the system, data obtained from a number of tests on compacted clay have been analyzed. Results show that the system yields plausible measurements in the majority of cases; however, there were instances when unusual results were observed. These cast some doubt on the viability of using an odometer equipped with a radial stress measuring system-such as the one presented in the paper-to measure horizontal stresses in unsaturated soils. It is recommended that similar tests are performed with different equipment, to verify whether some of the anomalous results presented in this paper represent actual soil response, or are simply an artifact consequence of the chosen testing method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory equipment.
=650  \0$aOdometer.
=650  \0$aRadial stress measurement.
=650  \0$aUnsaturated soils.
=650  \0$aEngineering geology.
=650  \0$aSoil mechanics.
=650  \0$aSoil-structure interaction.
=650  14$aLaboratory equipment.
=650  24$aRadial stress measurement.
=650  24$aUnsaturated soils.
=650  24$aOdometer.
=700  1\$aZdravkovic, Lidija,$eauthor.
=700  1\$aRidley, Andrew M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130062.htm

=LDR  03628nab a2200565 i 4500
=001  GTJ20130019
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130019$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130019$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA730
=082  04$a624.1/52$223
=100  1\$aLam, Carlos,$eauthor.
=245  10$aDetermination of Residual Concentration of Active Polymer in a Polymeric Support Fluid /$cCarlos Lam, Peter J. Martin, Stephan A. Jefferis, K. Gifford Goodhue.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aThis paper is concerned with the properties of synthetic polymer fluids used for the temporary support of excavations, such as pile bores and diaphragm wall panels. These fluids can be used as alternatives to bentonite slurries and may influence the performance of the foundation elements formed under them. During the excavation process, polymers tend to be sorbed onto the soil and they may be degraded by the shearing in pumps, etc. It follows that a controlling parameter for these fluids is the residual concentration of active polymer in the fluid, and this paper considers test methods that may be used for its determination. Three different measuring principles, namely, total organic carbon, UV light absorption, and viscosity, were investigated for their suitability for site use. Their performance was compared in a series of polymer-clay sorption experiments-the clay sorbing the polymer, therefore reducing the residual concentration in solution. A method based on the measurement of viscosity of centrifuge supernates was found to have the best overall performance. A comparison with current assessment criteria based on Marsh funnel viscosity and density measurements confirmed the superiority of the proposed method for detecting polymer loss by sorption. Further evaluations showed that the proposed method is not limited to any specific combinations of polymers and soils. The proposed method will allow site engineers to have greater control over the properties of the fluids on site.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aOrganic carbon.
=650  \0$aPolymer concentration.
=650  \0$aSlurries.
=650  \0$aSorption.
=650  \0$aViscosity.
=650  \0$aExcavation.
=650  14$aExcavation.
=650  24$aOrganic carbon.
=650  24$aPolymer concentration.
=650  24$aSlurries.
=650  24$aSorption.
=650  24$aViscosity.
=700  1\$aMartin, Peter J.,$eauthor.
=700  1\$aJefferis, Stephan A.,$eauthor.
=700  1\$aGoodhue, K. Gifford,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130019.htm

=LDR  03725nab a2200481 i 4500
=001  GTJ20130040
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130040$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130040$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA405
=082  04$a620.1/12$223
=100  1\$aUnlu, Tugrul,$eauthor.
=245  10$aDevelopment of a New Push-Pull Direct Tensile Strength Testing Apparatus (PPTA) /$cTugrul Unlu, Ozgur Yilmaz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aSince direct tensile testing is time-consuming and expensive, the Brazilian test may overestimate the tensile strength of rocks because of its biaxial stress instead of the uniaxial tension condition, an alternative testing method is required to determine tensile strength of intact rock samples. The aim of this paper is to introduce a new push-pull tensile testing apparatus (PPTA), which can be used for determining direct tensile strength of cylindrical intact rock specimens. The PPTA introduces a new clamping mechanism that can also be utilized for the determination of conventional direct tensile strength of intact rock specimens. During the study, direct tensile tests and indirect Brazilian tests were carried out using rock specimens and artificial rock specimens that were made by using graded river sand, cement, and water mixtures to compare results obtained from the PPTA tests. Results of the experimental study have shown that there is a good correlation between the results obtained from the direct tensile tests and the PPTA. In addition, elastic and elasto-plastic numerical modeling studies were also carried out using the three-dimensional finite difference method (FLAC 3-D) to investigate stress development within rock sample during testing and failure initiation. Results of the modeling studies showed that failure of the core sample is due to maximum principal tensile stresses and crack initiation starts from the outer periphery of the core and propagates inside the center, which is an acceptable failure mode for direct tensile testing. Finally, results of the experimental and numerical studies have shown that push-pull tensile testing apparatus (PPTA) is a practical and reliable tool for determining direct tensile strength of intact rocks. Because it does not require sample preparation, it can easily be used either in laboratory or in situ.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPull test.
=650  \0$aRock testing.
=650  \0$aTensile strength.
=650  \0$aStrength of materials.
=650  14$aTensile strength.
=650  24$aRock testing.
=650  24$aPull test.
=700  1\$aYilmaz, Ozgur,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130040.htm

=LDR  03274nab a2200565 i 4500
=001  GTJ20130037
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130037$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130037$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a620.43$223
=100  1\$aPeden, Robert,$eauthor.
=245  10$aPhotonic Doppler Velocimetry for Study of Rapid Penetration into Sand /$cRobert Peden, Mehdi Omidvar, Stephan Bless, Magued Iskander.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aQuantitative description of the interaction of high-speed projectiles with soils is important for many engineering applications, and provides insights into high strain rate constitutive behavior. In this paper, a novel method known as photonic Doppler velocimetry (PDV), capable of producing time resolved velocity measurements, is adapted for the study of objects penetrating rapidly into sand. Fundamentals of PDV are described, and the applicability of the method is demonstrated by producing time-resolved velocity measurements of spherical projectiles penetrating Ottawa sand models at high velocities in the range of 300 m/s. Penetration tests demonstrate that PDV is capable of producing velocity measurements even after the penetrator has reached a depth well below the soil surface. Results of the tests confirmed that resistance to penetration increases as relative density of the sand deposit increases. Moreover, there appears to be a threshold penetration velocity in dense dry sand, below which resistance to penetration reduces considerably. A quantitative description of deceleration of penetrators in soils can be adequately provided for most of the penetration using a simple drag force model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerator.
=650  \0$aGranular.
=650  \0$aPenetrator.
=650  \0$aProjectile.
=650  \0$aVelocity.
=650  \0$aGranular materials.
=650  14$aGranular.
=650  24$aDrag.
=650  24$aVelocity.
=650  24$aProjectile.
=650  24$aPenetrator.
=650  24$aAccelerator.
=700  1\$aOmidvar, Mehdi,$eauthor.
=700  1\$aBless, Stephan,$eauthor.
=700  1\$aIskander, Magued,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130037.htm

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=001  GTJ20130084
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=005  20161219061000.0
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=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130084$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130084$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQR160
=082  04$a572/.56682$223
=100  1\$aFei, Xunchang,$eauthor.
=245  13$aAn Experimental Setup for Simultaneous Physical, Geotechnical, and Biochemical Characterization of Municipal Solid Waste Undergoing Biodegradation in the Laboratory /$cXunchang Fei, Dimitrios Zekkos, Lutgarde Raskin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b41
=520  3\$aMunicipal solid waste (MSW) is biodegradable in landfills under anaerobic conditions. The biodegradation of MSW consists of physical and biochemical processes that affect the geotechnical characteristics of the waste. Laboratory landfill simulators that enable simultaneous characterization of these processes are presented. The simulator configuration, testing procedure, sampling methods, and measurement methods are described. The temporal phases of MSW biodegradation were studied using the experimental setup. Good repeatability of the measurements was demonstrated between duplicate simulators. In addition to data on biogas and leachate samples, a solid waste core sampling technique for retrieving disturbed solid waste samples for chemical and microbial analyses is presented. It was demonstrated that core sampling did not significantly affect simulator operation and measurements. The simulators and sampling methods presented in this study can be used to generate data that will be useful in the development and calibration of comprehensive models for MSW biodegradation in landfills.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCore sampling.
=650  \0$aMunicipal solid waste.
=650  \0$aBiodegradation.
=650  \0$aSimulators.
=650  14$aMunicipal solid waste.
=650  24$aBiodegradation.
=650  24$aSimulators.
=650  24$aCore sampling.
=700  1\$aZekkos, Dimitrios,$eauthor.
=700  1\$aRaskin, Lutgarde,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130084.htm

=LDR  03386nab a2200637 i 4500
=001  GTJ20120191
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120191$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120191$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH375
=082  04$a690$223
=100  1\$aGabr, M. A.,$eauthor.
=245  13$aAn Insertion Rate Model for Pile Installation in Sand by Jetting /$cM. A. Gabr, Roy H. Borden, R. L. Denton, Alex W. Smith.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe use of jetting is an approach to aid the installation of piles, especially in areas that have hard but relatively shallow subsurface soil layers. Jetting piles for a portion of their installation depth minimize their exposure to excessive driving stress and provide energy savings and noise reduction. However, the literature offers little information regarding the appropriate selection of jetting parameters, such as flow rate and jet velocity, which are needed to produce the desired installation times as a function of soil strength. This paper presents a model for estimating pile jetting parameters based on the results from laboratory and field testing. The model is based on an idealization of the applied shear stress that is produced by the jet as well as the soil resistance to pile insertion. The model is applied to 19 field installations where the jetted depths of the piles range from 10-34 ft. The field data yield ratios of 6-20 for the jet flow rate (Qw) to the rate of the pile volume insertion in terms of time (Qp), with the lower ratios associated with higher jet velocities. The proposed model yields an estimated Qw/Qp that is within +/? 20 % of the measured values.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstruction.
=650  \0$aCriteria.
=650  \0$aInstallation.
=650  \0$aJetting.
=650  \0$aPiles.
=650  \0$aSand.
=650  \0$aStiffness.
=650  \0$aStrength.
=650  \0$aBuilding sites.
=650  \0$aBuilding.
=650  14$aConstruction.
=650  24$aCriteria.
=650  24$aInstallation.
=650  24$aJetting.
=650  24$aPiles.
=650  24$aSand.
=650  24$aStrength.
=650  24$aStiffness.
=700  1\$aBorden, Roy H.,$eauthor.
=700  1\$aDenton, R. L.,$eauthor.
=700  1\$aSmith, Alex W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120191.htm

=LDR  02868nab a2200481 i 4500
=001  GTJ20120144
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120144$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120144$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a620.1/91/0287$223
=100  1\$aRouse?, Pascale C.,$eauthor.
=245  10$aComparison of Methods for the Measurement of the Angle of Repose of Granular Materials /$cPascale C. Rouse?.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe angle of repose-the maximum angle that allows a heap of soil to remain stable without failing-is an important property of soils and affects the safety and costs of projects such as slopes or retaining walls. But several methods have been proposed to measure it, which might produce confusion in practice and research. The angles of repose obtained using six different methods for six different sands are compared here in order to quantify and explain the differences and determine some of the factors that influence the angle's value. The results show that the highest values are obtained with the ASTM International and Cornforth methods, followed by scoop deposition (6 % smaller), the Santamarina and Cho dry method (12 % smaller), and the cone lifting method (35 % smaller). Both the cone lifting method and the Santamarina and Cho wet method produce segregation of the finer particles for sands having a specific gravity greater than 2.7 and a difference of extreme void ratios larger than 0.3.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAngle of repose.
=650  \0$aLaboratory testing.
=650  \0$aSand.
=650  \0$aSoils$xTesting$xLaboratory manuals.
=650  \0$aSoils$xTesting.
=650  14$aAngle of repose.
=650  24$aSand.
=650  24$aLaboratory testing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120144.htm

=LDR  03580nab a2200565 i 4500
=001  GTJ20120202
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120202$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120202$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.151$223
=100  1\$aLogeswaran, P.,$eauthor.
=245  12$aA New Hollow Cylinder Torsional Shear Device for Stress/Strain Path Controlled Loading /$cP. Logeswaran, S. Sivathayalan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aAn automated hollow cylinder torsional (HCT) shear device has been commissioned at Carleton University to enable research on stress rotation and partial drainage. The design incorporates elements to arrest undesirable runaway strains and enable the capture of post peak strain softening in different directions, and the ability to closely follow prescribed loading paths. This device is capable of applying both static and cyclic loading under stress and displacement controlled loading modes. This is one of the first HCT devices built specifically to study the partially drained response of soils under three dimensional loading. Test results demonstrating various capabilities of this device, and the level of confidence in the measurements are presented in this paper. The presented results highlight the importance of drainage boundary conditions, and principal stress rotation on liquefaction susceptibility. The partial drainage condition in soils reveals that a small expansive volumetric deformation due to unfavorable drainage boundary conditions can trigger strain softening and flow in soils that may be stable and strain hardening under undrained loading. Tests along different total stress paths under three-dimensional generalized loading show that the uniqueness of undrained effective stress path can be extended to generalized three dimensional loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExperimental soil mechanics.
=650  \0$aHollow cylinder torsional shear device.
=650  \0$aPartially drained tests.
=650  \0$aStrain path testing.
=650  \0$aStress rotation.
=650  \0$aTotal stress path.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xEnvironmental aspects.
=650  14$aExperimental soil mechanics.
=650  24$aHollow cylinder torsional shear device.
=650  24$aTotal stress path.
=650  24$aStrain path testing.
=650  24$aStress rotation.
=650  24$aPartially drained tests.
=700  1\$aSivathayalan, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120202.htm

=LDR  03802nab a2200529 i 4500
=001  GTJ20130081
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130081$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130081$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQP519.9.D45
=082  04$a574.1/92/028$223
=100  1\$aChoo, Yun Wook,$eauthor.
=245  10$aLateral Response of Large-Diameter Monopiles for Offshore Wind Turbines from Centrifuge Model Tests /$cYun Wook Choo, Dongwook Kim, Jae-Hyun Park, Kiseok Kwak, Jae-Hyun Kim, Dong-Soo Kim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b48
=520  3\$aCentrifuge tests were carried out to investigate the lateral response of 6-m-diameter monopiles used for offshore wind turbine foundations. Well-instrumented large-diameter model monopiles were tested in dense sands under different end bearing layer conditions and different pile rigidities. A lateral load was applied to monopiles at a level of 33 m above the seabed on a prototype scale to simulate the combination of a high lateral load and significant overturning moment acting on the piles at the seabed level. The test results showed that the measured lateral displacements and moments along the shaft for a given lateral load are much greater than those predicted from p-y analyses using the typically used models of the American Petroleum Institute (API) (1993, "Recommended Practice for Planning, Designing and Constructing Fixed Offshore Platforms-Working Stress Design," API Recommended Practice 2A-WSD, 20th ed., API, Washington, DC) and Reese et al. (1974, "Analysis of Laterally Loaded Piles in Sand," Proceedings of the 6th Offshore Technology Conference, Houston, TX, Paper No. OTC2080, pp. 473-483. In addition, p-y analyses using these two methods underestimated the effect of vertical load on the lateral response of the monopiles, whereas the effect was more pronounced in the centrifuge test results. Monopiles generally support large vertical loads transferred from the self-weight of the tower shaft and wind turbine compartment. Therefore, more studies are required to develop new p-y curves for large-diameter monopiles to replace the existing API and Reese et al. p-y curves, which were developed for small- or medium-diameter driven piles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifugation, Density gradient.
=650  \0$aZonal centrifuge.
=650  14$aoffshore wind turbine.
=650  24$amonopile.
=650  24$acentrifuge test.
=650  24$alateral load test.
=650  24$ap-y curve.
=700  1\$aKim, Dongwook,$eauthor.
=700  1\$aPark, Jae-Hyun,$eauthor.
=700  1\$aKwak, Kiseok,$eauthor.
=700  1\$aKim, Jae-Hyun,$eauthor.
=700  1\$aKim, Dong-Soo,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130081.htm

=LDR  03615nab a2200529 i 4500
=001  GTJ20120227
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120227$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120227$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC610.4
=082  04$a537.6/2$223
=100  1\$aChen, Yunmin,$eauthor.
=245  12$aA Newly Designed TDR Probe for Soils with High Electrical Conductivities /$cYunmin Chen, Hanlin Wang, Renpeng Chen, Yun Chen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aTime domain reflectometry (TDR) is a fast, accurate, and safe technology for field monitoring of soil moisture. Commonly used information in TDR signals includes the apparent dielectric constant and electrical conductivity. Because general TDR principles are not available for apparent dielectric constant measurements by travel time methods in soils with high electrical conductivities caused by the significant signal attenuation, the conventional commercial probes lose their purposes. For this reason, a new probe has been designed for measuring dielectric constants in highly conductive soils on the basis of the surface reflection coefficients method. This new probe can make the reflection at the soil surface more distinct. Experiments were conducted to verify the accuracy of measuring dielectric constants in different soils using this new probe. Finally, the probe was used to measure water content and dry density in the field. The results show that the probe has good integrity and high strength. This probe is capable of obtaining the dielectric constant in soils with high electrical conductivities using surface reflection coefficients methods with reasonable accuracy. In addition, it indicates that the dielectric constant measured by this approach matches well with that determined by travel time methods in the relative error range of 10 % in lowly conductive soils. Compared to oven-dry methods, the relative errors of water content and dry density determined using this new probe are less than 10 % and 3 %, respectively.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHigh electrical conductivity.
=650  \0$aNew probe.
=650  \0$aSurface reflection coefficients.
=650  \0$aElectric conductivity.
=650  \0$aCeramic materials$xElectric properties.
=650  14$aNew probe.
=650  24$aSurface reflection coefficients.
=650  24$aTDR.
=650  24$aHigh electrical conductivity.
=700  1\$aWang, Hanlin,$eauthor.
=700  1\$aChen, Renpeng,$eauthor.
=700  1\$aChen, Yun,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120227.htm

=LDR  04042nab a2200565 i 4500
=001  GTJ20120217
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120217$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120217$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG325.6
=082  04$a624.253$223
=100  1\$aWijewickreme, Dharma,$eauthor.
=245  10$aMacro-Scale Direct Shear Test Device for Assessing Soil-Solid Interface Friction Under Low Effective Normal Stresses /$cDharma Wijewickreme, Ruslan Amarasinghe, Hisham Eid.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (19 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe paper describes a new macro-scale direct shear test device for assessing the large-displacement soil/solid interface drained shear strength at low effective normal stresses. The testing method arises from a need to obtain the interface friction between soils and pipelines under low effective normal stress levels, which is an important consideration in the design of pipelines laid on the sea bed. The test device is fundamentally similar to the conventional small-scale direct shear box device except for its large footprint that provides a plan interface shear area of 3 m2 (1.72 m by 1.75 m). The device is designed to impart displacement-controlled interface-shearing at displacement rates ranging from 0.0001 mm/s to 1 mm/s and with the ability to reach a maximum interface shear displacement of 1.2 m. The desired normal stress at the soil/solid interface is obtained using surcharge loads externally applied by means of bulk sand or water masses, or both in certain cases. The device is instrumented with transducers mounted flush with the top of the solid surface for the measurement of pore-water pressure at the shear interface. As a result, the device allows for accurate determination of the effective normal stress at the soil/solid interface during interface shear testing. The key features of this device are described, and the device capabilities are demonstrated using tests conducted on Fraser-River-sand/mild-steel, plastic-silt/epoxy-coated-mild-steel, non-plastic-silt/epoxy-coated-mild-steel, and kaolinite/epoxy-coated-mild-steel interfaces at effective normal stresses between 3 and 7 kPa. The results can be also used as benchmarks to justify possible modifications of the currently available small-scale apparatus to reliably measure interface shear strength at such low effective normal stresses.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoated pipes.
=650  \0$aCritical state friction angle.
=650  \0$aDirect shear testing.
=650  \0$aInterface friction.
=650  \0$aBridge decks.
=650  \0$aDirect shear tests.
=650  \0$aFinite element method.
=650  \0$aFlexure.
=650  \0$aFull-depth asphalt pavements.
=650  14$aInterface friction.
=650  24$aCritical state friction angle.
=650  24$aDirect shear testing.
=650  24$aCoated pipes.
=700  1\$aAmarasinghe, Ruslan,$eauthor.
=700  1\$aEid, Hisham,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120217.htm

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=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120061$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120061$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aGanainy, Hesham El.,$eauthor.
=245  10$aTactile Pressure Sensors in Centrifuge Testing /$cHesham El. Ganainy, Anthony Tessari, Tarek Abdoun, Inthuorn Sasanakul.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aAssessing vertical and lateral earth pressure is important in geotechnical and foundation engineering. Vertical stresses are easy to calculate assuming a geostatic stress condition. However, characterizing the lateral earth pressure is primarily based on judgment and empirical correlations that assume a lateral earth pressure coefficient based on the shear strength parameters of the soil. Effects of factors such as overconsolidation, geologic age, and pre-shaking on the lateral earth pressure magnitude and distribution are difficult to assess using only the empirical correlations found in literature. Direct measurements of the lateral earth pressure in the field, full-scale, and centrifuge models are required to fully characterize these factors. This paper discusses the use of grid-based tactile pressure sensors in centrifuge models to study the effects of overconsolidation and pre-shaking on the lateral earth pressure. A new preparation and calibration procedure for the tactile sensors is discussed in detail. A series of five centrifuge tests were performed using dry and saturated sand in normally consolidated, overconsolidated, and pre-shaken deposits. The measured lateral earth pressure distributions are plotted and evaluated. Precautions and recommendations for the use of tactile sensors in centrifuge experiments are given.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aLateral earth pressure coefficient.
=650  \0$aTactile pressure sensors.
=650  \0$aEarth pressure.
=650  \0$aSoil mechanics.
=650  14$aTactile pressure sensors.
=650  24$aCentrifuge modeling.
=650  24$aLateral earth pressure coefficient.
=700  1\$aTessari, Anthony,$eauthor.
=700  1\$aAbdoun, Tarek,$eauthor.
=700  1\$aSasanakul, Inthuorn,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120061.htm

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=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10611J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10611J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aRichards, BG.,$eauthor.
=245  10$aDiscussion of "Evaluation of Soil Suction Components" by T. B. Edil and S. E. Motan /$cBG. Richards, WW. Emerson, P. Peter.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary pressures.
=650  \0$aCeramic-plate extractor.
=650  \0$aClays.
=650  \0$aMatrix suction.
=650  \0$aOsmotic suction.
=650  \0$aPsychrometer.
=650  \0$aSoils.
=650  \0$aUnsaturated soils.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=650  14$aCapillary pressures.
=650  24$aSoils.
=650  24$aClays.
=650  24$aUnsaturated soils.
=650  24$aMatrix suction.
=650  24$aOsmotic suction.
=650  24$aPsychrometer.
=650  24$aCeramic-plate extractor.
=700  1\$aEmerson, WW.,$eauthor.
=700  1\$aPeter, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10611J.htm

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=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10605J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10605J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aCarpenter, GW.,$eauthor.
=245  10$aPermeability Testing in the Triaxial Cell /$cGW. Carpenter, RW. Stephenson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aIt has been suggested that a triaxial shear test chamber can be used to measure the permeability of low permeability soils. To verify this, the influence of a number of test parameters on the measured coefficient of permeability was investigated. Results indicate such permeability tests should be performed on samples having a minimum diameter of 71.1 mm (2.8 in.) and a length to diameter ratio of 0.5 to 1.0. It was found that a permeant consisting of 1 g of magnesium sulfate heptahydrate (epsom salt) dissolved in 1 L of deaired, distilled water is adequate for general permeability testing. The triaxial, falling head permeability test should be conducted at a gradient that results in an applied effective stress at the outflow end of the sample less than the preconsolidation stress of the material. It was found that with very careful trimming, the influence of the smear zones created at the ends of the samples during the trimming process can be minimized.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$apermeability.
=650  \0$asoil tests.
=650  \0$atriaxial tests.
=650  14$aSoil tests.
=650  24$aPermeability.
=650  24$aTriaxial tests.
=650  24$aClays.
=700  1\$aStephenson, RW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10605J.htm

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=024  7\$a10.1520/GTJ10610J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10610J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aRobertson, PK.,$eauthor.
=245  10$aEstimating Liquefaction Potential of Sands Using the Flat Plate Dilatometer /$cPK. Robertson, RG. Campanella.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aA new flat plate dilatometer test (DMT) based method for liquefaction assessment of sand is presented. Field and laboratory data from a site near Vancouver, British Columbia, Canada are presented to provide a preliminary evaluation of the proposed DMT based liquefaction assessment method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlat plate dilatometer.
=650  \0$aSands.
=650  \0$aSand.
=650  \0$aliquefaction.
=650  \0$ain-situ testing.
=650  14$aSands.
=650  24$aLiquefaction.
=650  24$aIn-situ testing.
=650  24$aFlat plate dilatometer.
=700  1\$aCampanella, RG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10610J.htm

=LDR  03201nab a2200685 i 4500
=001  GTJ10609J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10609J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10609J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aCraft, D.,$eauthor.
=245  14$aThe Application of Multivariate Statistics and Saturation Extract Data to Identify Dispersive Clay Soils /$cD. Craft.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aSoils from a geotechnical project in Oklahoma may be classified as dispersive or nondispersive with a high degree of confidence by substituting selected pore-water data (weight percent H2O at saturation, saturation extract pH, log base 10 of the pore-water conductivity, and log base 10 of the pore-water sodium concentration) into derived discriminant classification functions. The discriminant functions were derived using discriminant analysis, a multivariate statistical classification technique, performed on a 28-sample data set. This statistical procedure was utilized after problems were noted with the currently accepted porewater chemical test for dispersion, suggested by Sherard et al. Suggestions for using the derived discriminant function as the basis of a simple chemical field test and precautions regarding data interpretation are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemical analysis.
=650  \0$aClays.
=650  \0$aColloids.
=650  \0$aEarthfill dams.
=650  \0$aExperimental data.
=650  \0$aField tests.
=650  \0$aHeterogeneity.
=650  \0$aMultivariate statistics.
=650  \0$aSoils.
=650  \0$aStatistical analysis.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$adispersion.
=650  14$aChemical analysis.
=650  24$aClays.
=650  24$aSoils.
=650  24$aSoil tests.
=650  24$aDispersion.
=650  24$aColloids.
=650  24$aHeterogeneity.
=650  24$aEarthfill dams.
=650  24$aExperimental data.
=650  24$aField tests.
=650  24$aStatistical analysis.
=650  24$aMultivariate statistics.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10609J.htm

=LDR  02583nab a2200613 i 4500
=001  GTJ10606J
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=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10606J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10606J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aBouvard, D.,$eauthor.
=245  10$aExperimental Study of Rheological Properties of a Sand Using a Special Triaxial Apparatus /$cD. Bouvard, P. Stutz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aA special triaxial apparatus allowing for a gammametric measurement of local density is used to study the influence of experimental conditions in triaxial tests. Compression tests performed along different stress paths and classical extension tests provide reliable results on the rheological behavior of sand up to large strains and permit characterization of the limit state of perfect plasticity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAngle of internal friction.
=650  \0$aDensity.
=650  \0$aGamma rays.
=650  \0$aRadiation attenuation.
=650  \0$aSands.
=650  \0$aStress paths.
=650  \0$aStress-strain curves.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$atriaxial tests.
=650  14$aSands.
=650  24$aTriaxial tests.
=650  24$aStress-strain curves.
=650  24$aDensity.
=650  24$aStress paths.
=650  24$aAngle of internal friction.
=650  24$aGamma rays.
=650  24$aRadiation attenuation.
=700  1\$aStutz, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10606J.htm

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=024  7\$a10.1520/GTJ10607J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10607J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA434
=082  04$a620.1/35$223
=100  1\$aOswell, JM.,$eauthor.
=245  10$aDevelopment of an Erosion Test for Soil Cement /$cJM. Oswell, RC. Joshi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe development and initial testing of an erosion test apparatus for soil cement mixtures is described. The device differs from other test apparatuses in that it combines the impacting forces of waves and debris. The apparatus consists of a water jet that impacts the sample causing erosion and also a number of small stones that are activated by the water jet, resulting in further erosion of the test specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbrasion.
=650  \0$aCompressive strength.
=650  \0$aErosion tests.
=650  \0$aImpacting debris.
=650  \0$aSoil cement erosion.
=650  \0$aWater jet.
=650  \0$aSoil Cement.
=650  \0$aSoil-cementconstruction.
=650  14$aSoil cement.
=650  24$aErosion tests.
=650  24$aCompressive strength.
=650  24$aAbrasion.
=650  24$aImpacting debris.
=650  24$aWater jet.
=650  24$aSoil cement erosion.
=700  1\$aJoshi, RC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10607J.htm

=LDR  02645nab a2200541 i 4500
=001  GTJ10608J
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=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10608J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10608J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aSwelling Pressure of Clays /$cA. Sridharan, AS. Rao, PV. Sivapullaiah.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aExperiments by three methods to determine the swelling pressure of clays showed that the conventional consolidation test gives an upper bound value, the method of equilibrium void ratios for various consolidation pressures gives the least value, and tests by the constant volume method give intermediate values. However there is no definite relationship between the three methods. The paper also shows that time effects involved in conducting the tests and the effect of stress path are both significant. Time versus swelling, and to a greater extent, time versus pressure relations can be represented by a rectangular hyperbola, which can be used to predict the ultimate swelling and the swelling pressure, respectively.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCompaction.
=650  \0$aSwell pressure.
=650  \0$aSwelling.
=650  \0$aTime effects.
=650  \0$aClay$xHistory.
=650  14$aClays.
=650  24$aCompaction.
=650  24$aSwelling.
=650  24$aSwell pressure.
=650  24$aTime effects.
=700  1\$aRao, AS.,$eauthor.
=700  1\$aSivapullaiah, PV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10608J.htm

=LDR  03429nab a2200637 i 4500
=001  GTJ12574
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12574$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12574$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871
=082  04$a333.79/68$223
=100  1\$aHaeri, SM.,$eauthor.
=245  14$aThe Effect of Gypsum Cementation on the Mechanical Behavior of Gravely Sands /$cSM. Haeri, A. Hamidi, N. Tabatabaee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aThe behavior of a cemented gravely sand is studied using triaxial tests. Drained and undrained tests were performed on dry and saturated specimens, and stress-strain characteristics of the soil, along with volumetric and pore pressure changes, were identified. The gypsum plaster was used as the cement agent and was mixed with the soil in different percentages. The tests were done in the usual range of confining pressures, from 25 to 500 kPa. Test results show that dilation occurs even at the highest confining stress and the least cement content. The behavior of the cemented soil is found to be more brittle in drained condition than the undrained one. However, the brittleness of soil decreases with increase in confining stress. The ratio of cemented soil shear strength to the uncemented one decreases as the confining stress increases. The failure envelopes are curved and the drained failure envelopes are above the undrained ones. The friction angle of soil increases slightly with cement content, but the cohesion intercept increase is more noticeable. The principal stress ratio at failure decreases with increase in confining stress.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCemented gravely sand.
=650  \0$aConfining pressure.
=650  \0$aDegree of cementation.
=650  \0$aPore pressure.
=650  \0$aSilicon oil.
=650  \0$aStrength.
=650  \0$aTriaxial tests.
=650  \0$aVolumetric strains.
=650  \0$aHeavy oil.
=650  \0$aOil sands.
=650  \0$aPetroleum engineering.
=650  14$aCemented gravely sand.
=650  24$aTriaxial tests.
=650  24$aConfining pressure.
=650  24$aDegree of cementation.
=650  24$aStrength.
=650  24$aVolumetric strains.
=650  24$aPore pressure.
=650  24$aSilicon oil.
=700  1\$aHamidi, A.,$eauthor.
=700  1\$aTabatabaee, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12574.htm

=LDR  03507nab a2200637 i 4500
=001  GTJ12638
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12638$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12638$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA805
=082  04$a624.1/93$223
=100  1\$aLee, J-S,$eauthor.
=245  10$aS-Wave Velocity Tomography :$bSmall-Scale Laboratory Application /$cJ-S Lee, AL. Fernandez, JC. Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aArrays of bender elements are combined with simple, yet robust inversion algorithms to develop a device for S-wave tomography. A fixed frame configuration complemented with a new versatile bender element installation permits reducing measurement errors. System design involves optimal selection of transducer separation, a frame design that prevents wave transmission, and an adequate calibration procedure. Reliable tomographic images are obtained by combining data preprocessing and the regularized least squares solution. Given the small size of the data sets, inversion techniques based on a parametric representation of the medium are implemented as well. The tomographic system is tested at low confinement and within a true triaxial cell. Results show the potential of tomographic imaging in the characterization of geotechnical systems and in the monitoring of subsurface processes. In particular, shear wave velocity tomography permits monitoring changes in the velocity field, which is related to the average effective stress in freshly-remolded uncemented soils. A minimum anomaly size and velocity contrast are required for detection. Diffraction healing hinders the detection of low velocity anomalies.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDiffraction healing.
=650  \0$aInversion.
=650  \0$aLeast squares.
=650  \0$aParametric representation.
=650  \0$aPixel representation.
=650  \0$aRegularization.
=650  \0$aSpatial coverage.
=650  \0$aTunnels.
=650  \0$atunneling.
=650  \0$aphysical modeling.
=650  \0$aTunnels$xDesign and construction.
=650  14$aDiffraction healing.
=650  24$aInversion.
=650  24$aLeast squares.
=650  24$aRegularization.
=650  24$aParametric representation.
=650  24$aPixel representation.
=650  24$aSpatial coverage.
=650  24$aTunnels.
=700  1\$aFernandez, AL.,$eauthor.
=700  1\$aSantamarina, JC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12638.htm

=LDR  03748nab a2200577 i 4500
=001  GTJ12307
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12307$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12307$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aBulut, R.,$eauthor.
=245  10$aFree Energy of Water-Suction-in Filter Papers /$cR. Bulut, WK. Wray.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aIn this paper, a critical evaluation of the filter paper method is presented. The paper evaluates wetting and drying filter paper suction calibration and total and matric soil suction measurement techniques using the filter paper method. Calibration of the method was investigated by evaluating the processes of wetting and drying the filter papers through vapor transfer and of wetting and drying the filter papers through fluid transfer. Recent research shows that different calibration curves result from two different experimental measurement programs (vapor transfer, no contact method and fluid transfer, contact method) for total and matric components of suction. In this study, a filter paper wetting curve was constructed using osmotic suction potentials of sodium chloride (NaCl), ammonium chloride (NH4Cl), calcium chloride (CaCl2), and sodium sulfate (Na2SO4) salt solutions and Schleicher & Schuell No. 589-WH filter papers. Equilibrium time and temperature were two weeks and 25° C with ±0.1° C accuracy, respectively. The adopted laboratory testing protocol shows that suction measurements as low as 50 kPa can be made reliably using the wetting calibration curve obtained in this research study. The calibration curves obtained from the processes of drying the filter papers through vapor transfer (from salt solutions) and drying and wetting the filter papers through fluid transfer (pressure plate type devices) were evaluated based on recently published literature. Although there is hysteresis between the wetting curve with salt solutions and the drying curve with pressure plates, the marked differences between the curves at very low suction levels may not be explained with hysteresis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFilter paper.
=650  \0$aFree energy.
=650  \0$aMatric suction.
=650  \0$aSoil suction.
=650  \0$aTotal suction.
=650  \0$aUnsaturated soils.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aFilter paper.
=650  24$aSoil suction.
=650  24$aTotal suction.
=650  24$aMatric suction.
=650  24$aFree energy.
=650  24$aUnsaturated soils.
=700  1\$aWray, WK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12307.htm

=LDR  02865nab a2200553 i 4500
=001  GTJ12539
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12539$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12539$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA405
=082  04$a620.00454$223
=100  1\$aZhang, Z.,$eauthor.
=245  10$aAbsorbed Energy and Compacted Cohesive Soil Performance /$cZ. Zhang, M. Tao, MT. Tumay.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThis technical note proposes a new concept of absorbed energy that is related to the soil structural formation for unsaturated cohesive soils. Results from limited preliminary laboratory tests indicate that such energy correlates reasonably well with unconfined compressive strength of soils, and it can be predicted by moisture content and dry unit weight of soils. The relationship between energy and engineering properties of soils can provide a basis to correlate different geotechnical engineering behaviors that have customarily been individually studied. Consequently, a new approach to interpret some traditional processes in geotechnical engineering, such as fill compaction and strength deterioration due to seasonal variation of moisture content, is suggested from the perspective of energy concept.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDry unit weight.
=650  \0$aEnergy.
=650  \0$aMoisture content.
=650  \0$aUnconfined compressive strength.
=650  \0$astrength deterioration.
=650  \0$aStrength of materials.
=650  \0$aMaterials$xDeterioration.
=650  14$aDry unit weight.
=650  24$aEnergy.
=650  24$aMoisture content.
=650  24$aStrength deterioration.
=650  24$aUnconfined compressive strength.
=700  1\$aTao, M.,$eauthor.
=700  1\$aTumay, MT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12539.htm

=LDR  02909nab a2200529 i 4500
=001  GTJ12011
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12011$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12011$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/51363$223
=100  1\$aLee, H-S,$eauthor.
=245  10$aLaboratory Evaluation of Pullout Capacity of Reinforced Silty Sands in Drained and Undrained Conditions /$cH-S Lee, A. Bobet.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThis paper presents results of laboratory pullout tests performed to determine the drained and undrained pullout capacity of reinforced silty sands. The pullout tests were conducted for different soil types: clean sand and silty sand with 5, 10, 15, and 35 % silt, and overburden pressures: 30, 100, and 200 kPa. Pullout experiments were performed on a large pullout box with dimension 1.5 m long, 0.5 m high, and 0.4 m wide, where a single steel inclusion was placed inside a mass of homogeneous soil. Both drained and undrained pullout capacities depended on the silt content and increased with internal friction angle of the soil and with overburden pressure. Undrained conditions could significantly reduce the pullout capacity. The reduction was caused by the generation of excess pore pressures in the soil under rapid loading, which in turn decreased the effective normal stress at the soil-reinforcement interface.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPullout test.
=650  \0$aSteel inclusion.
=650  \0$aUndrained conditions.
=650  \0$areinforced soil.
=650  \0$aSoil stabilization.
=650  \0$asaturated soil.
=650  14$aReinforced soil.
=650  24$aPullout test.
=650  24$aUndrained conditions.
=650  24$aSteel inclusion.
=650  24$aSaturated soil.
=700  1\$aBobet, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12011.htm

=LDR  02853nab a2200577 i 4500
=001  GTJ11768
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11768$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11768$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aSoosan, TG.,$eauthor.
=245  10$aUtilization of Quarry Dust to Improve the Geotechnical Properties of Soils in Highway Construction /$cTG. Soosan, A. Sridharan, BT. Jose, BM. Abraham.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aQuarries and aggregate crushers are basic requisites for construction industry and quarry dust is a byproduct of rubble crusher units. Geotechnical and mineralogical characterization of quarry dust and its interaction behavior with soils can lead to viable solutions for its large-scale utilization and disposal. The effect of addition of quarry dust on properties of red earth and two different cohesive soils; viz. kaolinite, Cochin marine clay was studied in detail. The results indicate that compaction characteristics and CBR of soils are improved by addition of quarry dust. Problems associated with the construction of highways over clayey subgrade can be reduced significantly by mixing with quarry dust.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalifornia Bearing Ratio.
=650  \0$aClay.
=650  \0$aCompacion.
=650  \0$aQuarry dust.
=650  \0$aStabilization.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aCalifornia Bearing Ratio.
=650  24$aQuarry dust.
=650  24$aStabilization.
=650  24$aClay.
=650  24$aCompacion.
=700  1\$aSridharan, A.,$eauthor.
=700  1\$aJose, BT.,$eauthor.
=700  1\$aAbraham, BM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11768.htm

=LDR  02524nab a2200541 i 4500
=001  GTJ12703
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12703$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12703$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aPender, MJ.,$eauthor.
=245  12$aA Free-Standing Laboratory Pressure System /$cMJ. Pender.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b1
=520  3\$aThis technical note describes a laboratory pressure system that is free standing, portable, and may be battery-powered so that it can be used in field locations if required. It has been found to be a satisfactory replacement for a laboratory pressure system based on constant bleed air pressure regulators. It has the facility for manual control of the set pressure from an onboard power supply system or remote control via d-c signal supplied from a signal generator or the digital to analog output from a data acquisition system.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aOedometer testing.
=650  \0$aPermeability testing.
=650  \0$aPressure system.
=650  \0$aServo controlled pressure regulator.
=650  \0$aTriaxial testing.
=650  \0$apermeabilities.
=650  \0$aSoil mechanics.
=650  \0$aconductivity.
=650  14$aPressure system.
=650  24$aServo controlled pressure regulator.
=650  24$aTriaxial testing.
=650  24$aOedometer testing.
=650  24$aPermeability testing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12703.htm

=LDR  03689nab a2200661 i 4500
=001  GTJ12113
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12113$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12113$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC974.2
=082  04$a627 .45$223
=100  1\$aWarren, KA.,$eauthor.
=245  10$aLiquid Extraction Using Prefabricated Vertical Wells (PVWs) Under Vacuum in Clay /$cKA. Warren, MA. Gabr.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aA large-scale clay specimen was prepared in the laboratory using select soil to simulate WIDE technology using a geosynthetic wick drain. While a full-scale field test is necessary to quantify system flow and contaminant removal rates using WIDE technology, laboratory work is necessary to investigate flow phenomenon local to each PVW. Two methods were developed to measure the consistency of the water content and unit weight distribution for quality control purposes. Specimen preparation techniques, flow rates, settlement, piezometer, and tracer test concentration data were measured. The radius of influence, maximum extraction depth, and potential effects of long term PVW performance were discussed. The radius of influence ranged from 0.3 to 0.4 m. Due to the band shape of the PVW, the radius of influence and extraction depth were maximized near the center of the 100-mm-wide dimension, and flow efficiency was reduced near the corners of the PVW due to the decrease in PVW surface area near the 4-mm dimension. Subsequent to laboratory testing, portions of the geotextile filter jacket were utilized to determine the decrease, if any, in permeability. While there appeared to be a 14 % reduction in geotextile permeability during the test interval, soil particles also existed within the flow channels of the PVW core, indicating that long-term PVW efficiency may be a concern and needs further consideration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aGeosynthetics.
=650  \0$aLaboratory.
=650  \0$aPrefabricated vertical drain.
=650  \0$aPreparation.
=650  \0$aSlurry.
=650  \0$aWell Injection Depth Extraction.
=650  \0$aWick drain.
=650  \0$avertical drains.
=650  \0$awick drains.
=650  \0$aSand drains.
=650  14$aClay.
=650  24$aSlurry.
=650  24$aLaboratory.
=650  24$aPreparation.
=650  24$aGeosynthetics.
=650  24$aPrefabricated vertical drain.
=650  24$aPVD.
=650  24$aPVW.
=650  24$aWick drain.
=650  24$aWell Injection Depth Extraction.
=650  24$aWIDE.
=700  1\$aGabr, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12113.htm

=LDR  03054nab a2200529 i 4500
=001  GTJ12252
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12252$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12252$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA413.5
=082  04$a620.1/123/0287$223
=100  1\$aO'Kelly, BC.,$eauthor.
=245  10$aDevelopment of a New Hollow Cylinder Apparatus for Stress Path Measurements over a Wide Strain Range /$cBC. O'Kelly, PJ. Naughton.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe development and operation of a new, automated hollow cylinder apparatus that facilitates accurate stress path measurements from the pseudo elastic domain to failure strain levels are described. Innovative sample loading mechanisms of 19.3 kN axial and 103 N · m torsional capacities facilitate rapid, precise (of the order of 10-5 % strain) displacement and rotation of the sample loading piston, with negligible compliance in the mechanisms on reversing the direction of piston motion. Both internal and external instrumentation are used to record the deformational response of the test specimen to better than 10-2 % strain. Significant differences were found between the strain values measured using the internal and external instrumentation, with the external instrumentation underestimating the true stiffness of the specimen. A series of drained stress-path tests on Leighton Buzzard sand specimens showed that predefined stress paths can be followed to an accuracy of 0.5 kPa using the new apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomation.
=650  \0$aGeneralized stress path.
=650  \0$aHollow cylinder apparatus.
=650  \0$aSmall strain.
=650  \0$astrain measurement.
=650  \0$aStrains and stresses$xMeasurement.
=650  \0$aStrain gages.
=650  14$aHollow cylinder apparatus.
=650  24$aGeneralized stress path.
=650  24$aSmall strain.
=650  24$aAutomation.
=700  1\$aNaughton, PJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12252.htm

=LDR  02471nab a2200493 i 4500
=001  GTJ11963
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11963$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11963$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.6.O73
=082  04$a631.4/17$223
=100  1\$aO'Kelly, BC.,$eauthor.
=245  10$aNew Method to Determine the True Water Content of Organic Soils /$cBC. O'Kelly.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe true water content of organic soils is overestimated when the standard oven drying temperature of 110 ± 5° C is used due to some oxidation of the solids, and underestimated when the recommended oven drying temperature of 60° C is used due to some residual pore water remaining in the voids. A new method is presented to identify the precise oven drying temperature for which the mass of the residual pore water exactly balances the loss in the mass of solids due to oxidation. The true water content is calculated on the basis of the specimen dry mass recorded for this oven drying temperature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrying temperature.
=650  \0$aWater content determination.
=650  \0$aorganic soil.
=650  \0$aSoils$xOrganic compound content.
=650  \0$aoven drying.
=650  14$aOven drying.
=650  24$aOrganic soil.
=650  24$aWater content determination.
=650  24$aDrying temperature.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11963.htm

=LDR  03509nab a2200613 i 4500
=001  GTJ12675
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12675$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12675$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD506
=082  04$a541.3/3$223
=100  1\$aTamari, S.,$eauthor.
=245  10$aParticle Density of Volcanic Scoria Determined by Water Pycnometry /$cS. Tamari, D. Samaniego-Marti?nez, I. Bonola, ER. Bandala, V. Ordaz-Chaparro.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aParticle density is widely used in Soil Science. Several classical textbooks define this concept as the density of the soil solid-matter, whereas most standard test methods define it as the density of a soil sample crushed and passed through a sieve with a 2-mm mesh (for agronomical purposes) or 4.75 mm (for civil engineering purposes). We hypothesize that both definitions are not equivalent for volcanic scoria, because these contain small vesicles apparently isolated from the atmosphere. To test this hypothesis, an experiment was performed with basaltic scoria (known as tezontle in Mexico) with sizes ranging from 2 to 4.75 mm. These scoriae were divided into five samples that were crushed and passed through different sieves. The samples were then carefully saturated with water and their density determined by water pycnometry. Particle density was found to be 2.55 g cm-3 for the undisturbed scoria (i.e., passing a 4.75-mm sieve), 2.61 g cm-3 for slightly crushed scoria (i.e., passing a 2-mm sieve), and higher than 2.79 g cm-3 for finely crushed scoria (i.e., passing a 74-µm sieve). This study shows that the concept of particle-density must be carefully considered for soils with a high content of volcanic scoria.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aTezontle.
=650  \0$aTrue particle density.
=650  \0$aVesicular basalt.
=650  \0$aVolcanic scoria.
=650  \0$aWater pycnometry.
=650  \0$aporous gravel.
=650  \0$aPorous materials.
=650  \0$aspecific gravity.
=650  14$aTrue particle density.
=650  24$aSpecific gravity.
=650  24$aWater pycnometry.
=650  24$aPorous gravel.
=650  24$aVolcanic scoria.
=650  24$aVesicular basalt.
=650  24$aTezontle.
=700  1\$aSamaniego-Marti?nez, D.,$eauthor.
=700  1\$aBonola, I.,$eauthor.
=700  1\$aBandala, ER.,$eauthor.
=700  1\$aOrdaz-Chaparro, V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12675.htm

=LDR  03536nab a2200625 i 4500
=001  GTJ12637
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12637$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12637$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aLu, N.,$eauthor.
=245  10$aConstant Flow Method for Concurrently Measuring Soil-Water Characteristic Curve and Hydraulic Conductivity Function /$cN. Lu, A. Wayllace, J. Carrera, WJ. Likos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA constant-flow laboratory testing method (CFM) is presented for concurrently measuring the soil-water characteristic curve (SWCC) and hydraulic conductivity function (HCF) of unsaturated coarse-grained soils. Two computer-automated syringe pumps are employed to control the volumetric water content of a specimen and to periodically impose constant volumetric flow rates through the specimen, respectively. Hydraulic conductivity (k) corresponding to each water content increment is determined from Darcy's law by measuring the steady-state gradient induced by the applied constant flow. Matric suction is maintained by axis translation using elevated pore air pressure and high-air-entry ceramic disks. Diffused air bubbles are removed using unique passive bubble traps. SWCCs and HCFs are obtained for three sandy soil specimens, requiring about 25-35 days to obtain both functions for each soil. The range of the system is demonstrated for k from about 10-4 cm/s to 10-9 cm/s at corresponding matric suction between about 0 kPa (saturated) and 40 kPa. Results are validated by comparison with independent SWCC measurements obtained using Tempe cells and HCFs estimated using a statistical model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant flow method.
=650  \0$aHydraulic conductivity function.
=650  \0$aMatric suction.
=650  \0$aPermeameter.
=650  \0$aSandy soil.
=650  \0$aSoil-water characteristic curve.
=650  \0$aUnsaturated soil.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soil.
=650  24$aSoil-water characteristic curve.
=650  24$aHydraulic conductivity function.
=650  24$aMatric suction.
=650  24$aSandy soil.
=650  24$aConstant flow method.
=650  24$aPermeameter.
=700  1\$aWayllace, A.,$eauthor.
=700  1\$aCarrera, J.,$eauthor.
=700  1\$aLikos, WJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12637.htm

=LDR  02966nab a2200565 i 4500
=001  GTJ14314
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14314$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14314$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN269
=082  04$a622/.18/28$223
=100  1\$aIndrasenan Thusyanthan, N.,$eauthor.
=245  10$aCentrifuge Modeling of Solid Waste Landfill Systems-Part 2 :$bCentrifuge Testing of Model Waste /$cN. Indrasenan Thusyanthan, SP. Gopal Madabhushi, S. Singh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThis paper presents the use of the model waste developed in the companion paper, "Centrifuge modeling of solid waste landfill systems-Part 1: Development of a model municipal solid waste," in centrifuge testing. Two centrifuge tests were performed using the model waste to understand the static and dynamic behavior of municipal solid waste (MSW) landfills. First centrifuge test demonstrates the use of model waste to study the settlement profile in a landfill. In the second centrifuge test model earthquake loadings were applied to the model waste to investigate its dynamic behavior. The results were used to obtain shear modulus reduction and damping curves of the model waste. These curves were shown to match with those reported for MSW validating the use of model waste to study the seismic behavior of MSW landfills.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aLandfills.
=650  \0$aModeling.
=650  \0$aMunicipal solid waste.
=650  \0$aSeismic behavior.
=650  \0$aSeismic reflection method.
=650  \0$aPetroleum.
=650  \0$aGeology, Stratigraphic.
=650  14$aMunicipal solid waste.
=650  24$aModeling.
=650  24$aCentrifuge.
=650  24$aLandfills.
=650  24$aSeismic behavior.
=700  1\$aGopal Madabhushi, SP.,$eauthor.
=700  1\$aSingh, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14314.htm

=LDR  03107nab a2200613 i 4500
=001  GTJ12591
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12591$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12591$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871
=082  04$a333.79/68$223
=100  1\$aMuszynski, MR.,$eauthor.
=245  10$aDetermination of Maximum and Minimum Densities of Poorly Graded Sands Using a Simplified Method /$cMR. Muszynski.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aEvaluation of maximum and minimum (limit) density values of sands is important in geotechnical engineering. Limit density values are important physical properties needed to provide a more complete description of sands, and they are required when evaluating relative density of soils. The conventional methods for determination of limit densities are generally costly, require relatively large sample volumes, and are time consuming. A simplified method for determining limit densities of clean poorly graded fine to medium sands was developed. The simplified method is easy to perform, requires less sample volume, and is faster than the conventional methods for determining these properties. Results of this study indicate that the simplified method gives limit density values comparable to those obtained using conventional methods for clean poorly graded fine to medium sands. Limitations of the simplified method are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesionless soil.
=650  \0$aMaximum density.
=650  \0$aMinimum density.
=650  \0$aProctor test.
=650  \0$aSand.
=650  \0$aSimplified method.
=650  \0$aVibrating table test.
=650  \0$aVoid ratio.
=650  \0$aHeavy oil.
=650  \0$aOil sands.
=650  \0$aPetroleum engineering.
=650  14$aSand.
=650  24$aCohesionless soil.
=650  24$aMaximum density.
=650  24$aMinimum density.
=650  24$aProctor test.
=650  24$aSimplified method.
=650  24$aVoid ratio.
=650  24$aVibrating table test.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12591.htm

=LDR  02933nab a2200541 i 4500
=001  GTJ12341
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12341$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12341$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aGareau, LF.,$eauthor.
=245  13$aAn Improved Oedometer Apparatus to Measure Lateral Stress During Testing /$cLF. Gareau, F. Molenkamp, J. Sharma.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aSoils which have been subjected to complex geological stress histories (such as glaciation) exhibit incongruent geotechnical properties when tested in the oedometer. A new oedometer apparatus has been developed to permit measurement of anisotropic horizontal stress reactions during vertical loading. The objective of the apparatus is to assess how different geological stresses relate to present state properties. The apparatus has been tested using laboratory prepared samples of kaolin and thin tube core samples of Pot Clay from the north Netherlands. These results indicate that the new apparatus can measure isotropic and anisotropic lateral stresses with reasonable repeatability. Also, the orientation of maximum and minimum horizontal stresses can be calculated if oriented core samples are used. Results from the Pot Clay indicate anisotropic horizontal stresses which are related to the known glacial stress history.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aGlaciated soil.
=650  \0$aLateral stress.
=650  \0$aOedometer.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aOedometer.
=650  24$aLateral stress.
=650  24$aAnisotropy.
=650  24$aGlaciated soil.
=700  1\$aMolenkamp, F.,$eauthor.
=700  1\$aSharma, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12341.htm

=LDR  02443nab a2200601 i 4500
=001  GTJ12189
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12189$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12189$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871.25
=082  04$a622.3381$223
=100  1\$aAhn, T.,$eauthor.
=245  12$aA Multi-purpose Platform for Horizontal Subsurface Investigation /$cT. Ahn, EN. Allouche, EK. Yanful.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aSite characterization using horizontal directional drilling (HDD) can provide an effective means of evaluating the geotechnical and geoenvironmental characteristics of sites with limited access such as beneath structures, roads, and runways.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHorizontal directional drilling (HDD)
=650  \0$aLogging.
=650  \0$aReal time.
=650  \0$aResistivity probe.
=650  \0$aSampling.
=650  \0$aSite characterization.
=650  \0$ahorizontal directional drilling.
=650  \0$aDirectional drilling.
=650  \0$aHorizontal gas well drilling.
=650  14$aHorizontal directional drilling (HDD)
=650  24$aSite characterization.
=650  24$aResistivity probe.
=650  24$aCPT.
=650  24$aSampling.
=650  24$aLogging.
=650  24$aReal time.
=700  1\$aAllouche, EN.,$eauthor.
=700  1\$aYanful, EK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12189.htm

=LDR  02571nab a2200529 i 4500
=001  GTJ12695
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12695$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12695$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHB1953
=082  04$a304.6/1$223
=100  1\$aChapuis, RP.,$eauthor.
=245  12$aA Convenient Graphical Representation of Compaction Data /$cRP. Chapuis, M. Mbonimpa, M. Aubertin, A-M Dagenais.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe results of compaction tests are usually presented as dry density versus molding water content. In the corresponding graph, the curves of levels of saturation appear as hyperbolas. A new graphical presentation is proposed where the inverse of the dry density is plotted against the molding water content. In this convenient representation, all curves of equal degree of saturation become straight lines, which facilitates plotting and interpolation. It appears also more practical to establish a linkage with other graphs, such as those relating mechanical or hydraulic properties, to void ratio.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aDensity.
=650  \0$aSaturation.
=650  \0$aPopulation density.
=650  \0$aPopulation$xEconomic aspects.
=650  \0$aPopulation forecasting.
=650  14$aCompaction.
=650  24$aDensity.
=650  24$aSaturation.
=700  1\$aMbonimpa, M.,$eauthor.
=700  1\$aAubertin, M.,$eauthor.
=700  1\$aDagenais, A-M,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12695.htm

=LDR  02734nab a2200517 i 4500
=001  GTJ14125
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14125$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14125$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTK7872.F73
=082  04$a621.3815/486$223
=100  1\$aMarinho, FAM,$eauthor.
=245  14$aThe Filter Paper Method Revisited /$cFAM Marinho, OM. Oliveira.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aThe calibration curve for any device or method to infer suction is the most important characteristic to evaluate for reliable measurement to be obtained. Some published literature (e.g. Houston et al. 1994; Bulut et al. 2001; Leong et al. 2002) have presented results in which the calibration for the filter paper method is not unique in relation to the type of suction (i.e., total or matric). A review of the data from the literature is presented, together with data showing the reason that justifies a unique calibration curve for the filter paper. It is also shown that it is necessary to check the calibration curve by performing a quick calibration check. A procedure for calibrating the filter paper for this check is given. Fundamental matters necessary for understanding the concept on which the filter paper method is based are also presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFilter paper.
=650  \0$aSuction.
=650  \0$aUnsaturated soil.
=650  \0$acalibration.
=650  \0$aFrequency synthesizers.
=650  \0$aAutomatic control.
=650  14$aFilter paper.
=650  24$aSuction.
=650  24$aUnsaturated soil.
=650  24$aCalibration.
=700  1\$aOliveira, OM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14125.htm

=LDR  03538nab a2200637 i 4500
=001  GTJ13154
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ13154$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ13154$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN271.P4
=082  04$a622/.1828/0285$223
=100  1\$aSawangsuriya, A.,$eauthor.
=245  10$aApplication of Soil Stiffness Gauge in Assessing Small-Strain Stiffness of Sand with Different Fabrics and Densities /$cA. Sawangsuriya, PJ. Bosscher, TB. Edil.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aThe soil stiffness gauge (SSG) exhibits particular promise for determining the in situ soil stiffness at small strains. Because the SSG is new, its application in laboratory stiffness measurements is limited. The use of the SSG in assessing small-strain stiffness of sand with different fabrics, densities, and specimen sizes is presented herein. Two types of test containers were utilized and the results indicate that the SSG stiffness obtained from both containers show a similar trend but are offset by a constant value, which might be due to the effect of specimen dimensions and boundary configurations. A comparison with other small-strain stiffness tests indicates that the Young's moduli obtained from the seismic tests are consistently higher than those from the SSG tests. The plots of shear modulus versus shear strain amplitude suggest that the SSG modulus appears to be corresponding to a strain amplitude level higher than the strain amplitude of the seismic test, even though the SSG induces a strain amplitude comparable to that of seismic tests. Nonetheless, the SSG is found to be a potential and useful device for assessing the stiffness of sand with different fabrics and densities.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity.
=650  \0$aFabric.
=650  \0$aModulus.
=650  \0$aResonant column.
=650  \0$aSeismic.
=650  \0$aShear strain amplitude.
=650  \0$aSoil stiffness gauge.
=650  \0$aSoil stiffness.
=650  \0$aPetroleum Prospecting Data processing.
=650  \0$aPattern recognition systems.
=650  \0$aSeismic reflection method.
=650  14$aSoil stiffness.
=650  24$aModulus.
=650  24$aFabric.
=650  24$aDensity.
=650  24$aShear strain amplitude.
=650  24$aSoil stiffness gauge.
=650  24$aResonant column.
=650  24$aSeismic.
=700  1\$aBosscher, PJ.,$eauthor.
=700  1\$aEdil, TB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ13154.htm

=LDR  03495nab a2200541 i 4500
=001  GTJ12699
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12699$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12699$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aWijewickreme, D.,$eauthor.
=245  10$aNew Sample Holder for the Preparation of Undisturbed Fine-Grained Soil Specimens for Laboratory Element Testing /$cD. Wijewickreme, MV. Sanin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe paper describes a new soil sample holding device, the undisturbed soil sample holder (USSH), which has the ability to minimize potential sample disturbance during the preparation of relatively soft fine-grained cylindrical soil specimens. The USSH is capable of providing suitable external, uniform lateral confinement to a sample of soil extruded from a field sampling tube. The device comprises a split hollow cylindrical aluminum housing that is internally lined with a flexible synthetic foam material. The foam lining allows the diameter of the cylindrical cavity of the USSH to be variable, while maintaining the shape of the cavity cylindrical. The device has the ability to essentially eliminate the sample freestanding period that is commonly associated with conventional preparation methods and to reduce potentially significant soil deformations that occur due to the self-weight of the sample. The effectiveness of the USSH in minimizing sample disturbance is demonstrated using comparative laboratory tests conducted on relatively soft soil specimens prepared with and without the USSH. The observed axial strains during specimen preparation, volumetric strains during consolidation, and stress-strain-pore water pressure response during undrained triaxial shear testing show that the USSH contributes to the preparation of undisturbed soil specimens for element testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFine-grained soils.
=650  \0$aGeotechnical sample holder.
=650  \0$aSoil sample disturbance.
=650  \0$aSpecimen preparation.
=650  \0$aTriaxial testing.
=650  \0$aSoil mechanics.
=650  \0$aPlastic analysis (Engineering)
=650  14$aSoil sample disturbance.
=650  24$aSpecimen preparation.
=650  24$aTriaxial testing.
=650  24$aFine-grained soils.
=650  24$aGeotechnical sample holder.
=700  1\$aSanin, MV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12699.htm

=LDR  03509nab a2200553 i 4500
=001  GTJ14195
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14195$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14195$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGN799.S43
=082  04$a930.1$223
=100  1\$aBlack, J.,$eauthor.
=245  13$aAn Improved Experimental Test Set-up to Study the Performance of Granular Columns /$cJ. Black, V. Sivakumar, MR. Madhav, B. McCabe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThis paper describes an innovative design of a newly developed large test setup for testing the performance of footings supported on soft clay reinforced with granular columns. This advanced testing method is used to examine the settlement of footings supported on granular columns. Two important features of the equipment are (a) the axial loading system which allows samples to be consolidated under Ko condition while the load is applied onto a small foundation area of the sample, and (b) a relatively large sample size of 300-mm diameter and 400-mm high. The system is also equipped with pressure cells located beneath the footing and top cap to measure the pressure distribution with respect to foundation displacement and a lateral strain gage to monitor boundary effects. This paper reports on some of the early findings from the preliminary tests carried out using this equipment. Samples for testing were prepared by consolidating kaolin slurry in a large one-dimensional consolidation chamber. The granular columns were installed using the replacement method by compacting crushed basalt (uniformly graded with 90 % between 1.5-2-mm particle sizes) into a preformed hole. The preliminary tests have yielded promising results, validating the functionality of the equipment and support the prospect of increasing the knowledge with respect to settlement response and design of a footing supported on granular columns.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGranular columns.
=650  \0$aGround improvement.
=650  \0$aSettlement.
=650  \0$aStress path tests.
=650  \0$aLand settlement patterns.
=650  \0$aSocial archaeology.
=650  \0$aHuman settlements.
=650  14$aGround improvement.
=650  24$aGranular columns.
=650  24$aSettlement.
=650  24$aStress path tests.
=700  1\$aSivakumar, V.,$eauthor.
=700  1\$aMadhav, MR.,$eauthor.
=700  1\$aMcCabe, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14195.htm

=LDR  02518nab a2200553 i 4500
=001  GTJ12299
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12299$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12299$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD788
=082  04$a628/.44$223
=100  1\$aIndrasenan Thusyanthan, N.,$eauthor.
=245  10$aCentrifuge Modeling of Solid Waste Landfill Systems-Part 1 :$bDevelopment of a Model Municipal Solid Waste /$cN. Indrasenan Thusyanthan, SP. Gopal Madabhushi, S. Singh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aThis paper presents the development of a model waste that has physical properties similar to those reported by investigators for municipal solid waste (MSW). The model waste was developed using a mixture of peat, E-grade kaolin clay and fraction-E fine sand. Unit weight, compressibility, and shear strength characteristics of the model waste were experimentally determined and shown to match well with those reported for MSW.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aLandfills.
=650  \0$aModeling.
=650  \0$aSeismic behavior.
=650  \0$aSolid Waste.
=650  \0$amunicipal solid waste.
=650  \0$asimple shear.
=650  14$aMunicipal solid waste.
=650  24$aModeling.
=650  24$aCentrifuge.
=650  24$aLandfills.
=650  24$aSeismic behavior.
=700  1\$aGopal Madabhushi, SP.,$eauthor.
=700  1\$aSingh, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12299.htm

=LDR  02624nab a2200493 i 4500
=001  GTJ11108J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11108J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11108J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1637
=082  04$a621.36/7$223
=100  1\$aFrost, JD.,$eauthor.
=245  12$aA Critical Assessment of the Moist Tamping Technique /$cJD. Frost, J-Y Park.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aCurrent field sampling techniques are not readily able to produce high-quality undisturbed granular soil specimens for laboratory testing at an affordable cost. Accordingly, numerous specimen reconstitution methods have been developed for use in the laboratory. Among these methods, moist tamping has the advantage that it is relatively easy to control the global specimen density achieved, even for loose specimens, although unfortunately the method has also been qualitatively shown to yield less uniform specimens. This paper describes the findings of a study that critically assessed the moist tamping method by measuring the forces applied during the tamping process and investigated the uniformity of specimens prepared with the method by quantitatively analyzing both X-ray and optical images.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aUniformity.
=650  \0$aimage analysis.
=650  \0$acompaction force.
=650  \0$amoist tamping.
=650  14$aMoist tamping.
=650  24$aUniformity.
=650  24$aImage analysis.
=650  24$aCompaction force.
=700  1\$aPark, J-Y,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11108J.htm

=LDR  03010nab a2200517 i 4500
=001  GTJ11107J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11107J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11107J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a625.7/4$223
=100  1\$aRao, SM.,$eauthor.
=245  10$aRole of Soil Structure and Matric Suction in Collapse of a Compacted Clay Soil /$cSM. Rao, K. Revanasiddappa.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aThis paper examines the role of microstructure and matric suction in the collapse behavior of a compacted clay soil from Bangalore District in Karnataka State, India. The microstructure of the compacted specimens was examined by mercury intrusion porosimetry (MIP), and the ASTM Filter Paper Method was used to determine their matric suction. The microstructure and matric suction of the compacted specimens were changed by varying their compaction water content, dry density, and clay content (<2 µm fraction). Experimental results showed that relative abundance of coarse (60 to 6 µm) pores was mainly affected by increasing the dry density of the specimens from 1.49 to 1.77 g/cm3. The relative abundance of coarse and fine (0.01 to 0.002 µm) pores was affected by increasing the compaction water content from 10.6 to 26.4%. Variations in dry density, compaction water content, and clay contents notably affected the matric suction of the compacted specimens. The collapse behavior of the compacted specimens is explained from analysis of the MIP and matric suction results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCollapse.
=650  \0$aMatric suction.
=650  \0$aMicrostructure.
=650  \0$acompacted soils.
=650  \0$aCompacted clays.
=650  \0$aSoil stabilization.
=650  14$aCompacted soils.
=650  24$aCollapse.
=650  24$aMicrostructure.
=650  24$aMatric suction.
=700  1\$aRevanasiddappa, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11107J.htm

=LDR  03150nab a2200601 i 4500
=001  GTJ11101J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11101J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11101J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.49$223
=100  1\$aAlbrecht, BA.,$eauthor.
=245  10$aPolymer Capacitance Sensors for Measuring Soil Gas Humidity in Drier Soils /$cBA. Albrecht, CH. Benson, S. Beuermann.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aPolymer capacitance sensors were assessed in this study for measuring soil gas relative humidity and total suction in soils that are too dry for thermocouple psychrometers. Capacitance of the sensors varies as the relative humidity of the gas surrounding the sensor is varied. Soil gas relative humidity is inferred through a calibration curve relating soil gas relative humidity and capacitance. Tests conducted with six finer textured soils and three sands showed that the capacitance sensors can be used to obtain unbiased estimates of relative humidity for a broad variety of soils with a precision of approximately ±3%. Tests also showed that the sensors are non-hysteretic and relatively insensitive to temperature, except when the temperature approaches the freezing point of water. An example is provided illustrating how capacitance sensors can be used to monitor soil gas relative humidities in alternative earthen final covers that employ passive flow of atmospheric air to remove water.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapacitance sensor.
=650  \0$aDry barrier.
=650  \0$aHumidity.
=650  \0$aTotal suction.
=650  \0$aVapor pressure.
=650  \0$aWaste containment.
=650  \0$asoil gas.
=650  \0$aSoil permeability.
=650  \0$aGas dynamics.
=650  14$aSoil gas.
=650  24$aHumidity.
=650  24$aTotal suction.
=650  24$aCapacitance sensor.
=650  24$aVapor pressure.
=650  24$aWaste containment.
=650  24$aDry barrier.
=700  1\$aBenson, CH.,$eauthor.
=700  1\$aBeuermann, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11101J.htm

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=024  7\$a10.1520/GTJ11106J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11106J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.1509789$223
=100  1\$aSakr, M.,$eauthor.
=245  10$aCentrifuge Modeling of Tapered Piles in Sand /$cM. Sakr, M. Hesham El Naggar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aAn experimental study was performed to investigate the performance of tapered and cylindrical piles driven into loose sand using the geotechnical centrifuge located at C-CORE, Memorial University, Newfoundland. Twelve open-ended model piles with different configurations, instrumented externally along the shaft, were successfully installed and load tested using the facility. The piles were driven at 1 g, and the loading tests were conducted at 10 g. The paper discusses the design of model piles and details of loading equipment and presents the results of axial compression tests. The results obtained showed that modeling tapered and cylindrical piles with different length-to-diameter ratios was successfully achieved. The external instrumentation technique used in this study proved to be efficient. The surface ronghness effect was found to be important and must be considered when interpreting the test results. The raining technique used in this study produced reasonably uniform soil samples. It was found that as the taper angle increased the shaft resistance increased, and the shaft resistance of the tapered pile was up to 185 % larger than that of the equivalent cylindrical pile. It was also found that the values of the combined shaft resistance factor ? for cylindrical piles were consistent with Canadian Foundation Engineering Manual (1992) guidelines. In the case of tapered piles, ? values were found to be 80 % higher than those for cylindrical piles, whereas the CFEM design guidelines suggest they should be 30 to 50 % higher. The effect of the taper established from experimental results compared well with the results obtained from an analytical solution based on cavity expansion theory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxial performance.
=650  \0$aCentrifuge modeling.
=650  \0$aPile capacity.
=650  \0$aTapered piles.
=650  \0$ashaft resistance.
=650  \0$aShaft sinking.
=650  \0$aPile driving.
=650  14$aTapered piles.
=650  24$aCentrifuge modeling.
=650  24$aPile capacity.
=650  24$aAxial performance.
=650  24$aShaft resistance.
=700  1\$aHesham El Naggar, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11106J.htm

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=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11100J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11100J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aSubba Rao, KS.,$eauthor.
=245  10$aEffect of Aging on Swelling and Swell-Shrink Behavior of a Compacted Expansive Soil /$cKS. Subba Rao, S. Tripathy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aEffect of aging on swelling and swell-shrink behavior of a compacted expansive soil is investigated in this paper. An expansive soil having a liquid limit of 100% is used for this purpose. Compacted specimens were prepared and aged for a predetermined number of days (7, 15, 30, and 90 days) to study their swelling and swell-shrink behavior. It has been shown that aging improves the resistance to compression of compacted specimens. The swelling potentials of specimens also decreased with aging. The dominant factors that influence the aging effects are the water content and degree of saturation at the beginning of the aging process. The changed behavior of aged specimens is attributed to particle rear-rangements and formation of bonds, which affect the surface area absorbing water during swelling. The cyclic swell-shrink tests on aged specimens indicated that the differences in vertical displacement during the first swelling were eliminated in the subsequent cycles when specimens were shrunk more, but the aging effect was found to persist with cycles for specimens subjected to lower shrinkage magnitudes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAging effects.
=650  \0$aCompression-rebound.
=650  \0$aExpansive soil.
=650  \0$aLaboratory study.
=650  \0$aSwelling.
=650  \0$aSwell-shrink behavior.
=650  \0$aSwelling soils.
=650  \0$aSoil suction.
=650  \0$aExpansive clays.
=650  14$aExpansive soil.
=650  24$aLaboratory study.
=650  24$aAging effects.
=650  24$aCompression-rebound.
=650  24$aSwelling.
=650  24$aSwell-shrink behavior.
=650  24$aAnd bandwidth of movement.
=700  1\$aTripathy, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11100J.htm

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=001  GTJ11099J
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=005  20161219061000.0
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=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11099J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11099J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aGachet, P.,$eauthor.
=245  10$aInterfacial Behavior of Unsaturated Soil with Small-scale Models and Use of Image Processing Techniques /$cP. Gachet, G. Klubertanz, L. Vulliet, L. Laloui.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aTwo small-scale prototypes (physical models) intended to study soil behavior are presented. They allow for 1D and 2D tests on unsaturated soil in a wide range of hydraulic and mechanical boundary conditions. The instrumentation of the testing facilities designed to measure pore water pressures, water fluxes, top displacements, and in-plane displacement fields are detailed. Special attention is devoted to boundary conditions: effects of friction and cohesion at the interface between soil and model on the experimental results and ways to limit their effects are presented. Furthermore, the image processing techniques used to measure in-plane displacements are reviewed. A simple and accurate method based on white light speckle autocorrelation and a marked membrane is proposed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDigital camera.
=650  \0$aDisplacement measurement.
=650  \0$aExperimental setup.
=650  \0$aImage processing.
=650  \0$aImagery.
=650  \0$aInterfacial effects.
=650  \0$aUnsaturated soil.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aImage processing.
=650  24$aDisplacement measurement.
=650  24$aUnsaturated soil.
=650  24$aDigital camera.
=650  24$aImagery.
=650  24$aExperimental setup.
=650  24$aInterfacial effects.
=700  1\$aKlubertanz, G.,$eauthor.
=700  1\$aVulliet, L.,$eauthor.
=700  1\$aLaloui, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11099J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11104J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11104J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aPedersen, RC.,$eauthor.
=245  10$aShear and Interface Strength of Clay at Very Low Effective Stress /$cRC. Pedersen, RE. Olson, AF. Rauch.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b53
=520  3\$aThin-specimen direct shear (TSDS) tests were conducted to measure the shearing strength of kaolinite, and interface strengths between kaolinite and acrylic plastic and anodized aluminum, at normal effective stresses from 1 to 2400 Pa (0.02 to 50 lb/ft2). At the lowest effective normal stresses, curved strength envelopes fitted through the data exhibited no cohesion and high secant friction angles. Accurate information on the behavior of soil in this low-pressure range is needed to properly interpret the behavior of prototype foundations in laboratory-scale model tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear.
=650  \0$aInterface friction.
=650  \0$aLow stress.
=650  \0$aShear strength.
=650  \0$aTilt-table.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aShear strength.
=650  24$aLow stress.
=650  24$aInterface friction.
=650  24$aDirect shear.
=650  24$aTilt-table.
=700  1\$aOlson, RE.,$eauthor.
=700  1\$aRauch, AF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11104J.htm

=LDR  03130nab a2200505 i 4500
=001  GTJ11103J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11103J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11103J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aLiang, RY.,$eauthor.
=245  10$aNew Wave Equation Technique for High Strain Impact Testing of Driven Piles /$cRY. Liang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe real time records of force and velocity measured at the pile head during each hammer impact constitute the so-called high strain test (HST) data in the modern wave equation technology in connection with pile-driving activities. Currently, the Case method and the CAPWAP match procedure represent the state-of-art in interpreting HST data to obtain useful information, such as bearing capacity of a pile, soil-pile interaction model parameters, and the hammer performance, etc. A new HST data interpretation procedure based on wave equation theories is developed in this paper. For the case where only toe resistance exists, the new method utilizes both force and velocity records to analytically compute the corresponding dynamic soil resistance at the toe of an impact-driven pile. An inverse optimization scheme is developed to use these analytically computed quantities to determine the pertinent soil-pile interaction model parameters. Examples are given to illustrate the use of the new method to determine the pertinent Smith model constants commonly used in modeling the dynamic soil-pile interactions. The developed algorithm is also successfully extended to the case in which both shaft and toe resistances are involved during pile driving.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aForce.
=650  \0$aNew wave equations.
=650  \0$aReal time.
=650  \0$aVelocity.
=650  \0$aCompilers (Computer programs)
=650  \0$aProgramming languages (Electronic computers)
=650  14$aForce.
=650  24$aVelocity.
=650  24$aReal time.
=650  24$aNew wave equations.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11103J.htm

=LDR  02943nab a2200565 i 4500
=001  GTJ11105J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11105J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11105J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aMoriwaki, T.,$eauthor.
=245  10$aMethod for Determining the Coefficient of Permeability of Clays /$cT. Moriwaki, K. Umehara.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA new method for directly determining the coefficient of permeability of clays from the constant rate of strain consolidation tests was proposed by Yoshikuni et al. (1995). In order to confirm the reliability of this method, the constant rate of strain consolidation tests under three kinds of strain rates were carried out on four kinds of clays in this study. The permeability tests using a flow pump and the conventional consolidation tests were also carried out on the same clays for comparing the coefficient of permeability obtained from each test. As the results, it was found that the coefficient of permeability obtained by the proposed method from the constant rate of strain consolidation tests agreed with the coefficient of permeability obtained from the permeability tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficient of permeability.
=650  \0$aCompressibility of clay.
=650  \0$aConventional consolidation test.
=650  \0$aPermeability test.
=650  \0$aSaturated clay.
=650  \0$aclay.
=650  \0$asaturated clays.
=650  \0$aNanostructured materials.
=650  14$aCoefficient of permeability.
=650  24$aCompressibility of clay.
=650  24$aConstant rate of strain consolidation test.
=650  24$aPermeability test.
=650  24$aConventional consolidation test.
=650  24$aSaturated clay.
=700  1\$aUmehara, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11105J.htm

=LDR  03005nab a2200541 i 4500
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=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11102J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11102J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aRahardjo, H.,$eauthor.
=245  10$aKo-Volume Change Characteristics of an Unsaturated Soil with Respect to Various Loading Paths /$cH. Rahardjo, DG. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThe volume change behavior of an unsaturated soil is a function of the stress state variables; namely, net normal stress and matric suction. The total and water volume changes during drained and constant water content loadings are investigated, and their behavior is described with respect to changes in the stress state variables. Volume changes are also presented in terms of void ratio and water content changes. The differing characteristics of volume change during drained and constant water content loadings are reflected clearly through the void ratio and water content changes. The significance of the highest, past matric suction is shown to be similar to the preconsolidation pressure influence on a saturated soil. The laboratory test results show that the water coefficient of volume change changes significantly from the reloading curve to the virgin compression curve. The effect of preconsolidating the soil was also shown to influence significantly the measured soil-water characteristic curve.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aMatric suction.
=650  \0$aUnsaturated soil.
=650  \0$aVolume change.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aVolume change.
=650  24$aUnsaturated soil.
=650  24$aMatric suction.
=650  24$aConsolidation.
=650  24$aKo-loading.
=700  1\$aFredlund, DG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11102J.htm

=LDR  03436nab a2200565 i 4500
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=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11109J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11109J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aRobinson, RG.,$eauthor.
=245  12$aA Comparative Study of Suction-Induced Seepage Consolidation Versus Centrifuge Consolidation /$cRG. Robinson, TS. Tan, FH. Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe time required for the preparation of a normally consolidated clay sample, by self-weight consolidation in the centrifuge, is often very long and the process may take up to several days. To save centrifuge time, a hydraulic consolidation method of preparation of normally consolidated clay beds, using seepage forces, is often used prior to final consolidation in the centrifuge. At present, the required hydraulic gradient is usually generated by high-pressure water at the top of the clay bed. This method tends to cause hydraulic fracturing at comers when rectangular containers are used. A simple method of using vacuum suction to induce seepage forces to clay samples is proposed and discussed in this paper. Experience with this method shows practically no incidence of hydraulic fracturing. Comparison of the variation of water content and shear strength with depth of samples prepared by the present method and those prepared exclusively by self-weight consolidation in the centrifuge lends support to the validity and effectiveness of the proposed method. The method can be used to prepare clay samples for prototype depth less than about 17 m. A procedure for estimating the final height, water content, and shear strength profiles of the soil model prepared is also presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotechnical centrifuge.
=650  \0$aHydraulic consolidation.
=650  \0$aNormally consolidated clays.
=650  \0$aSeepage.
=650  \0$aShear strength.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aGeotechnical centrifuge.
=650  24$aNormally consolidated clays.
=650  24$aShear strength.
=650  24$aSeepage.
=650  24$aHydraulic consolidation.
=700  1\$aTan, TS.,$eauthor.
=700  1\$aLee, FH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11109J.htm

=LDR  03491nab a2200589 i 4500
=001  GTJ11126J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11126J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11126J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHE357.Z6O53
=082  04$a388.1/09713 s$223
=100  1\$aZhang, M.,$eauthor.
=245  10$aEvaluation and Application of the Transient-Pulse Technique for Determining the Hydraulic Properties of Low-Permeability Rocks-Part 1 :$bTheoretical Evaluation /$cM. Zhang, M. Takahashi, RH. Morin, T. Esaki.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThe transient-pulse technique is a well-established laboratory method for determining the permeability of hydraulically tight rocks. Although graphical solutions to this test make it possible to evaluate both the permeability and the specific storage of a rock specimen, the attendant procedures are relatively complicated. Often, the expression introduced by Brace et al. (1968) is typically used to interpret the experimental results and arrive at a value for permeability only. In Part 1 of this study, the general solution for the transient-pulse test is extended to consider quantitatively the transient distributions of hydraulic head and hydraulic gradient within the specimen and to examine the validity of using the solution presented by Brace et al. (1968) under these conditions. Based on a series of parametric studies, some theoretical and practical considerations related to the design of a transient-pulse test are also provided. In Part 2, a relatively convenient and general approach to calculating the specific storage of a specimen from a transient-pulse test is presented and its efficiency is demonstrated through the application of this approach to experimental investigations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHydraulic gradient.
=650  \0$aLow permeability.
=650  \0$aSpecific storage.
=650  \0$aTheoretical evaluation.
=650  \0$aTransient pulse.
=650  \0$apermeability test.
=650  \0$aSoil permeability.
=650  \0$aSoil consolidation test.
=650  14$aTransient pulse.
=650  24$aPermeability test.
=650  24$aLow permeability.
=650  24$aSpecific storage.
=650  24$aHydraulic gradient.
=650  24$aTheoretical evaluation.
=700  1\$aTakahashi, M.,$eauthor.
=700  1\$aMorin, RH.,$eauthor.
=700  1\$aEsaki, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11126J.htm

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=001  GTJ11123J
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11123J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11123J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.1509789$223
=100  1\$aMcVay, MC.,$eauthor.
=245  10$aLoad and Resistance Factor Design (LRFD) for Driven Piles Using Dynamic Methods-A Florida Perspective /$cMC. McVay, B. Birgisson, L. Zhang, A. Perez, S. Putcha.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThe parameters for load and resistance factor design (LRFD) of driven piles using dynamic methods are presented based on a database of 218 pile cases in Florida. Eight dynamic methods were studied: ENR, modified ENR, FDOT, and Gates driving formulas, Case Analysis with Wave Analysis Program (CAPWAP), Case Method for Pile Driving Analyzer (PDA), Paikowsky's energy method, and Sakai's energy method. It was demonstrated that the modern methods based on wave mechanics, such as CAPWAP, PDA, and Paikowsky's energy methods, are roughly twice as cost effective to reach the target reliability indices of 2.0 to 2.5 (failure probability = 0.62 to 2.5%) as the ENR and modified ENR driving formulas. The Gates formula, when used separately on piles with Davisson capacities smaller or larger than 1779 kN, has an accuracy comparable to the modern methods. The utilizable measured Davisson capacity, defined as ?/? (ratio of resistance/mean capacity) obtained from testing at beginning of redrive (BOR), is only slightly larger than the end of drive (EOD) values. Furthermore, past practice with driving formulas reveals the existence of a large redundancy in pile groups against failure. The latter suggests the use of a lower relatively reliability target index, ?T = 2.0 (pf = 2.5%) for single pile design. Also, the utilizable measured Davisson capacity, ?/?, for all the dynamic methods studied, is quite similar to published values (Lai et al. 1995; Sidi 1985) for static estimates from in situ tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLoad and resistance factor design.
=650  \0$aPile foundation.
=650  \0$aReliability.
=650  \0$aPile driving.
=650  \0$aGranular soils.
=650  \0$aFoundation soils.
=650  14$aPile foundation.
=650  24$aPile driving.
=650  24$aReliability.
=650  24$aLoad and resistance factor design.
=700  1\$aBirgisson, B.,$eauthor.
=700  1\$aZhang, L.,$eauthor.
=700  1\$aPerez, A.,$eauthor.
=700  1\$aPutcha, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11123J.htm

=LDR  03467nab a2200601 i 4500
=001  GTJ11119J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11119J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11119J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA703.5
=082  04$a624.1/5$223
=100  1\$aSiddiqui, SI.,$eauthor.
=245  10$aTime Domain Reflectometry Development for Use in Geotechnical Engineering /$cSI. Siddiqui, VP. Drnevich, RJ. Deschamps.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aThis study extends the use of time domain reflectometry (TDR) in geotechnical engineering, a technique originally developed to locate faults in transmission lines. Different elements of the TDR technique are developed, including design of TDR probes, probe installation/test methodology, and relationships between TDR measured dielectric constant and water content of soil. A coaxial probe is developed that is used for measuring the dielectric constant of soil prepared in a cylindrical cell or compaction mold. A multiple-rod field probe is developed that modifies previously developed multiple-rod probes and extends their capability for measuring the in-place dielectric constant of soil. An analytical solution is developed to determine the sampling volume and spatial bias of the TDR measurement. The solution is extended to study the effect of soil disturbance and presence of air gaps due to probe insertion. Experimental results validate the solutions. New relationships are proposed between dielectric constant and water content to eliminate some of the limitations of the existing calibration relationships. Several possible applications of the developed probes, test methodology, and calibration equations for measuring water content and density of soil are illustrated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity.
=650  \0$aDielectric constant.
=650  \0$aField sampling.
=650  \0$aProbe.
=650  \0$aTime domain reflectometry.
=650  \0$aWater content.
=650  \0$aGeotechnical.
=650  \0$aGeotechnical engineering.
=650  \0$acompaction test.
=650  14$aTime domain reflectometry.
=650  24$aDielectric constant.
=650  24$aProbe.
=650  24$aWater content.
=650  24$aDensity.
=650  24$aCompaction test.
=650  24$aField sampling.
=700  1\$aDrnevich, VP.,$eauthor.
=700  1\$aDeschamps, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11119J.htm

=LDR  03056nab a2200589 i 4500
=001  GTJ11124J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11124J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11124J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.3
=082  04$a631.4/3$223
=100  1\$aRassam, DW.,$eauthor.
=245  12$aA Dynamic Method for Determining the Soil Water Characteristic Curve for Coarse-Grained Soils /$cDW. Rassam, DJ. Williams.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe air-entry suction is an extremely important parameter in the water characteristic curve, but is difficult to identify when using conventional static methods such as the pressure plate apparatus. In the dynamic method described herein, instantaneous measurement of matric suction and water content are acquired from a soil specimen undergoing a slow drying cycle with the aid of a tensiometer and a soil moisture probe, respectively. The method offers a quick and reliable way of quantifying the drying soil-water characteristic curve (SWCC) for matric suctions of up to 80 kPa. The large number of data points acquired make it easy to obtain an accurate estimate of the air-entry suction. It is particularly effective for soils ranging from medium sands to sandy silts where a nearly continuous SWCC is provided.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir-entry suction (AES)
=650  \0$aMatric suction.
=650  \0$aSoil-moisture probe.
=650  \0$aSoil-water characteristic curve (SWCC)
=650  \0$aTensiometer.
=650  \0$aVolumetric water content.
=650  \0$asoil-moisture.
=650  \0$aSoils$xEnvironmental aspects.
=650  \0$aunsaturated soils.
=650  14$aAir-entry suction (AES)
=650  24$aMatric suction.
=650  24$aSoil-water characteristic curve (SWCC)
=650  24$aSoil-moisture probe.
=650  24$aTensiometer.
=650  24$aUnsaturated soils.
=650  24$aVolumetric water content.
=700  1\$aWilliams, DJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11124J.htm

=LDR  03762nab a2200637 i 4500
=001  GTJ11127J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11127J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11127J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHE357.Z6O53
=082  04$a388.1/09713 s$223
=100  1\$aZhang, M.,$eauthor.
=245  10$aEvaluation and Application of the Transient-Pulse Technique for Determining the Hydraulic Properties of Low-Permeability Rocks-Part 2 :$bExperimental Application /$cM. Zhang, M. Takahashi, RH. Morin, T. Esaki.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aIn Part 1 of this study, the general solution to the transient-pulse test (Hsieh et al. 1981) was extended to evaluate quantitatively the transient variations in hydraulic head and the corresponding distributions of hydraulic gradient within a test specimen. In addition, the conditions and the validity of using the expression proposed by Brace et al. (1968) to compute the low permeability of a rock specimen from a transient-pulse test were examined. Some theoretical considerations related to the optimal design of a transient-pulse test were also discussed. Part 2 presents a relatively general and convenient approach for determining not only the hydraulic conductivity and specific storage of a specimen directly from a transient-pulse test, but also the compressive storage of the fluid reservoirs. The accuracy and efficiency of this method are demonstrated through (1) the comparison of the compressibility of the fluid-reservoir (permeating) system back-calculated from the transient-pulse tests with the value obtained from calibration tests, and (2) its application to a series of experimental studies designed to investigate the effects of confining pressure on the hydraulic properties of Shirahama sandstone and Inada granite, two rock types available widely in Japan.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility of fluid reservoir.
=650  \0$aHydraulic conductivity.
=650  \0$aInada granite.
=650  \0$aParameter identification.
=650  \0$aShirahama sandstone.
=650  \0$aSpecific storage.
=650  \0$aTransient-pulse.
=650  \0$apermeability test.
=650  \0$aSoil permeability.
=650  \0$aSoil consolidation test.
=650  14$aTransient-pulse.
=650  24$aPermeability test.
=650  24$aHydraulic conductivity.
=650  24$aSpecific storage.
=650  24$aCompressibility of fluid reservoir.
=650  24$aParameter identification.
=650  24$aShirahama sandstone.
=650  24$aInada granite.
=700  1\$aTakahashi, M.,$eauthor.
=700  1\$aMorin, RH.,$eauthor.
=700  1\$aEsaki, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11127J.htm

=LDR  02711nab a2200649 i 4500
=001  GTJ11125J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11125J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11125J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aKouassi, P.,$eauthor.
=245  12$aA New Technique of Kneading Compaction in the Laboratory /$cP. Kouassi, D. Breysse, H. Girard, D. Poulain.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe mechanical behavior of unsaturated compacted soil affects the security of embankments. The aim of compaction methods in the laboratory is to reproduce the compaction effect induced by on-site equipment. This paper summarizes all the results obtained on kneading compaction in order to define a compaction procedure that simulates the action of compacting machines in the field.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction methods.
=650  \0$aField compaction.
=650  \0$aFine soils.
=650  \0$aInitial tangent modulus.
=650  \0$aKneading.
=650  \0$aLaboratory tests.
=650  \0$aShear strength.
=650  \0$aUnsaturated soils.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aCompaction methods.
=650  24$aKneading.
=650  24$aFine soils.
=650  24$aUnsaturated soils.
=650  24$aLaboratory tests.
=650  24$aField compaction.
=650  24$aInitial tangent modulus.
=650  24$aShear strength.
=700  1\$aBreysse, D.,$eauthor.
=700  1\$aGirard, H.,$eauthor.
=700  1\$aPoulain, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11125J.htm

=LDR  03083nab a2200577 i 4500
=001  GTJ11122J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11122J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11122J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE153
=082  04$a625.7/33$223
=100  1\$aKrishnaswamy, NR.,$eauthor.
=245  10$aModel Studies on Geocell Supported Embankments Constructed Over a Soft Clay Foundation /$cNR. Krishnaswamy, K. Rajagopal, G. Madhavi Latha.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThis paper describes the results of laboratory model tests on geocell-supported earth embankments constructed over a soft clay foundation. The soft clay foundation was prepared in a large test tank to a depth of 600 mm. A single geocell layer was formed on this clay foundation with different thicknesses, and embankments were constructed above this layer. Four different types of geogrids were used for the formation of the geocell layer. The embankments were subjected to uniform surcharge pressure on the crest until failure. The vertical and horizontal deformations and the strains developed within the geocell layer were measured during the test. The influence of various parameters such as tensile stiffness of geogrids used to fabricate the geocell material, height, and pocket-size of the geocell layer, length of the geocell layer, and type of fill material inside the geocell on the behavior of the embankments was investigated through a series of laboratory tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEmbankments.
=650  \0$aGeocell.
=650  \0$aGeosynthetics.
=650  \0$aModel tests.
=650  \0$aSoft clay.
=650  \0$asoft clays.
=650  \0$asoil reinforcement.
=650  \0$aGround settlement.
=650  14$aEmbankments.
=650  24$aSoil reinforcement.
=650  24$aGeocell.
=650  24$aGeosynthetics.
=650  24$aSoft clay.
=650  24$aModel tests.
=700  1\$aRajagopal, K.,$eauthor.
=700  1\$aMadhavi Latha, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11122J.htm

=LDR  03427nab a2200529 i 4500
=001  GTJ11128J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11128J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11128J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH541.5.R3
=082  04$a550$223
=100  1\$aEl Naggar, MH.,$eauthor.
=245  10$aCyclic Response of Axially Loaded Tapered Piles /$cMH. El Naggar, JQ. Wei.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aTapered piles have a substantial advantage over straight-sided wall piles with regard to their load-carrying capacity in the downward frictional mode; however, their behavior under cyclic axial loading has not been investigated. In this study, the characteristics of the cyclic response of tapered piles were established from experimental investigation. A large laboratory facility for testing model piles was developed. In this facility, the soil was contained in a steel chamber and pressurized using an air bladder to model the confining pressure. Three instrumented steel model piles with different degrees of taper were installed in loose sand and subjected to two-way cyclic axial load tests. The results of this study indicated that the pile stiffness under cyclic loading increased with an increase in the confining pressure for all piles examined in this study. Moreover, the pile stiffness increased through cyclic loading due to the densification of the sand surrounding the pile. The amplitude of the cyclic load had a significant effect on the performance of the piles. As a result, it is recommended that the amplitude of the cyclic load be limited to 25% of the static axial capacity and 75% of the static uplift capacity to ensure satisfactory performance of tapered piles. This requirement is readily satisfied in the design of most piles. In this case, the performance of tapered piles under cyclic axial load was found to be superior to that of straight-sided wall piles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxial response.
=650  \0$aCyclic load.
=650  \0$aTapered piles.
=650  \0$asoil degradation.
=650  \0$aexperimental modeling.
=650  \0$aDesertification.
=650  14$aTapered piles.
=650  24$aCyclic load.
=650  24$aAxial response.
=650  24$aExperimental modeling.
=650  24$aSoil degradation.
=700  1\$aWei, JQ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11128J.htm

=LDR  02508nab a2200469 i 4500
=001  GTJ11118J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11118J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11118J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA705
=082  04$a624.151$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aShrinkage Limit of Soil Mixtures /$cA. Sridharan, K. Prakash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aShrinkage limit, one of the Atterberg limits, is widely linked with many plasticity-based soil behaviors. However, in a great majority of these cases, such correlations have been found to exhibit poor performance. Recently, it has been brought out that the shrinkage limit of a natural soil does not depend upon plasticity characteristics, and it is primarily governed by the relative grain size distribution of the soil. The present study confirms this mechanism with the results obtained using clay-clay, clay-non-cohesive soil, and non-cohesive soil mix systems. The present study gains importance from the point of view of criteria with respect to the design of back fill materials to be used in various applications, such as nuclear waste disposal projects.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShrinkage limit.
=650  \0$asoil mixtures.
=650  \0$aSoil mechanics.
=650  \0$aMixtures.
=650  14$aShrinkage limit.
=650  24$aSoil mixtures.
=700  1\$aPrakash, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11118J.htm

=LDR  02520nab a2200577 i 4500
=001  GTJ11130J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11130J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11130J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a530.4$223
=100  1\$aPaikowsky, SG.,$eauthor.
=245  10$aParticle Motion Tracking Utilizing a High-Resolution Digital CCD Camera /$cSG. Paikowsky, F. Xi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aDigital imaging acquisition and processing is applied for the tracking of a two-dimensional assembly of disks. The disks are used to assemble models for studying granular material behavior for which the kinematics of the individual particles, and hence the disks' trajectory during motion, are of cardinal importance. Large particle size is dictated by photoelastic interparticle interaction analysis. Therefore, a sufficiently large representative number of particles results in a large physical model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGranular material.
=650  \0$aInterface.
=650  \0$aParticle.
=650  \0$aShear.
=650  \0$aTracking.
=650  \0$aGranular materials.
=650  \0$aimage processing.
=650  \0$amixture.
=650  14$aImage processing.
=650  24$aGranular material.
=650  24$aParticle.
=650  24$aInterface.
=650  24$aShear.
=650  24$aTracking.
=650  24$aCCD.
=700  1\$aXi, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11130J.htm

=LDR  02987nab a2200565 i 4500
=001  GTJ11121J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11121J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11121J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD899.M5
=082  04$a622/.49$223
=100  1\$aShelp Lin, M.,$eauthor.
=245  10$aOxygen Diffusion Coefficient of Soils at High Degrees of Saturation /$cM. Shelp Lin, EK. Yanful.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe oxygen diffusion coefficient is an essential parameter for design of soil covers over mine waste. This study presents a method for measuring the oxygen diffusion coefficient of soils at high degrees of saturation. The method eliminates measurement errors caused by soil microbial activity, high humidity, and stagnant air in laboratory diffusion cells. Results show that microbial activity is an important factor that causes errors in O2 measurements. Sterilization of soil, utilization of a silica gel-membrane system with oxygen sensors, and minimal stirring in the cell headspace greatly reduce the variability in O2 diffusion coefficient measurements. The variations in estimated O2 diffusion coefficients for the same soil at the same degree of saturation were ±31% about the mean for clayey soil samples and ±10% about the mean for silty soil samples.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutoclaving.
=650  \0$aGalvanic oxygen electrode.
=650  \0$aMicrobial O2 consumption.
=650  \0$aMoisture effect.
=650  \0$aOxygen diffusion coefficient.
=650  \0$aacid rock drainage.
=650  \0$aAcid mine drainage.
=650  \0$aRock drainage.
=650  14$aAcid rock drainage.
=650  24$aOxygen diffusion coefficient.
=650  24$aGalvanic oxygen electrode.
=650  24$aMoisture effect.
=650  24$aMicrobial O2 consumption.
=650  24$aAutoclaving.
=700  1\$aYanful, EK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11121J.htm

=LDR  03161nab a2200517 i 4500
=001  GTJ11129J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11129J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11129J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE571
=082  04$a551.3$223
=100  1\$aReddi, LN.,$eauthor.
=245  10$aComparison of Internal and Surface Erosion Using Flow Pump Tests on a Sand-Kaolinite Mixture /$cLN. Reddi, I-M Lee, MVS Bonala.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe purpose of this paper is to assess the difference between surface and internal erosion processes using results from flow pump tests. Samples of 70% Ottawa sand + 30% kaolinite mixture were used with distilled water and NaCl solutions as permeants. Two kinds of tests were conducted, a surface erosion test where the permeant was pumped through a cylindrical hole of 7-mm diameter and an internal erosion test where the permeant was pumped through intact compacted samples in compaction permeameters. A simple capillary tube model was used to estimate the critical shear stresses needed to cause erosion in surface erosion experiments. It was found that although surface erosion critical shear stresses were exceeded in the intact soil samples, particle clogging in the pores and redeposition of eroded particles prevented mobilization of particles into the effluent stream. Erosion rates estimated using surface erosion parameters were significantly greater than those observed in internal erosion experiments. The results suggest that the fate of eroded particles, including particle redeposition and pore clogging, may govern the internal erosion process far more than the surface erodibility of the soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlow pump tests.
=650  \0$aSand-kaolinite.
=650  \0$aSurface erosion.
=650  \0$asurface erosions.
=650  \0$aErosion.
=650  \0$aSurface of the Earth.
=650  14$aSand-kaolinite.
=650  24$aSurface erosion.
=650  24$aFlow pump tests.
=700  1\$aLee, I-M,$eauthor.
=700  1\$aBonala, MVS,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11129J.htm

=LDR  02753nab a2200505 i 4500
=001  GTJ11120J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11120J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11120J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE538.5
=082  04$a551.22$223
=100  1\$aChien, L-K,$eauthor.
=245  10$aLaboratory and Field Shear Wave Measurement at a Reclaimed Site in West Taiwan /$cL-K Chien, Y-N Oh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aLand reclamation using hydraulic sand fills is a method adopted widely in West Taiwan. In this paper, the influence of fines content, void ratio, and effective confining pressure on the measurement of shear wave velocity of reclaimed soil obtained from the reclaimed soil in the Yun-Lin area of West Taiwan is discussed. A "critical s-wave void ratio" (ef.c.) is defined. As shown in the results, for critical s-wave void ratio (ef.c.) with 10% of fines content, there exists a maximum shear wave velocity. As the fines content exceeds 10%, the shear wave velocity decreases. Based on the laboratory and in-situ test, a modification factor (M) is defined. From the results, the modifications factor (M) increases as the soil depth increases. The results presented can be a reference for soil property evaluation in land reclamation and coastal area.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFines content.
=650  \0$aModification factor.
=650  \0$ashear waves.
=650  \0$ashear wave velocity.
=650  \0$areclaimed soils.
=650  14$aReclaimed soils.
=650  24$aShear wave velocity.
=650  24$aFines content.
=650  24$aModification factor.
=700  1\$aOh, Y-N,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11120J.htm

=LDR  03578nab a2200661 i 4500
=001  GTJ10445J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10445J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10445J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.C6
=082  04$a551.3/54$223
=100  1\$aVallee, RP.,$eauthor.
=245  10$aSampling and In-Situ Density of a Saturated Gravel Deposit /$cRP. Vallee, RS. Skryness.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aAttempts to sample a saturated gravel deposit beneath a proposed nuclear power plant with standard drilling methods and sampling techniques were unsuccessful. To provide the necessary information on in-situ stratigraphy and density, an alternate exploratory method and sampling technique was designed. In this method, a 107-cm (42-in.) uncased shaft was drilled to a depth of 14.3 m (47 ft) after freezing the soil around the shaft location. The soil stratigraphy, composition, and structure in the uncased shaft were then exposed in great detail for mapping and photographing. Two frozen undisturbed samples were cut from the walls of the shaft in loose gravel layer and the in-situ density was determined using a fluid displacement technique. Maximum and minimum densities were obtained for the thawed soil for calculation of in-situ relative density. Standard Penetration Test (ASTM D 1586, Penetration Test and Split-Barrel Sampling of Soils) results successfully indicated the approximate location and thickness of the loose layer despite the sampling difficulties and high gravel content. Judging from inch-by-inch blow count data, the high gravel content increased the penetration resistance values (through the spoon pushing a large gravel piece) in only a small number of samples.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity.
=650  \0$aDrilled shaft.
=650  \0$aGround freezing.
=650  \0$aMapping.
=650  \0$aPenetration tests.
=650  \0$aSoil physical properties.
=650  \0$aSoil samplers.
=650  \0$aStratigraphy.
=650  \0$aUndisturbed sampling.
=650  \0$agravel.
=650  \0$aAlluvium.
=650  \0$aSaturated Gravel Deposit.
=650  14$aSoil physical properties.
=650  24$aSoil samplers.
=650  24$aDensity.
=650  24$aPenetration tests.
=650  24$aGravel.
=650  24$aGround freezing.
=650  24$aMapping.
=650  24$aStratigraphy.
=650  24$aDrilled shaft.
=650  24$aUndisturbed sampling.
=700  1\$aSkryness, RS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10445J.htm

=LDR  03054nab a2200589 i 4500
=001  GTJ10447J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10447J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10447J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aKaufman, LP.,$eauthor.
=245  10$aSuggested Method for the Calibration of Vibrating Tables for Maximum Index Density Testing /$cLP. Kaufman, EA. Strickland, AA. Benavidez.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThe amplitude of vibration of the vibrating table used in the ASTM Test for Relative Density of Cohesionless Soils (D 2049-69) has a significant effect on the value of the maximum index dry density obtained for a particular soil specimen. The table vibration must be calibrated to help ensure conformance with a standard test method. A method for this calibration is given and the required apparatus is described. The results of a sample calibration of an electromagnetic vibrating table are shown both for the maximum amplitude setting of the vibrator power control and for various percentages of maximum power. For a linear decrease in amplitude power control setting, there is a nonlinear decrease in the vibration amplitude of the table. Also shown is a method by which the vibrating table can be checked for the presence of rocking motion in the vibration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aMaximum dry density.
=650  \0$aMaximum index density.
=650  \0$aRelative density.
=650  \0$aVibratory compaction.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$acohesionless soils.
=650  14$aSoil tests.
=650  24$aCohesionless soils.
=650  24$aRelative density.
=650  24$aMaximum dry density.
=650  24$aMaximum index density.
=650  24$aVibratory compaction.
=650  24$aCalibrations.
=700  1\$aStrickland, EA.,$eauthor.
=700  1\$aBenavidez, AA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10447J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10448J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10448J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aChaney, RC.,$eauthor.
=245  10$aSuggested Test Method for Determination of Degree of Saturation of Soil Samples by B Value Measurement /$cRC. Chaney, E. Stevens, N. Sheth.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThree methods are proposed for using Skempton's B parameter for determining levels of soil saturation. In the first method, achievement of a specified B value is required before consolidation of the test specimen. In the second, achievement of a specified B value is required after consolidation of the test specimen. In the third method, the B value remains constant when plotted against increasing back pressure. The detrimental effect of performing a B value test on a partially saturated specimen is discussed, along with methods for increasing specimen saturation by flushing with carbon dioxide gas and increasing back pressure. Data are also presented on recommended B criteria as a function of soil type and saturation level, along with typical times required to flush samples.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory tests.
=650  \0$aPore pressures.
=650  \0$aSaturation.
=650  \0$aTriaxial tests.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$aSoil Samples.
=650  14$aSoil tests.
=650  24$aSaturation.
=650  24$aPore pressures.
=650  24$aTriaxial tests.
=650  24$aLaboratory tests.
=700  1\$aStevens, E.,$eauthor.
=700  1\$aSheth, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10448J.htm

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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10449J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10449J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aMurthy, MK.,$eauthor.
=245  12$aA Laboratory Method for Preparation of a Layered Soil System /$cMK. Murthy, TS. Nagaraj, A. Sridharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aMost previous laboratory methods for preparation of soil specimens have been intended for homogeneous clays. Here, preparation of a layered soil with alternate layers of fine sand and kaolin is described; the method used closely simulates field conditions. Procedures for sedimentation of layers and techniques for taking vertical, horizontal, and inclined samples are presented. Test results for different samples were found to be reproducible.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aLayered systems.
=650  \0$aSedimentation.
=650  \0$aSoil investigations.
=650  \0$aSoil samplers.
=650  \0$aVarved clays.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aSoil System.
=650  14$aSoil investigations.
=650  24$aSoil samplers.
=650  24$aLayered systems.
=650  24$aSedimentation.
=650  24$aVarved clays.
=650  24$aConsolidation.
=700  1\$aNagaraj, TS.,$eauthor.
=700  1\$aSridharan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10449J.htm

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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10446J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10446J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aBriaud, J-L,$eauthor.
=245  12$aA Special Pressure Meter and Pressure Meter Test for Pavement Evaluation and Design /$cJ-L Briaud, DH. Shields.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA special pressure meter and pressure meter test procedure have been developed specifically for use in pavement engineering. The probe of the pavement pressure meter is short and monocellular; single tubing is used; and the control unit is simple and designed for performing strain controlled tests. The probe is inserted in a predrilled 35-mm (1.38-in.) diameter hole and tests are performed every 300 mm (11.8 in.) down to a depth of 2000 mm (78.7 in.). A test curve is obtained at each interval of depth and a recompression modulus is obtained from each test curve. The recompression modulus profile can be used empirically or theoretically for the design of new pavements, for the evaluation of existing pavements, and for the design of overlays. The pavement pressure meter gives a direct evaluation of the deformation characteristics of each of the pavement and subgrade layers (except the surface course) at reduced cost. The apparatus is portable, easy to transport, and relatively inexpensive; the test itself is relatively rapid.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aField tests.
=650  \0$aHighways.
=650  \0$aModulus of deformation.
=650  \0$aPavements.
=650  \0$aPressure-measuring instruments.
=650  \0$aRunways.
=650  \0$aSands.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$asoil mechanics.
=650  14$aSoil mechanics.
=650  24$aPressure-measuring instruments.
=650  24$aPavements.
=650  24$aField tests.
=650  24$aModulus of deformation.
=650  24$aClays.
=650  24$aSands.
=650  24$aHighways.
=650  24$aRunways.
=700  1\$aShields, DH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10446J.htm

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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10444J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10444J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aSingh, G.,$eauthor.
=245  12$aA Laboratory Method of Measuring In-Situ Density Distribution in Dry Sand /$cG. Singh, J. Ergatoudis, BS. Siah.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aPowerful numerical methods are widely available for the solution of most soil-structure interaction problems. Reported numerical models have been able to account for most of the complexities involved. In contrast, the techniques for obtaining realistic soil material properties for input data are few in number. To address this need, an indirect way of measuring the in-situ density of sand has been devised. The technique is based on the fact that changes in density cause changes in thermal conductivity of the sand. The details and construction of a thermal probe employing unsteady-state heat flow principles are described. The reliability of the technique developed has been found to be excellent for the sand used. Results obtained indicate that there is a direct relationship between the density and thermal conductivity values of the sand. Calibration charts and equations relating density and thermal conductivity of sand are presented. This technique is considered to be superior to existing methods for measuring in-situ density of sands. Possible applications of the technique are suggested.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aDensity tests.
=650  \0$aSands.
=650  \0$aThermal conductivity.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$asoil physical properties.
=650  14$aSoil physical properties.
=650  24$aDensity tests.
=650  24$aThermal conductivity.
=650  24$aSands.
=650  24$aCalibration.
=700  1\$aErgatoudis, J.,$eauthor.
=700  1\$aSiah, BS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10444J.htm

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=024  7\$a10.1520/GTJ10451J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10451J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aTownsend, FC.,$eauthor.
=245  10$aDiscussion of "Some Effects of Test Configuration on Measured Soil Properties Under Cyclic Loading" by Robert Pyke /$cFC. Townsend, PA. Gilbert.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aShear tests.
=650  \0$aSoil tests.
=650  \0$aTriaxial tests.
=650  \0$aShear (Mechanics)
=650  \0$aDeformations (Mechanics)
=650  14$aSoil tests.
=650  24$aTriaxial tests.
=650  24$aShear tests.
=650  24$aAnisotropy.
=700  1\$aGilbert, PA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10451J.htm

=LDR  02427nab a2200553 i 4500
=001  GTJ10450J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10450J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10450J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.1/1832$223
=100  1\$aMoore, PJ.,$eauthor.
=245  10$aDetermination of Permeability Anisotropy in a Two-Way Permeameter /$cPJ. Moore.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThis paper describes the use of a new item of laboratory equipment, a two-way permeameter for determination of the degree of permeability anisotropy of compacted or undisturbed samples of soil. The test is performed on a single sample of soil. The relevant theoretical solutions for seepage flow through the permeameter have been provided, based on exact solutions and manual sketching of flow nets.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aConstant-head permeameter.
=650  \0$aHydraulic conductivity.
=650  \0$aPermeability.
=650  \0$aSeepage.
=650  \0$aSoil tests.
=650  \0$amechanical testing.
=650  \0$aComposite materials$xMechanical properties.
=650  14$aSoil tests.
=650  24$aPermeability.
=650  24$aConstant-head permeameter.
=650  24$aSeepage.
=650  24$aHydraulic conductivity.
=650  24$aAnisotropy.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10450J.htm

=LDR  03562nab a2200637 i 4500
=001  GTJ10894J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10894J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10894J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aVidich, SD.,$eauthor.
=245  10$aLaboratory Modeling of Inclined-Loaded Shafts in Sand /$cSD. Vidich, FH. Kulhawy, CH. Trautmann.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aBaseline information is presented for preparing and conducting load tests on larger laboratory-scale models of shafts in sand under static and cyclic inclined loading. The shaft models were prefabricated and reusable, with a 52-mm-diameter and depth-to-diameter ratios of 3, 6, and 9. The procedures used for soil deposit preparation in a unique combined sand hopper and testing chamber are presented, along with the testing approaches for static and cyclic loading. Testing was done in uniform deposits of loose and medium dense normally consolidated sand and dense overconsolidated sand. Loads were applied to the shafts at seven load inclinations using a hydraulic actuator system controlled by a mini-computer. For the static tests, loads were applied at a constant displacement rate; for the cyclic tests, loading was force-controlled, and it was applied as a one-way sinusoidal waveform. Measurements of load, displacement, and rotation were taken automatically with transducers linked to a data acquisition system, and important issues in data interpretation are discussed. Typical test results show that: (a) cyclic loading results in slightly stiffer and stronger response than static loading for comparable initial soil conditions, and (b) the accumulated cyclic displacements can be quantified in a straightforward manner.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic.
=650  \0$aData acquisition.
=650  \0$aDrilled shafts.
=650  \0$aFoundations.
=650  \0$aInclined loading.
=650  \0$aInstrumentation.
=650  \0$aModel tests.
=650  \0$aSands.
=650  \0$aPlastic analysis (Engineering)
=650  \0$aSoil mechanics.
=650  \0$afoundation soils.
=650  14$aModel tests.
=650  24$aSands.
=650  24$aFoundations.
=650  24$aDrilled shafts.
=650  24$aInclined loading.
=650  24$aCyclic.
=650  24$aInstrumentation.
=650  24$aData acquisition.
=700  1\$aKulhawy, FH.,$eauthor.
=700  1\$aTrautmann, CH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10894J.htm

=LDR  02770nab a2200577 i 4500
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=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10898J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10898J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aZeng, X.,$eauthor.
=245  10$aApplication of Bender Elements in Measuring Gmax of Sand Under K0 Condition /$cX. Zeng, B. Ni.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA new application of bender elements to measure the small strain shear modulus of sand in multiple shear planes under anisotropic loading is developed. The tests were conducted in a specially designed oedometer with the side of the ring smoothed by a Teflon sheet. The soil used in the tests is clean angular pool filter sand. The effects of size of bender elements on the results of shear wave velocity measurement are discussed. Shear modulus in four different shear planes during a loading-unloading cycle is presented. The results of experiments are compared with the Hardin-Blanford equation on Gmax, which shows good agreement. The influence of side friction of the oedometer is investigated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aBender element.
=650  \0$aSand.
=650  \0$aShear modulus.
=650  \0$aShear wave velocity.
=650  \0$aStress history.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aAnisotropy.
=650  24$aBender element.
=650  24$aSand.
=650  24$aShear modulus.
=650  24$aShear wave velocity.
=650  24$aStress history.
=700  1\$aNi, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10898J.htm

=LDR  03162nab a2200589 i 4500
=001  GTJ10889J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10889J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10889J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.1509789$223
=100  1\$aJoer, HA.,$eauthor.
=245  10$aExperimental Modeling of the Shaft Capacity of Grouted Driven Piles /$cHA. Joer, MF. Randolph, U. Gunasena.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aPile foundations are widely used in compressible soils such as calcareous sediments. However, the friction capacity of driven piles in such soils tends to be very low, owing to severe reduction of the normal effective stresses at the pile-soil interface during installation of the pile, caused by densification of the soil. The shaft capacity may be increased by injection of grout along the pile-soil interface, referred to as "grouted driven pile" construction. A new apparatus for testing such a type of pile has been developed at the University of Western Australia. In this paper, the design of the apparatus and associated model piles are described, along with the grouting technique. Limitations of early versions of the apparatus and difficulties with grouting at small scale are discussed, and recommended solutions are presented. Results of tests performed on specimens of calcareous soils that were artificially cemented in order to reproduce typical in situ strengths are also presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcareous soils.
=650  \0$aCone resistance.
=650  \0$aGrouting.
=650  \0$aPile foundation.
=650  \0$aShaft capacity.
=650  \0$aUnconfined compressive strength.
=650  \0$aPile driving.
=650  \0$aGranular soils.
=650  \0$aFoundation soils.
=650  14$aPile foundation.
=650  24$aCalcareous soils.
=650  24$aGrouting.
=650  24$aShaft capacity.
=650  24$aCone resistance.
=650  24$aUnconfined compressive strength.
=700  1\$aRandolph, MF.,$eauthor.
=700  1\$aGunasena, U.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10889J.htm

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=024  7\$a10.1520/GTJ10890J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10890J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.1509789$223
=100  1\$aEl Naggar, MH.,$eauthor.
=245  10$aInterpretation of Lateral Statnamic Load Test Results /$cMH. El Naggar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe Statnamic device has been used to test piles in the lateral direction. This paper describes a dynamic analysis approach for the prediction of the static lateral behavior of piles using the results of the Statnamic lateral test. The objectives of this analysis are twofold: to simulate the pile head displacement-time history observed during the test using the measured load time history at the pile head and varying the soil parameters along the pile shaft until a satisfactory match is achieved and to predict the static lateral load-deflection curve of the pile using the soil parameters established through the matching process. The dynamic analysis was used to analyze some Statnamic lateral tests, and satisfactory agreement between the computed and measured displacement-time histories was achieved. The predictions of the proposed approach in the given case studies were in good agreement with the static lateral load test results. The results obtained thus far suggest that the Statnamic lateral test and the described model are successful in the prediction of the lateral load-deflection behavior of piles. Both the Statnamic lateral test and the one-dimensional analysis are simple, fast, and inexpensive, and the approach promises to be very useful in the prediction of the lateral load-deflection behavior of foundations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLateral response.
=650  \0$aLoad deflection curve.
=650  \0$aNonlinear analysis.
=650  \0$aPile dynamics.
=650  \0$aPile response.
=650  \0$aStatnamic test.
=650  \0$aPile driving.
=650  \0$aGranular soils.
=650  \0$aFoundation soils.
=650  14$aStatnamic test.
=650  24$aPile response.
=650  24$aLateral response.
=650  24$aNonlinear analysis.
=650  24$aLoad deflection curve.
=650  24$aPile dynamics.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10890J.htm

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=024  7\$a10.1520/GTJ10896J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10896J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC281.5.E9
=082  04$a536/.41$223
=100  1\$aMayne, PW.,$eauthor.
=245  10$aCommentary on Marchetti Flat Dilatometer Correlations in Soils /$cPW. Mayne, GK. Martin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b119
=520  3\$aSince its inception in 1975, the flat dilatometer has served as a simple and expedient indexing tool for site stratification and evaluation of soil properties, primarily in North America, Europe, and Southeast Asia. Although the original empirical correlations have proved useful in obtaining approximate parameters for geotechnical analysis and design, the initial statistical trends were based on data from only eleven natural soils, primarily in Italy. A number of comparative studies, modified relationships, and new correlations have since become available in foreign soils, and several of these are reviewed herein. The possibility of adopting generalized expressions for data reduction and the interpretation of soil properties is explored, particularly for evaluating the lateral stress coefficient (K0) in clays from the dilatometer index (KD).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlade.
=650  \0$aClays.
=650  \0$aCorrelations.
=650  \0$aDilatometer.
=650  \0$aEarth pressures.
=650  \0$aIn-situ tests.
=650  \0$aK0 condition.
=650  \0$aLateral stresses.
=650  \0$aPenetration.
=650  \0$aSands.
=650  \0$aSite characterization.
=650  \0$aSoil properties.
=650  \0$aFlat Dilatometer.
=650  \0$aSoils$xCreep.
=650  \0$adilatometers.
=650  14$aAt-rest condition.
=650  24$aBlade.
=650  24$aClays.
=650  24$aCorrelations.
=650  24$aDilatometer.
=650  24$aEarth pressures.
=650  24$aIn-situ tests.
=650  24$aK0 condition.
=650  24$aLateral stresses.
=650  24$aPenetration.
=650  24$aSands.
=650  24$aSite characterization.
=650  24$aSoil properties.
=700  1\$aMartin, GK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10896J.htm

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=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10893J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10893J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S5
=082  04$a552/.5$223
=100  1\$aSanti, PM.,$eauthor.
=245  10$aMethods for Predicting Shale Durability in the Field /$cPM. Santi, JD. Higgins.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aDurability of shales and other weak rock is an important parameter describing the material's susceptibility to breakdown upon exposure to water or during construction work. While laboratory methods have been developed to measure durability, no correlations between laboratory results and simple field tests have been determined.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField tests.
=650  \0$ashale.
=650  \0$adurability.
=650  \0$aslake.
=650  14$aShale.
=650  24$aDurability.
=650  24$aSlake.
=650  24$aField tests.
=700  1\$aHiggins, JD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10893J.htm

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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10900J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10900J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTT916
=082  04$a745.5$223
=100  1\$aTewatia, SK.,$eauthor.
=245  10$aT Chart to Evaluate Consolidation Test Results /$cSK. Tewatia, K. Venkatachalam, A. Sridharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aUsing Terzaghi's degree of consolidation, U, and the time factor, T, relationship, if MU1 and MU2 (MU1 ? MU2) are slopes of the U-?T curve at any two time factors TU1 and TU2, then it can be shown that a unique relationship exists between TU2/TU1, MU1/MU2, and TU1 (or TU2), and knowing any two of these, the third can be uniquely determined. A chart, called the T chart, has been plotted using these three variables for quickly determining T and U at any experimental time, t, to determine the coefficient of consolidation, cv, corrected zero settlement, ?0, and ultimate primary settlement, ?100. The chart can be used even in those cases where settlement and time, at the instant of load increment, are not known.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCoefficients.
=650  \0$aConsolidation.
=650  \0$aLaboratory test.
=650  \0$aRate of settlement.
=650  \0$aSlope.
=650  \0$aModeling.
=650  \0$aDough.
=650  \0$aHandicraft.
=650  14$aCoefficients.
=650  24$aClays.
=650  24$aConsolidation.
=650  24$aLaboratory test.
=650  24$aSlope.
=650  24$aRate of settlement.
=700  1\$aVenkatachalam, K.,$eauthor.
=700  1\$aSridharan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10900J.htm

=LDR  03181nab a2200577 i 4500
=001  GTJ10891J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10891J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10891J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTT916
=082  04$a745.5$223
=100  1\$aFam, M.,$eauthor.
=245  10$aEvaluation of Surface-Related Phenomena Using Sedimentation Tests /$cM. Fam, M. Dusseault.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aSedimentation tests are suggested to assess the sensitivity of clay-water systems to environmental changes. A simple framework based on a parallel structure assumption was developed to analyze data from sedimentation tests. The slope of the relationship between the final sediment volume and the ionic concentration, plotted on a log-log scale, is related to the specific surface Sa, the double layer thickness ?, and to the specific gravity Gs. A new parameter, ?, the reactivity coefficient, where ? = Sa · ? · Gs · ?w, is introduced to help identification of reactive clay-water systems. High values of ? identify systems that are sensitive to changes in pore fluid characteristics. An experimental procedure is suggested to acquire relevant sedimentation parameters. Data collected during sedimentation tests of kaolinite, bentonite, and disaggregated Pierre shale, Mancos shale, and Queenston shale are used to verify the model. Agreement between experimental data and the model suggests that this simple technique can be used to identify reactive shales in the field. Other applications arise in tailing pond modeling, drilling mud management, and clay liner reliability assessment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aDouble layer.
=650  \0$aPore fluid.
=650  \0$aReactivity.
=650  \0$aShale.
=650  \0$aSpecific surface.
=650  \0$aModeling.
=650  \0$aDough.
=650  \0$aHandicraft.
=650  14$aReactivity.
=650  24$aClay.
=650  24$aShale.
=650  24$aPore fluid.
=650  24$aDouble layer.
=650  24$aSpecific surface.
=700  1\$aDusseault, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10891J.htm

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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10892J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10892J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aAg, A.,$eauthor.
=245  10$aConsolidation and Permeability Behavior of High Porosity Baltic Seabed Sediments /$cA. Ag, AJ. Silva.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe consolidation and permeability (hydraulic conductivity) characteristics of the high-porosity surficial seabed sediments from a test site in the Eckernfo?rde Bay, Baltic Sea, were studied using a constant rate of strain (CRS) consolidation and hydraulic conductivity testing system employing flow pumps. These silty clay sediments are characterized by high void ratios, high organic content, and variable concentration of methane gas. Results from CRS consolidation tests show appreciable apparent overconsolidation of the sediments at the upper 200 cm with a gradual transition to normally consolidated states below 250 cm in depth. The highly compressible nature of the material is reflected in the large values of the compression index. The hydraulic conductivity of the box core samples ranges from 2.5 × 10-7 to 3.0 × 10-6 cm/s for void ratios ranging from 4.5 to 7.0 with a linear relationship between void ratio and log of hydraulic conductivity. The engineering behavior of these sediments is of practical significance in geoacoustic modeling of the seafloor for studies related to mine countermeasure programs.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcoustics.
=650  \0$aCompression index.
=650  \0$aConsolidation.
=650  \0$aEffective stress.
=650  \0$aHydraulic conductivity.
=650  \0$aOrganic content.
=650  \0$aPermeability.
=650  \0$aPore pressure.
=650  \0$aRemolded.
=650  \0$aVoid ratio.
=650  \0$apermeabilities.
=650  \0$aSoil mechanics.
=650  \0$aconductivity.
=650  14$aConsolidation.
=650  24$aPermeability.
=650  24$aHydraulic conductivity.
=650  24$aAcoustics.
=650  24$aEffective stress.
=650  24$aPore pressure.
=650  24$aVoid ratio.
=650  24$aOrganic content.
=650  24$aCompression index.
=650  24$aRemolded.
=700  1\$aSilva, AJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10892J.htm

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=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10899J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10899J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD181.S6
=082  04$a546/.683/2$223
=100  1\$aPersoff, P.,$eauthor.
=245  10$aEvaluation Tests for Colloidal Silica for Use in Grouting Applications /$cP. Persoff, GJ. Moridis, JA. Apps, K. Pruess.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aColloidal silica (CS) is a low-viscosity chemical grout that can be injected to form an impermeable barrier in the subsurface. Such a barrier was proposed to be placed under a disused unlined retention basin at the Savannah River site. Specifications for the CS grout were included in the bid package, including performance tests. The product must meet requirements of low viscosity, low permeability when gelled, and controllable gel time both in vitro and in situ. Bidders submitted samples for evaluation, and this paper describes the tests that were conducted and presents typical results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBarrier.
=650  \0$aGrout.
=650  \0$acolloidal silica.
=650  \0$ainjection.
=650  \0$agel time.
=650  14$aGrout.
=650  24$aGel time.
=650  24$aColloidal silica.
=650  24$aBarrier.
=650  24$aInjection.
=700  1\$aMoridis, GJ.,$eauthor.
=700  1\$aApps, JA.,$eauthor.
=700  1\$aPruess, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10899J.htm

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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10897J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10897J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aMechanism Controlling the Shrinkage Limit of Soils /$cA. Sridharan, K. Prakash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aBased on the results from an extensive experimental program involving a number of natural soils as well as pure clays with extreme clay mineral types, namely kaolinite and montmorillonite, as the principal clay minerals, a hypothesis explaining the mechanisms controlling the shrinkage limit has been proposed. The shrinkage limit of a natural soil has been shown to be primarily a result of the packing phenomenon, which in turn is governed by the grain-size distribution of the soil; the shrinkage limit of pure clays appears to be affected by the fabric also. Even though clay-sized particles play an important role in the shrinkage phenomenon, there is an optimum clay content at which the shrinkage limit of a soil can become minimum. It has been further illustrated that the shrinkage limit is not at all related to the plasticity characteristics of the soil. As the factors governing the shrinkage limit are entirely different from those controlling the swelling of soils, the shrinkage limit cannot indicate the swelling behavior of the soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aFabric.
=650  \0$aPlasticity.
=650  \0$ashrinkage limit.
=650  \0$aAtterberg limits.
=650  \0$asoil properties.
=650  14$aAtterberg limits.
=650  24$aClays.
=650  24$aFabric.
=650  24$aPlasticity.
=650  24$aShrinkage limit.
=700  1\$aPrakash, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10897J.htm

=LDR  03349nab a2200613 i 4500
=001  GTJ10895J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10895J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10895J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624.15 DESI$223
=100  1\$aAl-Mhaidib, AI.,$eauthor.
=245  10$aModel Tests for Uplift Resistance of Piles in Sand /$cAI. Al-Mhaidib, TB. Edil.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aAn experimental program using large model piles in sand was conducted to study the shaft resistance behavior of piles subject to uplift loads. Model single pipe piles of different diameters (45 to 178 mm) were subjected to static uplift loading to failure. The piles, which had an embedded length of about 1.7 to 2 m, were installed in a large test pit (3 by 3 by 3 m) by three different methods (driving, jacking, and a reference undisturbed method with negligible lateral displacement) to assess the influence of method of installation on shaft resistance. The tests were performed in two initial densities of a sand (loose and dense). The experimental results were analyzed statistically. The results show that the initial sand density and the method of pile installation are the most significant factors that affect uplift capacity. Installation methods that cause less disturbance give higher uplift capacity. Unit shaft resistance could be reduced as much as by half depending on the method of pile installation relative to the undisturbed method. The displacement at the ultimate uplift load is in the range of 5 to 12.5 mm and independent of soil type and pile diameter, but depends on method of pile installation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLarge-scale models.
=650  \0$aPile.
=650  \0$aSand.
=650  \0$aShaft resistance.
=650  \0$aSkin friction.
=650  \0$aUplift capacity.
=650  \0$adriven piles.
=650  \0$apile installation.
=650  \0$ajacked piles.
=650  14$aShaft resistance.
=650  24$aSkin friction.
=650  24$aPile.
=650  24$aJacked piles.
=650  24$aDriven piles.
=650  24$aSand.
=650  24$aLarge-scale models.
=650  24$aUplift capacity.
=650  24$aPile installation.
=700  1\$aEdil, TB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10895J.htm

=LDR  03653nab a2200589 i 4500
=001  GTJ101318
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101318$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101318$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aLins, Yvonne,$eauthor.
=245  10$aModified Pressure Plate Apparatus and Column Testing Device for Measuring SWCC of Sand /$cYvonne Lins, Tom Schanz, Delwyn G. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aThe determination of soil-water characteristic curve (SWCC) is of major concern in unsaturated soil mechanics. For decades experimental and theoretical studies are performed to investigate the constitutive relationship between soil suction and volumetric water content. The major objective of our study is to generate an extensive experimental database for sand with a relevant suction range of just a few kPa. This database enables to derive conclusions on the sensitivity of hydraulic properties regarding different experimental procedures. Further, one objective is the comparison of results for SWCC derived from steady state and transient state tests. While the first type of tests considers equilibrium states, the subsequent test is related to non-equilibrium states. Experimental results are generated from a so called homogenous element test (modified pressure plate apparatus) and an initial boundary value experiment (column testing device) considering different hydraulic loading path directions. The experiments are analysed for sand with different initial states. Finally results are presented for SWCC including initial curves, main curves, and scanning paths. Discussion is focused on transient state versus steady state flow tests. No significant dynamic effects are observed for the sand studied. Results of well controlled element tests compare very well to initial boundary value experiments implying higher experimental efforts.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aColumn testing device.
=650  \0$aHostun sand.
=650  \0$aHysteresis.
=650  \0$aModified pressure plate apparatus.
=650  \0$aNet stress.
=650  \0$aUnsaturated granular soils.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aUnsaturated granular soils.
=650  24$aHostun sand.
=650  24$aModified pressure plate apparatus.
=650  24$aColumn testing device.
=650  24$aSWCC.
=650  24$aHysteresis.
=650  24$aNet stress.
=700  1\$aSchanz, Tom,$eauthor.
=700  1\$aFredlund, Delwyn G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101318.htm

=LDR  03322nab a2200505 i 4500
=001  GTJ102231
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102231$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102231$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aRosenblad, Brent L.,$eauthor.
=245  10$aInfluence of Local Site Conditions on the Reliability of Fundamental-Mode Surface Wave Inversion Methods /$cBrent L. Rosenblad, Jianhua Li.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe development of reliable shear wave velocity (VS) profiles from surface wave velocity measurements requires compatibility between the measured and theoretical dispersion curves used in the inversion procedure. The most common approach in geotechnical applications is to use a fundamental-mode theoretical dispersion curve based on the assumption that the measured dispersion curve is representative of the fundamental mode of surface wave propagation. Analyses of low-frequency surface wave measurements presented in this paper show that this widespread assumption is invalid at low frequencies (long wavelengths) for some profile conditions. Results are presented from measurements performed at two deep soil sites in the central United States where surface wave analyses were performed using both the common fundamental-mode approach as well as an "effective-velocity" approach. At one site these two methods produced essentially the same estimate of the VS profile, while at the second site the estimated VS values at depth differed by more than 40 %. Using soil profile information for these sites and simulations of surface wave propagation, it is shown that the shallower depth to a higher-velocity formation at the second site created dominant higher-mode energy at wavelengths of 300-600 m, resulting in an overestimation of deep VS values.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear wave velocity.
=650  \0$aSite characterization.
=650  \0$aSurface waves.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSurface waves.
=650  24$aSASW.
=650  24$aSite characterization.
=650  24$aShear wave velocity.
=700  1\$aLi, Jianhua,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102231.htm

=LDR  03290nab a2200589 i 4500
=001  GTJ102187
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102187$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102187$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aTang, Anh-Minh,$eauthor.
=245  10$aDevelopment of a Large-Scale Infiltration Tank for Determination of the Hydraulic Properties of Expansive Clays /$cAnh-Minh Tang, An-Ninh Ta, Yu-Jun Cui, Je?re?my Thiriat.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b55
=520  3\$aA large-scale infiltration tank was developed to study the water transfer in compacted expansive clay. Volumetric water content sensors were buried in a soil column for water content monitoring during infiltration. In addition to water content, soil suction and temperature at various locations and the heave at the soil surface were also monitored. Emphasis was put in minimizing the effect of sensors installation on water transfer and soil deformation. The results obtained for 338 days of infiltration were presented in terms of changes in suction, volumetric water content, temperature, and the soil heave. Based on the recorded data, the performance and limitation of different suction and volumetric water content sensors and the adopted test procedure were analyzed. The recorded data on soil suction and volumetric water content were finally analyzed for determining the unsaturated hydraulic properties of soil, such as the water retention curve and the unsaturated hydraulic conductivity. Note also that the results constitute useful data for further physical analysis or numerical models' calibration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExpansive clay.
=650  \0$aInfiltration tank.
=650  \0$aMonitoring.
=650  \0$aSoil heave.
=650  \0$aSuction.
=650  \0$aWater content.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aInfiltration tank.
=650  24$aExpansive clay.
=650  24$aSuction.
=650  24$aWater content.
=650  24$aMonitoring.
=650  24$aSoil heave.
=700  1\$aTa, An-Ninh,$eauthor.
=700  1\$aCui, Yu-Jun,$eauthor.
=700  1\$aThiriat, Je?re?my,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102187.htm

=LDR  03321nab a2200529 i 4500
=001  GTJ101931
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101931$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101931$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aGui, Meen-Wah,$eauthor.
=245  10$aGeneralized Fitting Parameters of Three Permeability Functions for Predicting Water Coefficient of Permeability of Lateritic Soil /$cMeen-Wah Gui, Chun-Seng Hsu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThe understanding of water flowing through unsaturated soil, such as in the upper layer of a residual hillside or earth dam, is particularly important for numerous geotechnical and geo-environmental problems. However, the effect of the water coefficient of permeability on flow of seepage through unsaturated soil, which is a function of void ratio and volumetric water content (or matric suction), is often ignored in engineering practice due to the requirements of a more advanced testing equipment and a longer testing duration for the determination of such a coefficient. A flexible-wall permeameter has been manufactured and used to determine the water coefficient of permeability of unsaturated lateritic soil under wetting condition. Three permeability functions have been evaluated and fitted to the laboratory measured results. From this, generalized fitting parameters, in terms of effective normal stress, of the three permeability functions have been derived for the study soil. The proposed generalized fitting parameters together with the permeability functions will provide practicing engineers with the essential parameter for the analysis of seepage related problems involving lateritic soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlexible-wall permeameter.
=650  \0$aPermeability function.
=650  \0$aUnsaturated lateritic soil.
=650  \0$aWater coefficient of permeability.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aUnsaturated lateritic soil.
=650  24$aWater coefficient of permeability.
=650  24$aFlexible-wall permeameter.
=650  24$aPermeability function.
=700  1\$aHsu, Chun-Seng,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101931.htm

=LDR  03702nab a2200553 i 4500
=001  GTJ101563
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101563$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101563$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aVesga, Luis F.,$eauthor.
=245  10$aDirect Tensile-Shear Test (DTS) on Unsaturated Kaolinite Clay /$cLuis F. Vesga.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aIn this study, constant-water-content direct-tensile-shear (DTS) tests were performed on specimens of kaolinite clay using a new apparatus. Existing studies on strength of clayey soils consider soils subjected to tensile stress, compression-shear stress, or triaxial stress, but only few of them account for combinations of tension and shear. The clay specimens used in this study had an average water content of 15 %. At this water content, the clay is unsaturated, the pore water distribution corresponds to the complete-pendular state, and the soil is subjected to an equivalent effective stress of 400 kPa when external confinement stress is not applied. Each specimen in the DTS test is subjected to an initial tensile stress that is maintained constant while the shear stress is gradually increased until the specimen fails. The results from DTS tests combined with other constant-water-content triaxial compression tests in the same clay produced a failure envelope defined by tensile as well as frictional components. It was found that the Mohr circles derived from the DTS tests are tangent at a common point; this point represents the tensile strength of the material. In other words, the direct shear stress applied produced a tensile failure. These concepts are helpful for understanding and analyzing the behavior of unsaturated soils and other materials subjected to tensile-shear state of stresses, which may lead to formation and/or propagation of cracks. Examples of soils subjected to tensile-shear state of stresses are slopes and desiccating soils and landfill covers.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComplete- and partial-pendular states.
=650  \0$aEquivalent effective stress.
=650  \0$aSaturated-funicular state.
=650  \0$aShear strength.
=650  \0$aTensile strength.
=650  \0$aUnsaturated clays.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aUnsaturated clays.
=650  24$aEquivalent effective stress.
=650  24$aTensile strength.
=650  24$aShear strength.
=650  24$aSaturated-funicular state.
=650  24$aComplete- and partial-pendular states.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101563.htm

=LDR  03745nab a2200649 i 4500
=001  GTJ102154
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102154$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102154$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aThevanayagam, S.,$eauthor.
=245  10$aLaminar Box System for 1-g Physical Modeling of Liquefaction and Lateral Spreading /$cS. Thevanayagam, T. Kanagalingam, A. Reinhorn, R. Tharmendhira, R. Dobry, M. Pitman, T. Abdoun, A. Elgamal, M. Zeghal, N. Ecemis, U. El Shamy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b52
=520  3\$aDetails of a large scale modular 1-g laminar box system capable of simulating seismic induced liquefaction and lateral spreading response of level or gently sloping loose deposits of up to 6 m depth are presented. The internal dimensions of the largest module are 5 m in length and 2.75 m in width. The system includes a two dimensional laminar box made of 24 laminates stacked on top of each other supported by ball bearings, a base shaker resting on a strong floor, two computer controlled high speed actuators mounted on a strong wall, a dense array advanced instrumentation, and a novel system for laboratory hydraulic placement of loose sand deposit, which mimics underwater deposition in a narrow density range. The stacks of laminates slide on each other using a low-friction high-load capacity ball bearing system placed between each laminate. It could also be reconfigured into two smaller modules that are 2.5 m wide, 2.75 m long, and up to 3 m high. The maximum shear strain achievable in this system is 15 %. A limited set of instrumentation data is presented to highlight the capabilities of this equipment system. The reliability of the dense array sensor data is illustrated using cross comparison of accelerations and displacements measured by different types of sensors.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarthquake.
=650  \0$aLateral spreading.
=650  \0$aLiquefaction.
=650  \0$aPhysical modeling.
=650  \0$aSand.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aSand.
=650  24$aLiquefaction.
=650  24$aLateral spreading.
=650  24$aPhysical modeling.
=650  24$aEarthquake.
=700  1\$aKanagalingam, T.,$eauthor.
=700  1\$aReinhorn, A.,$eauthor.
=700  1\$aTharmendhira, R.,$eauthor.
=700  1\$aDobry, R.,$eauthor.
=700  1\$aPitman, M.,$eauthor.
=700  1\$aAbdoun, T.,$eauthor.
=700  1\$aElgamal, A.,$eauthor.
=700  1\$aZeghal, M.,$eauthor.
=700  1\$aEcemis, N.,$eauthor.
=700  1\$aEl Shamy, U.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102154.htm

=LDR  02956nab a2200541 i 4500
=001  GTJ102006
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102006$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102006$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aRolston, Jack W.,$eauthor.
=245  10$aEvaluation of Practical Procedure for Compaction Density and Unit Weight of Rockfill Material /$cJack W. Rolston, Poul V. Lade.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aA compaction control procedure for rockfill is proposed on the basis of a method devised for determination of the maximum density of a mixture of soil, gravel, cobbles, and boulders. The procedure is straightforward and involves compaction of rocks (gravel, cobbles, and boulders) separately and compaction of the soil fraction in the usual manner. Only one compaction test is necessary for the rocks because the minimum void ratio for rocks is insensitive to water content. Mathematical formulas are given to calculate the maximum dry density (or unit weight) of the rockfill. These formulas depend on the relative amounts of soil and rocks in the total sample. If the grain size distribution curve is shallower than that for the "maximum density grading curve," which is often the case for rockfill, then the distinction between soil particles and rock particles is relatively unimportant because the smaller particles fit in the voids between the larger particles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity.
=650  \0$aField test.
=650  \0$aGranular materials.
=650  \0$aLaboratory test.
=650  \0$aRockfill.
=650  \0$aCompaction.
=650  14$aCompaction.
=650  24$aDensity.
=650  24$aField test.
=650  24$aGranular materials.
=650  24$aLaboratory test.
=650  24$aRockfill.
=700  1\$aLade, Poul V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102006.htm

=LDR  02833nab a2200517 i 4500
=001  GTJ102217
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102217$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102217$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aMurillo, Carol,$eauthor.
=245  12$aA Miniature Falling Weight Device for Non-Intrusive Characterization of Soils in the Centrifuge /$cCarol Murillo, Bernardo Caicedo, Luc Thorel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b53
=520  3\$aNon-intrusive and non-destructive techniques are used for characterizing multilayer soil models in the centrifuge. Based on the spectral analysis surface waves analysis, a miniature falling weight-type (FW) device is developed for centrifuge testing. A description of the mini-FW with application to characterize homogeneous and bilayer models is presented. The mini-FW principle consists of the fall in a steel ball generating vibrations within the centrifuged models. These vibrations are recorded by accelerometers placed on the model's surface. On condition that the vibrations remain within the first five upper centimeters in order to avoid near-field effects, the results obtained for both wave velocity values and location of the layer interfaces agree satisfactorily with already available data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aNon-destructive techniques.
=650  \0$aShear wave velocity.
=650  \0$aUnsaturated soil.
=650  \0$aSoil mechanics.
=650  14$aCentrifuge modeling.
=650  24$aNon-destructive techniques.
=650  24$aUnsaturated soil.
=650  24$aShear wave velocity.
=700  1\$aCaicedo, Bernardo,$eauthor.
=700  1\$aThorel, Luc,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102217.htm

=LDR  02040nab a2200541 i 4500
=001  GTJ10097J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10097J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10097J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590
=082  04$a631.4/05$223
=100  1\$aLing, HI.,$eauthor.
=245  10$aDiscussion on "Behavior of Fiber-Reinforced Cemented Sand Under Static and Cyclic Loads" by M. H. Maher and Y. C. Ho /$cHI. Ling.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCemented soil.
=650  \0$aCompressive strength.
=650  \0$aCyclic loading.
=650  \0$aFiber-reinforced soil.
=650  \0$aReinforced soil.
=650  \0$aTensile strength.
=650  \0$aSoils.
=650  \0$aEarth (Soils)
=650  14$aReinforced soil.
=650  24$aFiber-reinforced soil.
=650  24$aCemented soil.
=650  24$aCompressive strength.
=650  24$aTensile strength.
=650  24$aCyclic loading.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10097J.htm

=LDR  03136nab a2200637 i 4500
=001  GTJ10090J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10090J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10090J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aHouston, SL.,$eauthor.
=245  10$aLaboratory Filter Paper Suction Measurements /$cSL. Houston, WN. Houston, A-M Wagner.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aResults of filter paper measurements for both matric and total suction values are reported for a sand, silt, and clay. Calibration curves for the matric and total suction are given for the filter paper used in this study, and comparisons with the results of several other researchers are made. For low suction values, the matric suction is more easily measured than the total suction using the filter paper method. This difference is due primarily to the insensitivity of the water content of the noncontact filter paper to changes in suction when the suction is low. A pressure membrane, saturated salt solutions, and tensiometers were used in developing the filter paper calibration curves. Potential pitfalls in making filter paper measurements and limitations of the method are discussed. A procedure for obtaining filter paper suction measurements is given.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMatric suction.
=650  \0$aNegative pore water pressure.
=650  \0$aOsmotic suction.
=650  \0$aPore water pressures.
=650  \0$aSoil suction.
=650  \0$aSuction measurement.
=650  \0$aSuction.
=650  \0$aTotal suction.
=650  \0$aUnsaturated soils.
=650  \0$aSoil mechanics.
=650  14$aSoil suction.
=650  24$aSuction.
=650  24$aPore water pressures.
=650  24$aMatric suction.
=650  24$aTotal suction.
=650  24$aOsmotic suction.
=650  24$aNegative pore water pressure.
=650  24$aUnsaturated soils.
=650  24$aSuction measurement.
=700  1\$aHouston, WN.,$eauthor.
=700  1\$aWagner, A-M,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10090J.htm

=LDR  02659nab a2200529 i 4500
=001  GTJ10087J
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10087J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10087J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aBrown, DA.,$eauthor.
=245  10$aDetermination of P-Y Curves Using Inclinometer Data /$cDA. Brown, SA. Hidden, S. Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aDerivation of p-y curves from lateral load tests on deep foundations is a tedious and expensive task, requiring large numbers of strain gages along the length of the pile to develop bending moment versus depth relationships. A method is proposed which allows derivation of p-y curves from simple inclinometer data using a least-squares regression technique. Inclinometer measurements can and have been routinely made on lateral load tests of piles and drilled shafts. The method outlined in this paper provides a means of "calibrating" p-y curves using data from tests where only inclinometer data are available and promises to allow a substantial improvement in the database of load tests from which the empirical p-y curves used in design are based.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInstrumentation.
=650  \0$aLateral loads.
=650  \0$aLoad tests.
=650  \0$aPiles.
=650  \0$aP-y curves.
=650  14$aPiles.
=650  24$aLateral loads.
=650  24$aLoad tests.
=650  24$aP-y curves.
=650  24$aInstrumentation.
=700  1\$aHidden, SA.,$eauthor.
=700  1\$aZhang, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10087J.htm

=LDR  02737nab a2200565 i 4500
=001  GTJ10088J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10088J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10088J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aMaher, MH.,$eauthor.
=245  10$aCyclic Undrained Behavior and Liquefaction Potential of Sand Treated with Chemical Grouts and Microfine Cement (MC-500) /$cMH. Maher, KS. Ro, JP. Welsh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThe effect of chemical grouting on the response of sand to monotonic and cyclic load is evaluated. Triaxial compression (CD and CU) tests and cyclic triaxial tests are performed to evaluate the effect of chemical grouting on the potential for liquefaction flow failure, initial liquefaction, and 5% cyclic mobility. The influence of selected material parameters and test variables (i.e., grout mixture proportions, grout type and curing time, sand void ratio, cyclic stress ratio, number of cycles) on the behavior of chemically grouted sand is examined. The effect of chemical grouting on the increase in resistance to liquefaction is quantified.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemical grouting.
=650  \0$aGrouting.
=650  \0$aLiquefaction.
=650  \0$aSoil improvement.
=650  \0$aSoils.
=650  \0$aUndrained cyclic behavior.
=650  \0$aSand.
=650  14$aSoils.
=650  24$aGrouting.
=650  24$aLiquefaction.
=650  24$aSoil improvement.
=650  24$aChemical grouting.
=650  24$aUndrained cyclic behavior.
=700  1\$aRo, KS.,$eauthor.
=700  1\$aWelsh, JP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10088J.htm

=LDR  02565nab a2200589 i 4500
=001  GTJ10085J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10085J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10085J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aMcVay, M.,$eauthor.
=245  10$aCentrifuge Modeling of Laterally Loaded Pile Groups in Sands /$cM. McVay, D. Bloomquist, D. Vanderlinde, J. Clausen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aPresented is a novel apparatus to drive and laterally load groups of six to nine piles in flight. The main component of the device is a flat plate with multiple apertures which are opened or closed through pneumatic solenoids while being raised or lowered with stepping motors via a PC. Presently, both lateral load versus deformation and load distribution within the rows can be measured.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aCentrifuge.
=650  \0$aDriving and testing in flight.
=650  \0$aLaterally loaded pile groups.
=650  \0$aModels.
=650  \0$aPiles.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aCentrifuge.
=650  24$aPiles.
=650  24$aModels.
=650  24$aCentrifuge modeling.
=650  24$aLaterally loaded pile groups.
=650  24$aDriving and testing in flight.
=700  1\$aBloomquist, D.,$eauthor.
=700  1\$aVanderlinde, D.,$eauthor.
=700  1\$aClausen, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10085J.htm

=LDR  03640nab a2200697 i 4500
=001  GTJ10089J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10089J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10089J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aTawfiq, KS.,$eauthor.
=245  10$aLaboratory Investigation on Bitumen Coating and Polyethylene Sheeting for Downdrag Reduction in Piles :$bA Comparative Study /$cKS. Tawfiq.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aIn this study, the polyethylene sheeting method for downdrag mitigation in piles has been investigated along with the conventional bitumen coating method. A large number of concrete blocks were prepared with different arrangements of bitumens and polyethylene sheets and tested in the laboratory using direct shear apparatus. The shear resistance of the concrete-bitumen-soil specimens was susceptible to changes in temperature, strain rate, and normal stresses. Bitumen-coated specimens tested with crushed limestone exhibited the highest friction. Soil particle penetration into bitumen doubled the shear resistance of the bitumen coating. Factors that govern the shear behavior of bitumen coating were found to slightly affect the friction characteristics of the concrete-polyethylenesoil specimens. According to the laboratory results, furnishing the concrete blocks with two 6-mil (0.15-mm) polyethylene layers reduced the shear resistance by 78%. More reduction could be achieved from the two oil-lubricated polyethylene sheets. This layering arrangement provided the most effective performance (95% efficiency) for the polyethylene sheeting method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBitumen coating.
=650  \0$aBitumen viscosity.
=650  \0$aBitumens.
=650  \0$aDowndrag forces.
=650  \0$aGeomembranes.
=650  \0$aNegative friction.
=650  \0$aNegative skin friction.
=650  \0$aPiles.
=650  \0$aPolyethylene sheeting.
=650  \0$aProprietary walls.
=650  \0$aRelative settlement.
=650  \0$aShear strain rate.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aBitumens.
=650  24$aPiles.
=650  24$aNegative friction.
=650  24$aDowndrag forces.
=650  24$aNegative skin friction.
=650  24$aBitumen coating.
=650  24$aPolyethylene sheeting.
=650  24$aGeomembranes.
=650  24$aProprietary walls.
=650  24$aRelative settlement.
=650  24$aBitumen viscosity.
=650  24$aShear strain rate.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10089J.htm

=LDR  03038nab a2200481 i 4500
=001  GTJ10094J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10094J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10094J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aHuang, AB.,$eauthor.
=245  12$aA Multiple Purpose Soil Testing Apparatus /$cAB. Huang, SP. Hsu, HR. Kuhn.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aA relatively compact soil testing system that is capable of performing monotonic/cyclic triaxial and torsional simple shear tests has been developed. A high-torque direct-drive, servo/stepper motor is used to provide the driving force. Under the servo mode, the motor could be controlled to provide a constant torque, which is used in stress-controlled tests. Strain-controlled tests are conducted using the stepper control mode. To perform triaxial tests, the rotational motion of the motor is transformed into linear motion using a preloaded ball screw shaft. A preloaded ball spline shaft directly attached to the motor is used to perform torsional simple shear tests. Because there are no gears in the driving system, there is no backlash during reversals of loading directions. The motor is equipped with an encoder and an indexer. The extremely rigid driving system and high resolution of the encoder enable the linear and rotational displacement to be monitored through the encoder/indexer system. Test control and data logging are fully automated using a personal computer. This paper provides details of the apparatus. A set of strain-controlled test data are presented to demonstrate capabilities of the new apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory equipment.
=650  \0$aSoil tests.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils$vAnalysis.
=650  14$aSoil tests.
=650  24$aLaboratory equipment.
=700  1\$aHsu, SP.,$eauthor.
=700  1\$aKuhn, HR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10094J.htm

=LDR  03130nab a2200601 i 4500
=001  GTJ10093J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10093J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10093J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aLin, J-M,$eauthor.
=245  10$aImpact-Echo Response of Hollow Cylindrical Concrete Structures Surrounded by Soil and Rock :$bPart II-Experimental Studies /$cJ-M Lin, M. Sansalone.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThe studies summarized in this paper demonstrate that the impact-echo method can be used for integrity testing of mine shaft and tunnel liners in contact with rock. Results obtained from experimental studies on mine shaft liners are presented. These results show that the measured impact-echo response depends upon the acoustic properties of the surrounding material as well as the acoustic properties and condition of the concrete structure. It is shown that cracks and voids in the concrete structure can be detected independent of the surrounding material. If the concrete structure is solid, the thickness of the concrete can be determined, except when the acoustic properties of the rock and concrete are similar and the concrete is bonded to the rock. The presence of delaminations or voids (either air- or water-filled) at the concrete/rock interface can be identified when the acoustic properties of the rock are similar or larger than those of the concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aImpact-echo.
=650  \0$aMine shaft liner.
=650  \0$aNondestructive testing.
=650  \0$aPipes.
=650  \0$aRock.
=650  \0$aSoil.
=650  \0$aStress wave propagation.
=650  \0$aMineralogy, Determinative.
=650  14$aConcrete.
=650  24$aSoil.
=650  24$aRock.
=650  24$aImpact-echo.
=650  24$aStress wave propagation.
=650  24$aNondestructive testing.
=650  24$aPipes.
=650  24$aMine shaft liner.
=700  1\$aSansalone, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10093J.htm

=LDR  02787nab a2200541 i 4500
=001  GTJ10095J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10095J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10095J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aMouchaorab, KS.,$eauthor.
=245  12$aA New Combined Servo-Controlled Loading Frame/Direct-Shear Apparatus for the Study of Concrete or Rock Joint Behavior Under Different Boundary and Loading Conditions /$cKS. Mouchaorab, B. Benmokrane.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA new combined servo-controlled loading frame/direct-shear apparatus has recently been developed at the Civil Engineering Department of Universite? de Sherbrooke. This direct-shear device is capable of shear testing of rock joints under constant normal stiffness or constant normal load boundary conditions. Due to its combination with a servo-controlled loading frame, it allows load as well as strain and stroke control, including static and cyclic paths. This paper describes this direct-shear apparatus and illustrates results of static and cyclic shear tests undertaken on circular-section rock specimens with irregular interface geometry and on regular-shaped interface specimens made from cement-based mortar.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aDirect-shear test.
=650  \0$aLoading frame.
=650  \0$aRock.
=650  \0$aRoughness.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aRock.
=650  24$aConcrete.
=650  24$aDirect-shear test.
=650  24$aRoughness.
=650  24$aLoading frame.
=700  1\$aBenmokrane, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10095J.htm

=LDR  03332nab a2200601 i 4500
=001  GTJ10092J
=003  IN-ChSCO
=005  20161219061000.0
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=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10092J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10092J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aLin, J-M,$eauthor.
=245  10$aImpact-Echo Response of Hollow Cylindrical Concrete Structures Surrounded by Soil and Rock :$bPart I-Numerical Studies /$cJ-M Lin, M. Sansalone.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe studies summarized in this paper and the following paper in this issue demonstrate that the impact-echo method can be used for integrity testing of concrete pipes, mine shaft liners, and tunnel liners in contact with soil or rock. Results obtained from numerical (finite element) studies are presented in this paper (Part I), and results obtained from experimental studies on mine shaft liners are presented in the following paper (Part II). These results show that the impact-echo response depends upon the acoustic properties of the surrounding material, as well as on the acoustic properties, geometry, and condition of the concrete structure. It is shown that cracks and voids in the concrete structure can be detected independent of the surrounding material. If the concrete structure is solid, the thickness of the concrete can be determined, except when the acoustic properties of the rock and concrete are similar and the concrete is in contact with the rock. The presence of delaminations or voids (air- or water-filled) at the concrete/rock interface can be identified when the acoustic impedance of the rock is similar or larger than that of the concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aImpact-echo.
=650  \0$aMine shaft liner.
=650  \0$aNondestructive testing.
=650  \0$aPipes.
=650  \0$aRock.
=650  \0$aSoil.
=650  \0$aStress wave propagation.
=650  \0$aMineralogy, Determinative.
=650  14$aConcrete.
=650  24$aSoil.
=650  24$aRock.
=650  24$aImpact-echo.
=650  24$aStress wave propagation.
=650  24$aNondestructive testing.
=650  24$aPipes.
=650  24$aMine shaft liner.
=700  1\$aSansalone, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10092J.htm

=LDR  03097nab a2200673 i 4500
=001  GTJ10086J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10086J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10086J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aBenson, CH.,$eauthor.
=245  10$aMonitoring System for Hydrologic Evaluation of Landfill Covers /$cCH. Benson, PJ. Bosscher, DT. Lane, RJ. Pliska.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aThree test sections were constructed and instrumented to assess the hydrologic behavior of earthen final covers at two municipal solid waste landfills. A traditional design using a "resistive barrier" was used for two of the test sections, whereas an alternative design using a "capillary barrier" was used for the third test section. The test sections were built in two distinctly different climates: humid with high precipitation (Atlanta, Georgia) and arid (East Wenatchee, Washington). Each test section was instrumented to measure climatologic variables, overland flow, percolation, soil temperature, and soil water content. This paper focuses on the construction and instrumentation of the test sections.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCellular telecommunications.
=650  \0$aField data acquisition.
=650  \0$aField data.
=650  \0$aFills.
=650  \0$aFinal cover.
=650  \0$aInstrumentation.
=650  \0$aLandfill.
=650  \0$aMonitoring system.
=650  \0$aTime domain reflectometry.
=650  \0$aWater balance.
=650  \0$aSand.
=650  14$aFills.
=650  24$aField data.
=650  24$aInstrumentation.
=650  24$aLandfill.
=650  24$aFinal cover.
=650  24$aTime domain reflectometry.
=650  24$aWater balance.
=650  24$aMonitoring system.
=650  24$aField data acquisition.
=650  24$aCellular telecommunications.
=700  1\$aBosscher, PJ.,$eauthor.
=700  1\$aLane, DT.,$eauthor.
=700  1\$aPliska, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10086J.htm

=LDR  02678nab a2200601 i 4500
=001  GTJ10091J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10091J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10091J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aLeite, MH.,$eauthor.
=245  10$aDeformability of Rock-Like Materials Using a Sharp Cone Test /$cMH. Leite, B. Ladanyi, DE. Gill.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThis paper presents a new idea for a field testing technique, the sharp cone test (SCT), for the determination of certain deformability parameters of rock-like materials. The test is described, and the theoretical background required for its interpretation is given. The influence of the interpretation model hypotheses is assessed by a finite element analysis. The results of sharp cone tests in materials of known linear elastic and viscoelastic behaviors are presented to validate the interpretation model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorehole testing.
=650  \0$aCavity expansion.
=650  \0$aCreep parameters.
=650  \0$aDeformability parameters.
=650  \0$aRock mechanics.
=650  \0$aRock salt.
=650  \0$aSharp cone test.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aBorehole testing.
=650  24$aSharp cone test.
=650  24$aDeformability parameters.
=650  24$aCreep parameters.
=650  24$aCavity expansion.
=650  24$aRock salt.
=650  24$aRock mechanics.
=700  1\$aLadanyi, B.,$eauthor.
=700  1\$aGill, DE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10091J.htm

=LDR  03144nab a2200697 i 4500
=001  GTJ10096J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10096J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10096J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aAl-Amoudi, OSB,$eauthor.
=245  10$aSuggested Modifications to ASTM Standard Methods When Testing Arid, Saline Soils /$cOSB Al-Amoudi, SN. Abduljauwad.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aArid, saline soils are residual in nature, highly cemented, and formed in hot, arid environments. The presence of soluble and insoluble salts affects the geotechnical properties of these soils. Techniques used to determine the properties of these soils should take into consideration the presence of diagenetic minerals that are considered part of these soils. In this investigation, a typical arid, saline, evaporitic soil, known locally as sabkha, was tested to determine its grain-size characteristics, hydraulic conductivity, compressibility, and collapse potential using standard ASTM methods and nonstandard techniques. The presence of soluble salts necessitates modifications to these standard test methods to properly assess the properties of these soils. Erratum to this paper appears in 17(3).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArid soils.
=650  \0$aCollapse potential.
=650  \0$aCompressibility.
=650  \0$aConsolidation.
=650  \0$aGrain size.
=650  \0$aHydrometer.
=650  \0$aPermeability.
=650  \0$aSabkha soil.
=650  \0$aSalt.
=650  \0$aSieve analysis.
=650  \0$aSoils.
=650  \0$aStandards.
=650  \0$aSand.
=650  14$aSoils.
=650  24$aCompressibility.
=650  24$aConsolidation.
=650  24$aArid soils.
=650  24$aCollapse potential.
=650  24$aGrain size.
=650  24$aHydrometer.
=650  24$aPermeability.
=650  24$aSabkha soil.
=650  24$aSalt.
=650  24$aSieve analysis.
=650  24$aStandards.
=700  1\$aAbduljauwad, SN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10096J.htm

=LDR  02983nab a2200553 i 4500
=001  GTJ10623J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10623J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10623J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aLiquid Limit of Montmorillonite Soils /$cA. Sridharan, SM. Rao, NS. Murthy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe present work investigates the influence of compositional factors on the liquid limit of montmorillonite soils. The results showed that the percent clay fraction and surface area values did not relate with the liquid limit of the soils; the latter, however, were essentially controlled by the diffuse double layer thickness. Examination of the relations between compositional factors that affect the double layer thickness and liquid limit showed that the latter did not have a significant bearing with cation exchange capacity, while a near perfect correlation was obtained with the amount of exchangeable sodium ions present. Such a dependence resulted because of the greater ease of dissociation of adsorbed sodium ions from the clay surface in presence of water and subsequent contribution to the double layer thickness; the other exchangeable cations, namely, calcium, magnesium, and potassium, were strongly adsorbed by the clay surface and did not contribute appreciably to the double layer thickness.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompositional factors.
=650  \0$aInfluence.
=650  \0$aLiquid limit.
=650  \0$aSoils.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aMontmorillonite.
=650  14$aMontmorillonite.
=650  24$aSoils.
=650  24$aLiquid limit.
=650  24$aCompositional factors.
=650  24$aInfluence.
=700  1\$aRao, SM.,$eauthor.
=700  1\$aMurthy, NS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10623J.htm

=LDR  02486nab a2200517 i 4500
=001  GTJ10622J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10622J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10622J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHM538
=082  04$a300.723$223
=100  1\$aJuang, CH.,$eauthor.
=245  10$aPreparation of Specimens of Noncohesive Material for Mercury Intrusion Porosimetry /$cCH. Juang, RD. Holtz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThis technical note describes a technique for the preparation of test specimens of compacted noncohesive granular material for mercury intrusion porosimetry (MIP) tests without altering or destroying the soil fabric. The technique makes it possible to measure and determine pore-size distribution (PSD) of the noncohesive soils by a standard MIP test method (for example, ASTM Test Method for Determination of the Pore Volume Distribution of Soil and Rock by Mercury Intrusion Porosimetry [D 4404]).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMercury intrusion porosimetry.
=650  \0$aPhenolic resin.
=650  \0$aPore size distribution.
=650  \0$aSpecimens.
=650  \0$aSpecimenHandling$xstandards.
=650  \0$aNoncohesive Material.
=650  14$aPore size distribution.
=650  24$aMercury intrusion porosimetry.
=650  24$aNoncohesive material.
=650  24$aPhenolic resin.
=700  1\$aHoltz, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10622J.htm

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=024  7\$a10.1520/GTJ10621J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10621J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aArmstrong, JC.,$eauthor.
=245  10$aSignificance of Specimen Preparation Upon Soil Plasticity /$cJC. Armstrong, TM. Petry.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe limits of soil behavior defined by Atterberg and refined by others and the indices resulting from their determination have become vastly important to the design process in geotechnical engineering. The methods utilized to determine these properties are under scrutiny because of the widely varying results that are found. One of the primary sources of this variance was thought to be the modes of specimen preparation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aLinear shrinkage.
=650  \0$aLiquid limit.
=650  \0$aMoisture.
=650  \0$aOven temperature.
=650  \0$aPlastic limit.
=650  \0$aSlaking.
=650  \0$aVolumetric shrinkage.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aSoil Plasticity.
=650  14$aAtterberg limits.
=650  24$aLiquid limit.
=650  24$aPlastic limit.
=650  24$aLinear shrinkage.
=650  24$aSlaking.
=650  24$aVolumetric shrinkage.
=650  24$aOven temperature.
=650  24$aMoisture.
=700  1\$aPetry, TM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10621J.htm

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=024  7\$a10.1520/GTJ10618J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10618J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aEvans, JC.,$eauthor.
=245  10$aTriaxial Equipment for Permeability Testing with Hazardous and Toxic Permeants /$cJC. Evans, H-Y Fang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe measurement of the hydraulic conductivity of finegrained soils utilizing hazardous and toxic permeants requires equipment speciffically designed and constructed for that purpose. Interaction between the pore fluids in the soils and the resulting soil response must be considered as well as the compatibility between the test equipment and the permeants. Further, a method of modeling the state of stress and permeation relative to field conditions must be incorporated in order to arrive at a system that can adequately determine the effects of hazardous and toxic permeants upon the hydraulic conductivity of fine-grained soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCompatibility.
=650  \0$aGeotechnology.
=650  \0$aHazardous wastes.
=650  \0$aHydraulic conductivity.
=650  \0$aPermeameters.
=650  \0$aSoil mechanics.
=650  \0$aTriaxial tests.
=650  \0$apermeability.
=650  \0$alaboratory testing.
=650  \0$aToxic Permeants.
=650  14$aLaboratory testing.
=650  24$aHydraulic conductivity.
=650  24$aHazardous wastes.
=650  24$aSoil mechanics.
=650  24$aGeotechnology.
=650  24$aClays.
=650  24$aTriaxial tests.
=650  24$aPermeameters.
=650  24$aCompatibility.
=700  1\$aFang, H-Y,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10618J.htm

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=024  7\$a10.1520/GTJ10619J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10619J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aFelio, GY.,$eauthor.
=245  10$aProcedure for a Rod Shear Test /$cGY. Felio, J-L Briaud.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aA laboratory instrument, called the rod shear device, was developed to measure the shear transfer characteristics of a model pile inserted into a clay sample. The apparatus was designed to accommodate soil samples recovered from field investigations without extruding the specimen from its sampling tube and thus avoiding disturbance caused by stress relief and handling. A rod shear testing procedure is recommended for monotonic and cyclic loading tests. Typical results are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic behavior.
=650  \0$aLaboratory model pile test.
=650  \0$aMonotonic pile test.
=650  \0$aPile friction.
=650  \0$aRod shear test.
=650  \0$aShear tests.
=650  \0$aShear transfer.
=650  \0$aCompilers.
=650  \0$aShear Test.
=650  14$aShear tests.
=650  24$aPile friction.
=650  24$aRod shear test.
=650  24$aShear transfer.
=650  24$aCyclic behavior.
=650  24$aMonotonic pile test.
=650  24$aLaboratory model pile test.
=700  1\$aBriaud, J-L,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10619J.htm

=LDR  03605nab a2200625 i 4500
=001  GTJ10620J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10620J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10620J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aAmer, MI.,$eauthor.
=245  10$aTesting Using a Large-Scale Cyclic Simple Shear Device /$cMI. Amer, MS. Aggour, WD. Kovacs.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aCyclic simple shear testing is considered to be one of the most appropriate ways of reproducing in the laboratory the stresses that would be experienced by an element of soil in level ground subjected to earthquake loading. In the last few years cyclic simple shear testing has been analyzed experimentally and theoretically, and the advantages and limitations of the test presented. The main drawback concerns the lack of complementary shear stresses on the specimen vertical boundary and thereby a selection of the proper specimen size, that is, proper diameter versus height ratio must be carefully considered. The nonuniformity of the strain and stresses in the specimen most likely increases as the specimen diameter versus height ratio decreases. To investigate the specimen size effect on the primary dynamic (cyclic) soil properties, namely, the shear modulus and damping, a large-scale simple shear apparatus was constructed. In it, specimens having diameters from 7.6 to 30.5 cm (3 to 12 in.) and heights from 0.64 to 10.2 cm (¼ to 4 in.) could be tested. Thus a wide range of diameter to height ratios could be obtained. The new testing device, its control system, and the method of preparation and installation of the soil specimens for such a large-scale device are presented and discussed. In addition, a cyclic testing program was conducted on sand and some examples of the data obtained are presented as well.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic tests.
=650  \0$aDamping.
=650  \0$aDiameter to height ratio.
=650  \0$aSands.
=650  \0$aShear modulus.
=650  \0$aSimple shear test.
=650  \0$aSize effect.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$alaboratory tests.
=650  14$aDamping.
=650  24$aLaboratory tests.
=650  24$aSands.
=650  24$aShear modulus.
=650  24$aCyclic tests.
=650  24$aDiameter to height ratio.
=650  24$aSimple shear test.
=650  24$aSize effect.
=700  1\$aAggour, MS.,$eauthor.
=700  1\$aKovacs, WD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10620J.htm

=LDR  02901nab a2200601 i 4500
=001  GTJ10617J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10617J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10617J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aRad, NS.,$eauthor.
=245  10$aEffect of Cementation on the Cone Penetration Resistance of Sand :$bA Model Study /$cNS. Rad, MT. Tumay.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aA laboratory study was conducted to investigate the effect of cementation on the cone penetration resistance of sand. A new apparatus to form homogeneous artificially cemented sand specimens as well as uncemented ones, and a miniature quasi-static cone penetrometer were developed. Artificially cemented specimens with 1 and 2% cement content and relative densities ranging from 18 to 80% were tested. The penetration resistance of the cemented specimens was compared with those of comparable uncemented specimens. The influence of cement content and relative density of the specimens on their quasi-static cone penetration resistance was studied. The results indicate that cementation has a pronounced effect on the penetration resistance of sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement content.
=650  \0$aCohesion intercept.
=650  \0$aCone pentrometer.
=650  \0$aFriction angle.
=650  \0$aSands.
=650  \0$aSpecimen preparation.
=650  \0$aSand.
=650  \0$aCone Penetration.
=650  \0$arelative density.
=650  14$aSands.
=650  24$aCone pentrometer.
=650  24$aRelative density.
=650  24$aCone penetration.
=650  24$aSpecimen preparation.
=650  24$aCement content.
=650  24$aCohesion intercept.
=650  24$aFriction angle.
=700  1\$aTumay, MT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10617J.htm

=LDR  03692nab a2200541 i 4500
=001  GTJ101514
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101514$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101514$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aHanumantha Rao, B.,$eauthor.
=245  10$aDetermination of Diffusion Characteristics of Intact Rock Mass :$bA Critical Evaluation /$cB. Hanumantha Rao, D. N. Singh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b101
=520  3\$aIntact rock mass is the most suitable geological formation for disposing of hazardous wastes. Hence, for safety assessment, establishment of contaminant transport mechanism(s) in/through the rock mass becomes essential. Conventional diffusion cells have been employed by earlier researchers for establishing diffusion characteristics of the intact rock mass. However, due to extremely low porosity of the intact rock mass, the time required for obtaining the "break-through curve" runs into a few months, during which maintaining the ambient conditions becomes extremely difficult. To overcome these limitations, researchers have resorted to accelerated diffusion tests, in the recent past. Several analytical models have been developed by the earlier researchers, which can be employed for determining diffusion characteristics of the intact rock mass. This calls for a comparative study of the diffusion characteristics obtained from these models so as to establish their suitability. With this in view, diffusion characteristics of the intact rock mass of different types were established by conducting accelerated diffusion tests and employing these models. In addition, diffusion characteristics of the intact rock mass were determined based on the concept of cumulative concentration accumulation of ionic species (CCAIS) in the measuring reservoir. It has been found that the models reported in the literature over-predict the diffusion coefficients for the intact rock mass. The superiority of CCAIS model, has been demonstrated by computing the hydraulic conductivity of the intact rock mass and comparing it with the centrifuge modeling results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerated tests.
=650  \0$aContaminant transport.
=650  \0$aDiffusion.
=650  \0$aHazardous waste.
=650  \0$aIntact rock mass.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aIntact rock mass.
=650  24$aHazardous waste.
=650  24$aContaminant transport.
=650  24$aDiffusion.
=650  24$aAccelerated tests.
=700  1\$aSingh, D. N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101514.htm

=LDR  03277nab a2200589 i 4500
=001  GTJ101225
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101225$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101225$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aAbdelaziz, Tarek S.,$eauthor.
=245  10$aCharacterization of Locked Sand from Northeastern Alberta /$cTarek S. Abdelaziz, C. Derek Martin, Rick J. Chalaturnyk.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b49
=520  3\$aA comprehensive experimental investigation was carried out on a lower Cretaceous friable intact sand formation retrieved from northeastern Alberta. Index tests, microstructural observations, and mineralogical composition analyses were carried out to confirm that this formation fits into the locked sand category. The significance of the local strain measurements in revealing salient deformation characteristics of this formation was explored under uniaxial stress conditions. The test results showed that the characteristics of this formation are in keeping with the characteristics of locked sands. The intimacy between the grains stems from authigentic quartz creating interlocking rather than cementation. The results also revealed that local axial and lateral strain measurements are essential for proper behavioral characterization and failure mechanism interpretation of locked sands. The interlocked fabric results in an exceptionally high uniaxial strength and elastic axial stiffness. The disruption of the interlocking is achieved through the lateral expansion of the sample and formation of dilation bands.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLocalization.
=650  \0$aLocked sand.
=650  \0$aMcMurray.
=650  \0$aMicrostructure.
=650  \0$aMineralogical composition.
=650  \0$aMiniature LVDTs.
=650  \0$aUniaxial strength.
=650  \0$aSand.
=650  14$aMcMurray.
=650  24$aLocked sand.
=650  24$aUniaxial strength.
=650  24$aMiniature LVDTs.
=650  24$aMicrostructure.
=650  24$aMineralogical composition.
=650  24$aLocalization.
=700  1\$aDerek Martin, C.,$eauthor.
=700  1\$aChalaturnyk, Rick J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101225.htm

=LDR  03352nab a2200577 i 4500
=001  GTJ101429
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101429$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101429$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSivapullaiah, P. V.,$eauthor.
=245  10$aMethylene Blue Surface Area Method to Correlate with Specific Soil Properties /$cP. V. Sivapullaiah, B. Guru Prasad, M. M. Allam.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b61
=520  3\$aSpecific surface area (SSA) of soils is calculated by determining the amount of adsorbed substance such as methylene blue (MB), ethylene glycol monoehtyl ether (EGME), or water required to form a monolayer. Free swell index and liquid limit of soils, which are well correlated with each other, and with engineering properties of soils, can be used to check the relative advantage of determination of a specific area by different methods in geotechnical engineering. The water adsorption method yields different values depending on the relative humidity (RH) at which the soils are equilibrated with water and gives significantly high adsorption values at 100 % RH. The water adsorption method, comparatively simpler, gives more accurate values for kaolinitc soils but generally has lower values for soils with montmorillonitic mineral owing to insufficient saturation of exchangeable ions. The SSA values obtained by EMGE correlates reasonably well with free swell index. Improved correlation is observed in specific surface area values obtained by MB methods. The SSA values obtained by methylene blue titration (MBT) or as methylene blue spot method (MBS) are comparable.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEthylene glycol monoethyl ether.
=650  \0$aFree swell index.
=650  \0$aLiquid limit.
=650  \0$aMethylene blue.
=650  \0$aSpecific surface area.
=650  \0$aWater adsorption.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aMethylene blue.
=650  24$aEthylene glycol monoethyl ether.
=650  24$aWater adsorption.
=650  24$aSpecific surface area.
=650  24$aFree swell index.
=650  24$aLiquid limit.
=700  1\$aPrasad, B. Guru,$eauthor.
=700  1\$aAllam, M. M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101429.htm

=LDR  03540nab a2200553 i 4500
=001  GTJ101383
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101383$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101383$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aKarthikeyan, Muthusamy,$eauthor.
=245  10$aProfiling of Heterogeneous Soil Using the Nuclear-Density Cone Penetrometer /$cMuthusamy Karthikeyan, Tan Thiam Soon.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThis paper describes a series of experimental investigations conducted to investigate and interpret the density profiles obtained by a nuclear-density cone penetrometer (ND-CP) used in the characterization of a highly heterogeneous lumpy fill. The key features involved in the interpretation of these wet density profiles, termed "signatures" in this paper, were discussed. First, it was established that the maximum radius of the influence zone for the ND-CP used in the present study is about 23.6 cm radius, and this parameter decreases with increasing density of the material. It was also established that the ND-CP measurement provides the average wet density of the composite soil within the measuring volume. The signatures of wet density profiles for layered soil and lumpy fills were also investigated so as to improve the interpretation of the actual soil profile. Backscatter and linear mixture theoretical models were adapted and applied to the ND-CP to provide a framework for this interpretation of the signatures of wet density profiles. A back analysis of a set of lumpy fill results obtained from the actual field tests was also conducted and the results demonstrated that the signature of wet density profiles obtained from the ND-CP is useful for identifying the zones of the soil occupying the big clay lumps and initial inter-lump voids, something that is very difficult to establish without the use of ND-CP and the technique to carry out the interpretation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBackscatter model.
=650  \0$aLumpy fills.
=650  \0$aNuclear-density cone penetrometer.
=650  \0$aSignatures.
=650  \0$aWet density.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aNuclear-density cone penetrometer.
=650  24$aWet density.
=650  24$aSignatures.
=650  24$aLumpy fills.
=650  24$aBackscatter model.
=700  1\$aSoon, Tan Thiam,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101383.htm

=LDR  03139nab a2200541 i 4500
=001  GTJ101575
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101575$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101575$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aMuszynski, Mark R.,$eauthor.
=245  10$aEffects of Particle Shape and Gradation on the Results of Miniature DCP Tests in Sand /$cMark R. Muszynski.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aMiniature dynamic cone penetrometer (mDCP) tests were completed to investigate the general effect that particle shape and size gradation may have on penetration resistance. This testing provides preliminary results for planning purposes for a future testing program that will include full-scale dynamic cone penetrometer (DCP) testing on sands having varying physical properties and characteristics. Generally, the blow counts per increment became greater with increasing relative density for dry and moist sands, as expected. Angular sands increased the blow counts, whereas rounded sands yielded lower blow counts for the same relative density and grain size distribution. At high relative densities, the effect of particle shape was generally more pronounced than at lower relative densities for a specimen of given particle shape. Gradation appeared to have an effect for the moist specimens, although a defined trend was not observed. The moist specimens exhibited greater resistance penetration than did the oven dry specimens. Scale effects are discussed and considerations for future full-scale testing are identified.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesionless soil.
=650  \0$aDynamic cone penetrometer.
=650  \0$aParticle shape.
=650  \0$aPenetration resistance.
=650  \0$aSand.
=650  \0$aPenetrometer.
=650  \0$aSoil penetration test.
=650  14$aParticle shape.
=650  24$aSand.
=650  24$aDynamic cone penetrometer.
=650  24$aDCP.
=650  24$aPenetration resistance.
=650  24$aCohesionless soil.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101575.htm

=LDR  03418nab a2200565 i 4500
=001  GTJ101099
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101099$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101099$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aPower, Kenton C.,$eauthor.
=245  12$aA Revised Contact Filter Paper Method /$cKenton C. Power, Sai K. Vanapalli, Vinod K. Garga.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThe filter paper method, ASTM Standard D5298-03 is generally accepted to be an inexpensive, technically simple, and reasonably accurate method that could be used to measure a wide range of soil suction. The method, however, is dependent upon the accuracy of the calibration curve that relates filter paper water content to soil suction. Additionally, applying a contact stress to the filter papers significantly influences this calibration curve. The effect of five separate contact stresses, namely, 0, 0.4, 1, 2, and 4 kPa on the calibration curve of Whatman 42 filter paper were examined. The study demonstrates that a contact stress of 1 kPa will ensure direct contact between the filter papers and the pore-water of the test specimens without significantly altering the ASTM calibration curve. The contact filter paper method was used to measure the matric suction of compacted Indian Head till specimens over a range of 20 to 300 kPa. This range was chosen to understand the performance and sensitivity of the filter paper method in the low suction range. A comparison of published calibration equations was then undertaken to show the drastically different matric suction estimates that can be obtained by the improper selection of published calibration equations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContact filter paper method.
=650  \0$aContact stress.
=650  \0$aFilter paper method sensitivity.
=650  \0$aMatric suction.
=650  \0$aSoil suction estimation.
=650  \0$aUnsaturated soils.
=650  \0$aSoil mechanics.
=650  14$aContact filter paper method.
=650  24$aUnsaturated soils.
=650  24$aMatric suction.
=650  24$aContact stress.
=650  24$aSoil suction estimation.
=650  24$aFilter paper method sensitivity.
=700  1\$aVanapalli, Sai K.,$eauthor.
=700  1\$aGarga, Vinod K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101099.htm

=LDR  02770nab a2200553 i 4500
=001  GTJ100810
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100810$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100810$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aAl-Zoubi, Mohammed Shukri,$eauthor.
=245  10$aCoefficient of Consolidation by the Slope Method /$cMohammed Shukri Al-Zoubi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThe slope method explicitly relates the coefficient of consolidation cv to the slope of the initial linear segment of the observed ?t-t curve and to the end of primary settlement ?p. The slope method utilizes the same graphical construction as the Taylor method but eliminates the use of the factor 1.15 that usually leads to lower ?p and higher cv as compared to the Casagrande method and pore water pressure measurements. Instead, the point at which the ?t-t curve deviates from the linear portion (at U of about 50 %) is considered for estimating ?p. Oedometer test results on four soils show that the cv values of the slope and Casagrande methods are comparable but lower than those of the Taylor method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficient of consolidation.
=650  \0$aCompressibility.
=650  \0$aDegree of consolidation.
=650  \0$aEnd of primary settlement.
=650  \0$aPermeability.
=650  \0$aPreconsolidation.
=650  \0$aCompaction.
=650  14$aCoefficient of consolidation.
=650  24$aEnd of primary settlement.
=650  24$aCompaction.
=650  24$aPermeability.
=650  24$aCompressibility.
=650  24$aPreconsolidation.
=650  24$aDegree of consolidation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100810.htm

=LDR  01907nab a2200469 i 4500
=001  GTJ101486
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101486$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101486$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aAmini, Farshad,$eauthor.
=245  10$aDiscussion "Sample Preparation of Silts for Liquefaction Testing" by Bradshaw, A. S. and Baxter, C. D. P.REFERENCE :$bGeotechnical Testing Journal, Vol. 30, No. 4, July 2007, pp. 324-332 /$cFarshad Amini.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (1 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic triaxial tests.
=650  \0$aSample preparation.
=650  \0$aSilt.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=650  14$aSilt.
=650  24$aSample preparation.
=650  24$aCyclic triaxial tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101486.htm

=LDR  03258nab a2200529 i 4500
=001  GTJ100761
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100761$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100761$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aAbdelrahman, Ahmed H.,$eauthor.
=245  13$aAn Apparatus for Direct Shear, Pullout, and Uniaxial Testing of Geogrids /$cAhmed H. Abdelrahman, Alaa K. Ashmawy, Mohamed Abdelmoniem.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aIn this paper, design and calibration procedures for a new large-scale testing apparatus for testing geosynthetic-soil systems are described. The multiple functionalities of the apparatus are implemented through the use of a single loading frame, driving mechanism, instrumentation, and data acquisition system for three distinct modes of loading: pullout, direct shear, and uniaxial loading. The design is similar to a conventional pullout device, but also includes key modifications and additional modules to adapt it for additional types of experiments. For example, in the uniaxial tension configuration, extension rods are used to transfer the load from the driving mechanism to the mounted specimen. In the direct shear configuration, the bottom half of the shear box is allowed to slide horizontally on low friction roller bearings while connected to the driving mechanism, whereas the top half of the box is fixed. Hydraulic jacks and a steel plate are used to apply the normal pressure in the pullout and direct shear configuration. A series of pullout experiments were performed to validate the functionality of the apparatus and to examine the relationship between the geometry of the geogrid opening and its pullout resistance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus design.
=650  \0$aDirect shear.
=650  \0$aGeosynthetics.
=650  \0$aPullout.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aGeosynthetics.
=650  24$aPullout.
=650  24$aDirect shear.
=650  24$aApparatus design.
=700  1\$aAshmawy, Alaa K.,$eauthor.
=700  1\$aAbdelmoniem, Mohamed,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100761.htm

=LDR  03745nab a2200529 i 4500
=001  GTJ20120105
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120105$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120105$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG326
=082  04$a624/.257$223
=100  1\$aTeng, Fu-Chen,$eauthor.
=245  10$aElectro-Osmotic Chemical Treatment of Clay on Shear Modulus /$cFu-Chen Teng, Shao-Chi Chien, Chang-Yu Ou.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aElectro-osmosis chemical treatment (ECT) is one of the soil improvement methods used to improve the engineering properties of soft soils. The injected chemical solutions are usually a calcium chloride solution in combination with sodium silicate solution. Previous laboratory studies have shown that the injection of a calcium chloride solution followed by the injection of a sodium silicate solution during electro-osmosis is effective in strengthening soft silty clay. Very stiff cemented soil near the anode is formed after treatment due to the cementation of two chemical solutions and soil particles under applied electric field. However, most works focused on the improvement of the strength of the soil with treatment. The variation of the shear modulus on soils after electro-osmosis chemical treatment is rarely discussed. Thus, a field test of electro-osmosis chemical treatment on Taipei silty clay was carried out in this study. Six electrodes were installed with electrode spacing of 1.5 and 2.0 m. The shear wave velocity of the treated clay was measured by multi-orientation bender elements. The bender element test results show that the maximum improvement ratio of the shear modulus is about 200 % at positions near the anode and the cathode. The pH value and concentration of Ca2+ was determined by the inductively coupled plasma atomic emission spectrometer (ICP-AES) test at all positions that shear moduli was measured. Strong cementation which enhanced the shear modulus of the soft clay were also observed at the anode and cathode. Results presented in this study demonstrate that the electro-osmosis chemical treatment is effective in improving soil strength and soil stiffness.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectro-osmosis.
=650  \0$aField test.
=650  \0$aShear modulus.
=650  \0$aElastomers.
=650  \0$aBridge bearings.
=650  \0$aShearmodulus.
=650  \0$aBridge design.
=650  14$aShear modulus.
=650  24$aElectro-osmosis.
=650  24$aField test.
=700  1\$aChien, Shao-Chi,$eauthor.
=700  1\$aOu, Chang-Yu,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120105.htm

=LDR  03669nab a2200601 i 4500
=001  GTJ20120058
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120058$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120058$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE210.4
=082  04$a625.8$223
=100  1\$aGuimond-Barrett, Antoine,$eauthor.
=245  10$aFree-Free Resonance Testing of In Situ Deep Mixed Soils /$cAntoine Guimond-Barrett, Elodie Nauleau, Alain Le Kouby, Anne Pantet, Philippe Reiffsteck, Franc?ois Martineau.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThis paper focuses on the use of free-free resonance testing (FFR testing) applied to the characterization of stabilized silt and sand specimens treated in situ by deep soil mixing. The aim of FFR testing is to measure the natural frequencies of free vibration of the tested specimen. Compression and shear wave velocities, seismic moduli and Poisson's ratio can be determined from these frequencies. Block samples were taken from soil-cement columns installed at a test site near Paris, France. Specimens of 100 by 50 mm (height to diameter ratio of 2) were cored from these blocks and submitted to FFR testing in the laboratory. The measured resonant frequencies were very repeatable for all specimens tested, validating the use of free-free resonance as a rapid testing method for the characterization of fairly heterogeneous stabilized soil specimens. It was found that both P-wave and S-wave velocities increase nonlinearly with unconfined compressive strength. A linear correlation between strength and dynamic stiffness was observed. Free-free resonance test results can be correlated with index parameters such as density and porosity and used for preliminary assessments of static stiffness as all these parameters varied linearly with measured wave velocities.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aDeep mixing.
=650  \0$aFree-free resonance testing.
=650  \0$aStabilized soils.
=650  \0$aSoil stabilization.
=650  \0$aCalcium oxide.
=650  \0$aCementtreatedsoils.
=650  \0$aTensile properties.
=650  \0$aTensile strength.
=650  14$aDeep mixing.
=650  24$aFree-free resonance testing.
=650  24$aStabilized soils.
=650  24$aCement.
=700  1\$aNauleau, Elodie,$eauthor.
=700  1\$aLe Kouby, Alain,$eauthor.
=700  1\$aPantet, Anne,$eauthor.
=700  1\$aReiffsteck, Philippe,$eauthor.
=700  1\$aMartineau, Franc?ois,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120058.htm

=LDR  03531nab a2200529 i 4500
=001  GTJ20120066
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120066$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120066$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aWijewickreme, Dharma,$eauthor.
=245  10$aSome Observations on the State of Stress in the Direct Simple Shear Test Using 3D Discrete Element Analysis /$cDharma Wijewickreme, Antone Dabeet, Peter Byrne.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aAssessment of the mobilized friction angle in a soil specimen tested in a given shear apparatus requires adequate information to establish the stress state at the instance of interest. In the most commonly used version of the direct simple shear (DSS) apparatus, where a cylindrical soil specimen is confined by wire-reinforced membrane, only the normal and shear stresses on the horizontal plane are measured. The knowledge of these stresses alone does not provide adequate information to construct the Mohr circle defining the state of stress. In this context, drained and constant volume (i.e., equivalent to undrained) discrete element simulations of a cylindrical DSS specimen were performed and the results are presented with emphasis on the DSS mobilized friction angle during shearing. It was found that planes of maximum stress obliquity rotate with the development of shear strain. This finding implies that it is not possible to calculate the friction angle accurately from typical DSS laboratory tests with unknown normal stress on the vertical plane. However, it seems that at large shear strains, the horizontal plane becomes a plane of maximum stress obliquity, and the friction angle calculated using the stress state on the horizontal plane is a good approximation to the mobilized friction angle at such shear strain levels.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect simple shear test.
=650  \0$aDiscrete element method.
=650  \0$aMobilized friction angle.
=650  \0$aStress state.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aDiscrete element method.
=650  24$aDirect simple shear test.
=650  24$aMobilized friction angle.
=650  24$aStress state.
=700  1\$aDabeet, Antone,$eauthor.
=700  1\$aByrne, Peter,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120066.htm

=LDR  03705nab a2200529 i 4500
=001  GTJ20120034
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120034$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120034$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE250
=082  04$a625.8/028/8$223
=100  1\$aStamp, David H.,$eauthor.
=245  10$aInfluence of Lightweight Deflectometer Characteristics on Deflection Measurement /$cDavid H. Stamp, Michael A. Mooney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThe lightweight deflectometer (LWD) is currently not standardized; as a result, there are a number of commercially available LWD designs that yield different deflection and elastic modulus values. This proves problematic because transportation agencies are beginning to prescribe target deflections and/or elastic modulus values during earthwork construction. This paper presents the results of a comprehensive investigation into the influence of LWD design characteristics on measured deflection. The influence of the sensor type (accelerometer versus geophone), sensing configuration (measurement of plate versus ground surface), LWD rigidity, and applied load pulse were investigated through field testing and finite element analysis. The investigation revealed that the sensing configuration (i.e., the measurement of plate versus ground surface response) is the predominant cause of differences between the Zorn and Prima LWD responses (deflection normalized by peak force). Vertical plate deflection exceeded ground surface deflection by 65 % to 310 % on soils and by 20 % on asphalt. The relative influences of the sensor type (accelerometer versus geophone), plate rigidity, and load pulse each led to relatively small differences (<10 %) between Zorn and Prima LWD responses. The results of this investigation illustrate that each of the two LWD configurations will always produce different deflection and elastic modulus values for the same ground conditions, and that the differences will be difficult to predict.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction quality assurance.
=650  \0$aElastic modulus.
=650  \0$aLightweight deflectometer.
=650  \0$aPavements$xTesting$xInstruments$xCalibration.
=650  \0$aPavements$xLive loads$xTesting.
=650  \0$aDeflectometer.
=650  \0$aCalibration.
=650  \0$aFalling weight deflectometers.
=650  14$aLightweight deflectometer.
=650  24$aCompaction quality assurance.
=650  24$aElastic modulus.
=700  1\$aMooney, Michael A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120034.htm

=LDR  03320nab a2200529 i 4500
=001  GTJ20120131
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120131$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120131$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA174
=082  04$a620$223
=100  1\$aMarjanovic, Jana,$eauthor.
=245  10$aExperimental Study Investigating the Effects of Setup Conditions on Bender Element Velocity Results /$cJana Marjanovic, John T. Germaine.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aAn experimental program was conducted in order to establish the dominant factors that affect the interpretation of the small strain shear modulus of soils when using bender elements. Both Ticino sand and resedimented Boston blue clay (RBBC) were used to develop the characteristics of the bender element behavior and to isolate the parameters that most closely need to be monitored during the experimental procedure. After the experimental program was completed, a comparison with published results was performed as a secondary measure of reliability of the measurements. The conclusion of this investigation showed that the signals produced by the bender elements can be substantially improved if the wavelength ratio and aspect ratio are maintained in an acceptable range of greater than two and less than one, respectively. Furthermore, after conducting an extensive series of ray path analyses and varying the confining material of the specimen, it was clear that the geometry of the bender element was the cause of major discrepancies between velocity results, which was caused by the creation of not only side traveling P-waves in addition to the orthogonally propagating S-wave, but also directly traveling P-waves.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aBoston blue clay.
=650  \0$aSmall strain stiffness.
=650  \0$aWave propagation.
=650  \0$aSoil.
=650  \0$aShear modulus.
=650  \0$aBenderelements.
=650  14$aBender elements.
=650  24$aWave propagation.
=650  24$aSmall strain stiffness.
=650  24$aBoston blue clay.
=700  1\$aGermaine, John T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120131.htm

=LDR  03326nab a2200541 i 4500
=001  GTJ20120116
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120116$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120116$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aChoo, Jinhyun,$eauthor.
=245  10$aEffect of Pre-Shear Stress Path on Nonlinear Shear Stiffness Degradation of Cohesive Soils /$cJinhyun Choo, Young-Hoon Jung, Wanjei Cho, Choong-Ki Chung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe nonlinear degradation of soil stiffness from very small to small strain is a key consideration for reliable prediction of ground behavior and its interactions with structures under dynamic excitation and working load conditions. Despite high sensitiveness of stiffness measurement to testing conditions, the effect of the pre-shear stress path on the stiffness degradation has not been properly discussed. Here we investigate the effect of pre-shear stress path on nonlinear shear stiffness degradation of cohesive soils. Reconstituted kaolinite specimens were consolidated to be the overconsolidation ratio (OCR) = 1, 2, and 4 along K0 and isotropic stress paths. The shear stiffness degradations of the specimens during undrained shear were measured using on-specimen linear variable differential transformers (LVDTs). Experimental results show that the pre-stress stress path has a strong influence on the degree of shear stiffness degradation at different OCRs. This influence is interpreted within the context of the rotation angle of shear stress path, which provides a good qualitative explanation of the inconsistent observations in the literature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesive soils.
=650  \0$aPre-shear stress path.
=650  \0$aStiffness.
=650  \0$aTriaxial test.
=650  \0$aShear (Mechanics)
=650  \0$aDeformations (Mechanics)
=650  14$aStiffness.
=650  24$aTriaxial test.
=650  24$aPre-shear stress path.
=650  24$aCohesive soils.
=700  1\$aJung, Young-Hoon,$eauthor.
=700  1\$aCho, Wanjei,$eauthor.
=700  1\$aChung, Choong-Ki,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120116.htm

=LDR  03661nab a2200541 i 4500
=001  GTJ20120126
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120126$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120126$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.367
=082  04$a631.4/32$223
=100  1\$aIslam, Md. Ariful,$eauthor.
=245  10$aBehaviour of Two Closely Spaced Strip Footings Placed on a Stiff Clay Bed under Cyclic Loading /$cMd. Ariful Islam, C. T. Gnanendran.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aFoundations are sometimes placed very close to each other because of space limitations or to limit the footing loads or to accommodate certain structural details. When footings are placed at close spacing, they interact with each other and the behaviour of each individual footing is altered compared to that of a single isolated footing. Also, foundations are often subjected to cyclic live loads in addition to self-weight of the structure causing change in soil performance below it. The design of foundations placed close to each other and subjected to cyclic loading is very complex as both of the phenomena (i.e., footing interference and cyclic load) affects the behaviour of foundation soil. The presence of clayey soil deposits in the construction site adds further uncertainty to this problem because there is no consensus among the researchers regarding interfering footing behaviour on clay. To uncover the actual behaviour of two closely spaced surface strip footings on clay deposits under cyclic loading, small-scale experimental studies with footings placed at two different spacings were carried out in the Civil Engineering laboratory at the University of New South Wales (UNSW@ADFA). The study shows that the application of low-frequency cyclic load improves the bearing capacity and stiffness of foundation soil (clay), irrespective of the interfering footing spacing. Also, the permanent deformation of interfering footings placed at closer spacing is found to be smaller compared to that of footings placed at wider spacing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aClayey soil.
=650  \0$aCyclic loading.
=650  \0$aFooting interference.
=650  \0$aStrip footings.
=650  \0$aClay soils.
=650  \0$aSoil.
=650  14$aClayey soil.
=650  24$aStrip footings.
=650  24$aBearing capacity.
=650  24$aCyclic loading.
=650  24$aFooting interference.
=700  1\$aGnanendran, C. T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120126.htm

=LDR  03779nab a2200517 i 4500
=001  GTJ20120089
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120089$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120089$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMcCartney, John S.,$eauthor.
=245  10$aPerformance Evaluation of Flexible Pavements Using a New Field Cyclic Plate Load Test /$cJohn S. McCartney, Brady R. Cox, Clinton M. Wood, Abdalla El Tawati.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThis study presents a new field cyclic plate load test for characterization of the permanent and dynamic deformation behavior of flexible pavements as a function of load and number of loading cycles. Specifically, in this study a Vibroseis was used to apply thousands of loading cycles to pavement sections with a peak dynamic force of 62 kN (a ±22 kN dynamic force superimposed on a static hold-down force of 40 kN), which is approximately equivalent to [3/4] of an ESAL. These vertical loads were applied to a dual wheel-sized loading footprint resting on the pavement surface at a rate of 50 Hz. During loading, the permanent and dynamic surface deformations were recorded every 500 cycles at incremental distances from the loading footprint. The cyclic plate load test was performed for two pavement sections having similar asphalt, subgrade, and base course characteristics, but different base course thicknesses. The results from the pavement sections at two different times of the year (summer and winter) indicate improved performance with increasing base course thickness, and a stiffer response in the winter months due to temperature effects on the asphalt elastic modulus, as expected. The measured permanent deformation basins were interpreted using inverse analysis of an analytical Timoshenko-Winkler beam solution to identify softening of the Young's moduli of the asphalt and combined base and subgrade layers after application of different numbers of loading cycles. The beam solution provides a good fit to the measured deformation profiles and the inverse analysis shows a clear decrease in Young's moduli of the pavement layers during cyclic loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic plate load test.
=650  \0$aDeformations.
=650  \0$aLoading cycles.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  14$aCyclic plate load test.
=650  24$aLoading cycles.
=650  24$aDeformations.
=700  1\$aCox, Brady R.,$eauthor.
=700  1\$aWood, Clinton M.,$eauthor.
=700  1\$aEl Tawati, Abdalla,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120089.htm

=LDR  03330nab a2200553 i 4500
=001  GTJ20120113
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120113$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120113$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE210.4
=082  04$a625.8$223
=100  1\$aViana da Fonseca, A.,$eauthor.
=245  10$aFatigue Cyclic Tests on Artificially Cemented Soil /$cA. Viana da Fonseca, S. Rios, M. F. Amaral, F. Panico.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$a Artificially cemented soils are frequently used in the infrastructural layers of road or railway platforms but the durability of these structures is often questioned when subjected to cyclic loads. In order to evaluate the fatigue behavior, this paper presents long cyclic triaxial tests over several soil cement mixtures using a very well graded silty sand and Portland cement. In undrained cemented tests, pore pressure decreased as a sign of plastic degradation, resulting that the effective stresses rose during the tests. For that reason, the resilient moduli were normalized to the effective stress, revealing a clear drop on the normalized resilient modulus at a number of cycles depending on the porosity/cement ratio. Notwithstanding, drained and undrained tests presented in this paper performed in uncemented and cemented specimens showed a distinct behavior from granular materials (where the shakedown theory applies) revealing a continuous increase in the accumulated permanent deformations, indicating that long term cyclic triaxial tests, with large number of cycles, may be decisive for a reliable characterization of cyclic triaxial test for bound mixtures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCemented soils.
=650  \0$aPore pressure.
=650  \0$aPorosity/cement ratio.
=650  \0$aSoil stabilization.
=650  \0$aCalcium oxide.
=650  \0$aCementtreatedsoils.
=650  \0$aTensile properties.
=650  \0$aTensile strength.
=650  14$aCemented soils.
=650  24$aPore pressure.
=650  24$aPorosity/cement ratio.
=700  1\$aRios, S.,$eauthor.
=700  1\$aAmaral, M. F.,$eauthor.
=700  1\$aPanico, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120113.htm

=LDR  02923nab a2200541 i 4500
=001  GTJ20120111
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120111$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120111$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN281
=082  04$a622/.24$223
=100  1\$aAmaral, M. F.,$eauthor.
=245  10$aNumerical Methodology to Minimize Resolution and Sensitivity Effects in P-Wave Measurements /$cM. F. Amaral, A. Viana da Fonseca, S. Rios.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aThis paper presents a new numerical methodology aiming at facilitating the identification of seismic wave's propagation time, using a time domain approach. The solution uses first- and second-order differential computing, namely divided differences methods. Results of extensive laboratory seismic wave tests over aggregate-cement mixtures with different voids ratios (densities) and cement contents (1 %, 2 %, 3 %, 4 %, and 5 %) are discussed. The results indicated relevant differences in values of longitudinal modulus (or P-wave modulus) derived with and without this methodology. This was considered especially important in stiff specimens with high-seismic wave velocities and low-energy input signals.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate-cement mixtures.
=650  \0$aSeismic wave tests.
=650  \0$aSignal energy analysis.
=650  \0$aSignal numeric analysis.
=650  \0$aVoids-cement ratio.
=650  \0$aExcavation$vMethodology.
=650  14$aSeismic wave tests.
=650  24$aAggregate-cement mixtures.
=650  24$aVoids-cement ratio.
=650  24$aSignal numeric analysis.
=650  24$aSignal energy analysis.
=700  1\$aViana da Fonseca, A.,$eauthor.
=700  1\$aRios, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120111.htm

=LDR  03799nab a2200577 i 4500
=001  GTJ20120094
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120094$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120094$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA660.P6
=082  04$a624.1/7765/0151535$223
=100  1\$aLuo, YuLong,$eauthor.
=245  12$aA New Apparatus for Evaluation of Contact Erosion at the Soil-Structure Interface /$cYuLong Luo, Xi. Jin, Xiang Li, MeiLi Zhan, JinChang Sheng.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe interface between clay core-wall and concrete cut-off wall is one of the weakest parts of high earth and rockfill dams. An unsuitable design can cause contact erosion at the interface or shear failure surfaces, and eventually this will harm the safety of the dam. A new soil-structure contact erosion apparatus was developed for the evaluation of contact erosion at the interface under high stress, high hydraulic head, and large shear deformation. It consists of a soil-structure model base, a seepage pressure system, a confining pressure system, an axial pressure system, and a data acquisition system. The seepage pressure system simulates the seepage erosion effect at the interface, and the maximum seepage pressure is 2.0 MPa. The confining and axial pressure systems simulate the triaxial stress state of the interface and the large shear deformation of the soil structure; the maximum confining and axial pressures are 2.0 MPa and 4.0 MPa, respectively. The data acquisition system can monitor pore pressure dissipation and settlement. Two repeatable experiments on the interface between a kind of highly plastic clay and a concrete cut-off wall were conducted to verify the scientific utility of the new apparatus. The new apparatus was found to be capable of yielding fairly consistent results in repeatable experiments. The new apparatus will prove an effective tool for studying a reasonable connection form of concrete cut-off wall and core wall in high earth and rockfill dams.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContact erosion.
=650  \0$aHigh hydraulic head.
=650  \0$aHigh stress.
=650  \0$aLarge shear deformation.
=650  \0$aSoil-structure interface.
=650  \0$aShear (Mechanics)
=650  \0$aMathematical analysis.
=650  14$aContact erosion.
=650  24$aSoil-structure interface.
=650  24$aHigh stress.
=650  24$aHigh hydraulic head.
=650  24$aLarge shear deformation.
=700  1\$aJin, Xi.,$eauthor.
=700  1\$aLi, Xiang,$eauthor.
=700  1\$aZhan, MeiLi,$eauthor.
=700  1\$aSheng, JinChang,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120094.htm

=LDR  03276nab a2200517 i 4500
=001  GTJ20120046
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120046$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120046$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS622
=082  04$a631.4/5/05$223
=100  1\$aGabr, Mo.,$eauthor.
=245  10$aAssessment of In Situ Scour Profile in Sand Using a Jet Probe /$cMo. Gabr, Cary Caruso, Austin Key, Mohammad Kayser.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aWork in this paper presents a device and a process for in situ assessment of erosion potential with depth. The proposed device is termed "in situ erosion evaluation probe" (ISEEP), and the process is developed based upon advancing a rod fitted with a truncated cone jet nozzle into the soil. As water exits the nozzle with controllable velocity and flow rate (induced by an external pump) the probe advances into the subsurface profile and the rate of advancement is measured. The jet flow velocity and the advancement rate of the probe are correlated with a stream power value, and used to estimate soil erodibility parameters. Results from laboratory testing show the feasibility of the concept. An approach for the estimation of a critical stream power and a detachment rate coefficient is presented. Numerical modeling and deployment of the device at a North Carolina barrier island site after hurricane Irene are used to demonstrate the applicability of the proposed concept. Correlations between scour magnitudes, estimated by ISEEP parameters, and those estimated through modeling and field observation are presented and illustrate the viability of ISEEP's soil erosion parameters as defined by a critical stream power and a detachment rate coefficient.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aErosion.
=650  \0$aSand.
=650  \0$aShear stress.
=650  \0$aSoil conservation.
=650  \0$aSoil stabilization.
=650  14$aSand.
=650  24$aErosion.
=650  24$aShear stress.
=700  1\$aCaruso, Cary,$eauthor.
=700  1\$aKey, Austin,$eauthor.
=700  1\$aKayser, Mohammad,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120046.htm

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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120122$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120122$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aWerden, Salim K.,$eauthor.
=245  10$aNew Approach to Resonant Column Testing /$cSalim K. Werden, Vincent P. Drnevich, John R. Hall, Chafik Hankour, Carolyn T. Conlee, W. Allen Marr.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThis paper describes a new type of torsional resonant column device that has a quasi-fixed base and free top. In this device, a relatively rigid torque transducer is placed between the bottom platen and the fixed chamber base. A large capacity torque motor excites the top platen. The primary measurements during the test are the rotation of the top platen, the torque at the specimen base and excitation frequency. An equilibrium equation for the bottom platen relates the torque transducer output to the torque applied by the specimen to the bottom platen. Using equivalent linear viscoelastic theory, a stiffness matrix is generated that relates the torque and rotation at each end of the specimen to specimen properties. A hybrid magnification factor is defined as the ratio of motion at the top of the specimen to that at the base. These two measurements provide the data needed to determine the shear modulus and damping ratio in the specimen for each frequency. The benefit of this approach is that the modulus and damping ratio of the soil are determined independent of the torque applied by the torque motor to the top platen. This removes the problems of torque motor characteristics, bearing friction, back EMF, and eddy current damping that occur with torque motors, which in turn allow more precise and repeatable determination of shear modulus and damping ratio over a wide range of shear strain and frequency. The paper outlines the theory, describes the apparatus and calibration procedures, and provides sample test data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBoundary conditions.
=650  \0$aDamping.
=650  \0$aResonant column.
=650  \0$aShear modulus.
=650  \0$aShear strain amplitude.
=650  \0$aSoil testing.
=650  \0$aTorque motor.
=650  \0$aTorque transducer.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aResonant column.
=650  24$aSoil testing.
=650  24$aShear modulus.
=650  24$aDamping.
=650  24$aShear strain amplitude.
=650  24$aBoundary conditions.
=650  24$aTorque motor.
=650  24$aTorque transducer.
=700  1\$aDrnevich, Vincent P.,$eauthor.
=700  1\$aHall, John R.,$eauthor.
=700  1\$aHankour, Chafik,$eauthor.
=700  1\$aConlee, Carolyn T.,$eauthor.
=700  1\$aAllen Marr, W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120122.htm

=LDR  04222nab a2200721 i 4500
=001  GTJ20120024
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120024$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120024$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aPS3561.O55
=082  04$a813/.54$223
=100  1\$aEseller-Bayat, E.,$eauthor.
=245  10$aBender Elements and Bending Disks for Measurement of Shear and Compression Wave Velocities in Large Fully and Partially Saturated Sand Specimens /$cE. Eseller-Bayat, S. Gokyer, M. K. Yegian, R. O. Deniz, A. Alshawabkeh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aBender element and bending disk setups were designed and implemented in a liquefaction box that accommodated a large sand specimen (190 mm × 300 mm × 490 mm). The box was manufactured for testing fully and partially saturated sand specimens under cyclic and earthquake excitation. Special housings for bender elements (31.8 mm × 12.7 mm × 0.51 mm) were manufactured to allow insertion of the elements through the side walls of the box. The bender elements were used to measure shear wave velocities in multiple directions to ascertain the uniformity of a sand specimen prepared in the liquefaction box. Large bending disks (31.8 mm × 0.41 mm) in special housings were utilized to measure compression wave velocities with the aim of investigating the presence and effect of the degree of partial saturation in specimens. The housings for bender elements and bending disks were designed to minimize the boundary effects of the Plexiglas walls of the liquefaction box. This paper provides details of the experimental setup and the designs of the bender element and bending disk housings. Sample test results of shear and compression wave measurements are also included to demonstrate successful application of the test setup. The experimental setup described is well suited for utilizing bender elements and bending disks for shear and compression wave velocity measurements in fully and partially saturated large sand specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender element.
=650  \0$aBending disk.
=650  \0$aCompression wave velocity.
=650  \0$aLarge sand specimens.
=650  \0$aLiquefaction box.
=650  \0$aPartially saturated sand.
=650  \0$aPiezoceramics.
=650  \0$aPiezoelectric transducer.
=650  \0$aP-wave velocity.
=650  \0$aShear wave velocity.
=650  \0$aS-wave velocity.
=650  \0$aShear waves.
=650  \0$aDistortional waves.
=650  14$aBender element.
=650  24$aBending disk.
=650  24$aShear wave velocity.
=650  24$aS-wave velocity.
=650  24$aCompression wave velocity.
=650  24$aP-wave velocity.
=650  24$aPiezoelectric transducer.
=650  24$aPiezoceramics.
=650  24$aPartially saturated sand.
=650  24$aLiquefaction box.
=650  24$aLarge sand specimens.
=700  1\$aGokyer, S.,$eauthor.
=700  1\$aYegian, M. K.,$eauthor.
=700  1\$aDeniz, R. O.,$eauthor.
=700  1\$aAlshawabkeh, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120024.htm

=LDR  03441nab a2200553 i 4500
=001  GTJ20120102
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120102$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120102$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.A7
=082  04$a665.5388$223
=100  1\$aWen, Haifang,$eauthor.
=245  10$aDevelopment of Rutting Model for Unbound Aggregates Containing Recycled Asphalt Pavement /$cHaifang Wen, Mengqi Wu, Jingan Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe use of recycled materials for construction is beneficial to both the environment and the economy. Recycled asphalt pavement (RAP) is one of the most commonly used recycled materials. Different state departments of transportation allow the use of RAP in base materials using various RAP percentages. Unlike conventional crushed aggregate, RAP exhibits a high resilient modulus, but also low resistance to permanent deformation, which contradicts the relationship between the modulus and permanent deformation in the permanent deformation model for unbound materials found in the mechanistic-empirical pavement design guide (MEPDG). In this study, repeated triaxial tests are conducted on samples containing different percentages of RAP and crushed aggregate. Permanent deformation prediction models for granular base course materials, introduced in 1989 by Tseng and Lytton, are modified by adding the RAP percentage as a parameter for base course materials containing RAP. The results indicate that the proposed model accounts for the effects of RAP reasonably well. Further studies are needed to validate the new rutting model by including different virgin aggregates and RAP mixtures under various testing conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPermanent deformation.
=650  \0$aRecycled asphalt pavement (RAP)
=650  \0$aRepeated load triaxial compression.
=650  \0$aResilient modulus.
=650  \0$aRutting.
=650  \0$aAsphalt.
=650  \0$aBituminous materials.
=650  14$aRecycled asphalt pavement (RAP)
=650  24$aRutting.
=650  24$aResilient modulus.
=650  24$aPermanent deformation.
=650  24$aRepeated load triaxial compression.
=700  1\$aWu, Mengqi,$eauthor.
=700  1\$aWang, Jingan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 2 Special Issue on Dynamic Testing of Soil and Rock: Field and Laboratory (Part 1).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120102.htm

=LDR  02640nab a2200565 i 4500
=001  GTJ11903
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11903$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11903$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC557.I22
=082  04$a627/.83/0979656$223
=100  1\$aWan, CF.,$eauthor.
=245  10$aLaboratory Tests on the Rate of Piping Erosion of Soils in Embankment Dams /$cCF. Wan, R. Fell.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThe Slot Erosion Test and the Hole Erosion Test have been developed as fast and simple tests for studying the erosion characteristics of soil in cracks in embankment dams. The erosion characteristics are described by the Erosion Rate Index, which measures the increase of erosion rate with respect to an increase in the hydraulic shear stress; and the Initial Shear Stress, which represents the minimum hydraulic shear stress when erosion starts. Knowledge of these erosion characteristics aids in the prediction of the likelihood of embankment dam failure due to piping erosion in a risk assessment process.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical shear stress.
=650  \0$aEmbankment dams.
=650  \0$aPiping.
=650  \0$aRate of erosion.
=650  \0$aRisk assessment.
=650  \0$adam failure.
=650  \0$aPiping Erosion.
=650  \0$aSoils.
=650  14$aDam failure.
=650  24$aEmbankment dams.
=650  24$aPiping.
=650  24$aRate of erosion.
=650  24$aCritical shear stress.
=650  24$aRisk assessment.
=700  1\$aFell, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11903.htm

=LDR  02827nab a2200493 i 4500
=001  GTJ10905
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10905$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10905$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.17.H93
=082  04$a631.4$223
=100  1\$aChapuis, RP.,$eauthor.
=245  10$aPermeability Tests in Rigid-Wall Permeameters :$bDetermining the Degree of Saturation, its Evolution, and its Influence of Test Results /$cRP. Chapuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b84
=520  3\$aThis paper documents a method to determine the degree of saturation, Sr, of a soil specimen at any time during a rigid-wall permeameter test. This method first indicates that the tested specimen usually is not fully saturated. Then it is used to prove that the usual test termination criterion based on equality of inflow and outflow volumes may be misleading. Examples are provided where the two volumes were equal within 1 %, whereas Sr increased from 80 to 100 % and k increased by a factor of 4. Without knowing the technique to determine the Sr value at any time, the test would have been stopped prematurely and would have given some k(Sr) value for an unknown Sr with the risk of misinterpreting this result as k(Sr = 100 %). New equations for gas transfer between water and gas bubbles are also established and experimentally verified for specimens permeated with either deaired water or water over-saturated with air.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDissolved air.
=650  \0$aRigid-wall permeameter.
=650  \0$asaturation.
=650  \0$apermeability.
=650  \0$aHydric soils.
=650  14$aRigid-wall permeameter.
=650  24$aPermeability.
=650  24$aSaturation.
=650  24$aDissolved air.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10905.htm

=LDR  02821nab a2200517 i 4500
=001  GTJ11053
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11053$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11053$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS599.A1
=082  04$a333.76/0973$223
=100  1\$aLeong, EC.,$eauthor.
=245  12$aA Modified Pressure Plate Apparatus /$cEC. Leong, S. Tripathy, H. Rahardjo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (331 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aSoil-water characteristic curves of soils can be measured in the laboratory using conventional testing apparatus such as the pressure plate. This paper describes a modified pressure plate apparatus using a commercially available high air entry ceramic plate. The modified pressure plate apparatus has several advantages over the conventional pressure plate apparatus: It can be used to determine both the drying and wetting soil-water characteristic curves, whereas the conventional pressure plate can usually determine only the drying soil-water characteristic curve; the water reservoir beneath the ceramic plate ensures that the ceramic plate is fully saturated at all times; air appearing in the water reservoir due to air diffusion through the ceramic disk can be flushed out by the cross-flow system during the test without stoppage of the test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrying and wetting.
=650  \0$aModified pressure plate.
=650  \0$aSoils$xQuality.
=650  \0$aunsaturated soils.
=650  \0$asoil-water characteristic curve.
=650  14$aUnsaturated soils.
=650  24$aModified pressure plate.
=650  24$aSoil-water characteristic curve.
=650  24$aDrying and wetting.
=700  1\$aTripathy, S.,$eauthor.
=700  1\$aRahardjo, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11053.htm

=LDR  02227nab a2200505 i 4500
=001  GTJ11192
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11192$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11192$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aGreening, PD.,$eauthor.
=245  10$aFrequency Domain Determination of G0 Using Bender Elements /$cPD. Greening, DFT Nash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aMethods for determination of shear wave velocity (vs) with bender elements using frequency domain techniques are reviewed. An enhanced method is proposed, which is quicker and provides more information than existing techniques. The method can be implemented using a spectrum analyzer-a common piece of hardware.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aFrequency domain.
=650  \0$aSmall strain shear stiffness.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$ashear stiffness.
=650  14$aBender elements.
=650  24$aSmall strain shear stiffness.
=650  24$aFrequency domain.
=700  1\$aNash, DFT,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11192.htm

=LDR  02982nab a2200553 i 4500
=001  GTJ11779
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11779$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11779$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL507
=082  04$a629.132/34$223
=100  1\$aChow, SH.,$eauthor.
=245  10$aModel Pile Pull-Out Tests Using Polyethylene Sheets to Reduce Downdrag on Cast In Situ Piles /$cSH. Chow, KS. Wong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aLow-density polyethylene sheets (LDPE) were used in this study to investigate its effectiveness in reducing downdrag on cast in situ piles. Eight model pile pull-out tests were conducted using three reinforced concrete circular model piles with different surface conditions (smooth, smooth with necking and bulging, and rough) in combination with three different LDPE sheet arrangements (one-sheet, two-sheet, and three-sheet). The pile was embedded partially in Ottawa sand with a surcharge of 19.3 kPa on sand surface. The test results showed that an arrangement with 3 pieces of 0.25-mm thick LDPE sheet was most effective in reducing side friction up to an average of 89 %. It was also found that the effectiveness of LDPE sheets is independent of the concrete surface roughness. However, the presence of necking and bulging was found to increase the side resistance up to 40 % for the plain pile without LDPE sheets.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aModel pile.
=650  \0$aPile surface condition.
=650  \0$aPolyethylene sheet.
=650  \0$aPull-out test.
=650  \0$askin friction.
=650  \0$anegative skin friction.
=650  \0$adowndrag reduction.
=650  14$aNegative skin friction.
=650  24$aDowndrag reduction.
=650  24$aModel pile.
=650  24$aPull-out test.
=650  24$aPolyethylene sheet.
=650  24$aPile surface condition.
=700  1\$aWong, KS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11779.htm

=LDR  03304nab a2200541 i 4500
=001  GTJ11695
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11695$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11695$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHD9161.U54
=082  04$a338.7/6782/0973$223
=100  1\$aYouwai, S.,$eauthor.
=245  10$aInteraction Between Hexagonal Wire Reinforcement and Rubber Tire Chips with and without Sand Mixture /$cS. Youwai, DT. Bergado, N. Supawiwat.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aThe interaction between tire chips with and without sand mixtures and the hexagonal wire reinforcement, as well as the strength characteristics of mix, were investigated by in-soil pullout tests and large-scale direct shear tests. Rubber tire chips with and without sand mixtures have lower shear strengths than pure sand. Compared with the tests in sand, the hexagonal wire reinforcement in the rubber tire chips with and without sand mixtures had lower pullout resistances. However, with increasing sand content in the mixtures, the pullout resistances of hexagonal wire in mixtures increased. The proposed empirical equations successfully predicted the pullout resistances of hexagonal wire with different mixing ratios. Based on limit equilibrium method, the results of the parametric studies of a reinforced wall for the required spacing and embedment length of hexagonal wire reinforcement have been presented. For a reinforced wall, the total amount of the required hexagonal wire reinforcement in rubber tire chip fill is less than in sand and tire chip-sand fills. Furthermore, the required embedment length of the hexagonal wire reinforcement in sand and tire chip-sand fills is approximately identical, but lower than those in tire chip fill.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHexagonal wire.
=650  \0$aInteraction.
=650  \0$aReinforcement.
=650  \0$aRubber shredded tire.
=650  \0$aRubber Tire.
=650  \0$aTire industry.
=650  \0$aRubber industry and trade.
=650  14$aRubber shredded tire.
=650  24$aHexagonal wire.
=650  24$aReinforcement.
=650  24$aInteraction.
=700  1\$aBergado, DT.,$eauthor.
=700  1\$aSupawiwat, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11695.htm

=LDR  03551nab a2200601 i 4500
=001  GTJ11387
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11387$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11387$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aPhanikumar, BR.,$eauthor.
=245  10$aGranular Pile Anchor Foundation (GPAF) System for Improving the Engineering Behavior of Expansive Clay Beds /$cBR. Phanikumar, RS. Sharma, A. Srirama Rao, MR. Madhav.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aSeveral innovative foundation techniques have been suggested for reducing the detrimental heave of foundations in expansive clays. This paper presents another innovative technique in the form of a granular pile anchor-foundation (GPAF) system for arresting heave and for improving the overall engineering behavior of expansive clay beds. In the GPAF system, the foundation is anchored at the bottom of the granular pile to an anchor plate through an anchor rod. As a result, heave of the foundation is reduced. The laboratory model tests using this new concept of the GPAF system revealed that the heave of the expansive clay beds was reduced by about 96 %. The development of final heave was faster in the case of the expansive clay beds reinforced with the GPAF system. The undrained strength of the clay surrounding the granular pile anchor improved by about 20 %. The tests on two-group granular pile anchors indicated that heave was reduced to a minimum value when the spacing between the granular pile anchors was kept at twice the pile diameter. The compressive load response of the expansive clay bed reinforced with granular pile anchors also improved. The pull-out load of the granular pile anchors increased with increasing diameter and the relative density of the pile.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExpansive clays.
=650  \0$aGranular pile anchor foundation (GPAF)
=650  \0$aHeave.
=650  \0$aInnovative foundations.
=650  \0$aPull-out load.
=650  \0$aRelative density.
=650  \0$aSwelling soils.
=650  \0$aVolume changes.
=650  \0$aSoil suction.
=650  14$aExpansive clays.
=650  24$aInnovative foundations.
=650  24$aGranular pile anchor foundation (GPAF)
=650  24$aHeave.
=650  24$aRelative density.
=650  24$aPull-out load.
=700  1\$aSharma, RS.,$eauthor.
=700  1\$aSrirama Rao, A.,$eauthor.
=700  1\$aMadhav, MR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11387.htm

=LDR  02898nab a2200541 i 4500
=001  GTJ11453
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11453$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11453$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aA?hnberg, H.,$eauthor.
=245  10$aEffects of Back Pressure and Strain Rate Used in Triaxial Testing of Stabilized Organic Soils and Clays /$cH. A?hnberg.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aIn deep stabilization of soft soils in Sweden, dry binders such as cement and quicklime are normally used. Mixing dry binders into the soils will lead to a lower degree of saturation than that of the unstabilized soils, which normally are fully saturated before stabilization. In triaxial testing of stabilized soils, the applied back pressure chosen for the tests may affect the degree of saturation and in turn also the results obtained. A number of triaxial tests have been performed using different back pressures in order to study the effect on measured shear strengths of stabilized organic soils and clays. The effect of rate of strain on the strength of stabilized organic soils was also studied in a series of tests. The results show that in particular the chosen back pressure can greatly affect the strength of stabilize soils, although the rate of strain can also exert an influence on the measured strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBack pressure.
=650  \0$aRate of strain.
=650  \0$aStabilized soil.
=650  \0$aStrength.
=650  \0$aTriaxial testing.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aTriaxial testing.
=650  24$aStabilized soil.
=650  24$aBack pressure.
=650  24$aRate of strain.
=650  24$aStrength.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11453.htm

=LDR  02693nab a2200541 i 4500
=001  GTJ11497
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11497$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11497$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC974.2
=082  04$a627 .45$223
=100  1\$aWelker, AL.,$eauthor.
=245  10$aDesign of a Measurement Program for a Bench-Scale PVD Remediation System using Bayesian Updating /$cAL. Welker, RB. Gilbert.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aTwo experiments were undertaken to study the effectiveness of a remediation system that utilizes prefabricated vertical drains. The measurement program, which included obtaining head and concentration measurements for these experiments, was designed using a Bayesian decision framework. The First-Order Second-Moment Bayesian method was employed to select the best location for the observation wells as well as when to take the measurements and how long the experiment should last. The selected measurementscheme balanced the reduction in uncertainty realized through taking the head and concentration measurements with the difficulty in obtaining those measurements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBayes.
=650  \0$aBayesian updating.
=650  \0$aExperimental design.
=650  \0$aPrefabricated vertical drains.
=650  \0$avertical drains.
=650  \0$awick drains.
=650  \0$aSand drains.
=650  14$aBayes.
=650  24$aExperimental design.
=650  24$aBayesian updating.
=650  24$aPrefabricated vertical drains.
=650  24$aWick drains.
=700  1\$aGilbert, RB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11497.htm

=LDR  04080nab a2200637 i 4500
=001  GTJ11546
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11546$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11546$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aSheahan, TC.,$eauthor.
=245  10$aUse of "Zero Controlled Gradient" Tests to Determine EOP Compression Behavior /$cTC. Sheahan, DJ. DeGroot, Q. Fu, RM. Ryan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThis paper describes the use of a new consolidation testing method, known as the "zero controlled gradient" (zero CG) test, to measure the one-dimensional (1-D), end-of-primary (EOP) consolidation behavior of soft soils. The conventional incremental loading (IL) consolidation test remains the most common test method for measuring 1-D consolidation behavior; however, data reduction requires graphical constructions to obtain key consolidation parameters. In addition, the IL test provides data only at intervals dictated by the loading increments used, leading to discontinuous stress-strain data that may mask or distort true soil consolidation behavior. The zero CG test mimics the EOP behavior by maintaining approximately zero excess pore pressure throughout the soil specimen as it is being continuously loaded, and thus avoids the problem of strain rate selection in the constant rate of strain (CRS) test. Zero CG tests were performed on three natural soils using a computer-automated Rowe consolidation cell, and these results were compared to conventional IL consolidation tests on the same soils. In general, for a given soil, the results from the two tests were consistent. However, the zero CG results had these advantages: defining the compression curve more accurately and continuously around the preconsolidation stress (?'p), and giving higher, more realistic compression index values beyond ?'p. The major drawback of the zero CG test is that coefficient of consolidation (cv) data cannot be obtained due to the lack of excess pore pressure. The zero CG test offers both a practical and research tool for determining EOP consolidation states, and can eliminate strain rate problems inherent in both IL and CRS tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression index.
=650  \0$aConsolidation.
=650  \0$aPreconsolidation stress.
=650  \0$aSoil consolidation tests.
=650  \0$aSoil sampling.
=650  \0$aStrain rate.
=650  \0$aStress strain relations.
=650  \0$asoil structure.
=650  \0$aSoil-structure interaction.
=650  \0$aSoil liquefaction.
=650  14$aConsolidation.
=650  24$aSoil consolidation tests.
=650  24$aStrain rate.
=650  24$aSoil structure.
=650  24$aStress strain relations.
=650  24$aSoil sampling.
=650  24$aPreconsolidation stress.
=650  24$aCompression index.
=700  1\$aDeGroot, DJ.,$eauthor.
=700  1\$aFu, Q.,$eauthor.
=700  1\$aRyan, RM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11546.htm

=LDR  03159nab a2200613 i 4500
=001  GTJ11847
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11847$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11847$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH7683.H42
=082  04$a621.402$223
=100  1\$aOldecop, LA.,$eauthor.
=245  10$aTesting Rockfill Under Relative Humidity Control /$cLA. Oldecop, EE. Alonso.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aRockfill stress-strain behavior is strongly controlled by the breakage of rock particles. Particle breakage is shown to depend on stress level and the ambient relative humidity. A technique to perform tests on rockfill samples under relative humidity control has been developed. It has been applied to testing large diameter samples of a crushed quartzitic shale under oedometric conditions. Relative humidity is imposed by means of a double stage approach: moist air in thermodynamic equilibrium with a given saturated salt solution is first circulated through the sample. Circulation of moist air is interrupted and the specimen is allowed to reach equilibrium. A technique to extend the feasible suction range of the technique down to 2.5 MPa is described. Details of the evolution of collapse and swelling/shrinkage strains, as changes in Relative Humidity are imposed, are reported in the paper. Experimental findings are consistent with an underlying mechanism of particle breakage explained by the phenomenon of subcritical crack propagation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCollapse.
=650  \0$aConstitutive model.
=650  \0$aOedometer.
=650  \0$aParticle breakage.
=650  \0$aRockfill.
=650  \0$aSuction.
=650  \0$aVapor.
=650  \0$aHumidity Control.
=650  \0$aHeat exchangers.
=650  \0$arelative humidity.
=650  14$aRockfill.
=650  24$aCollapse.
=650  24$aRelative humidity.
=650  24$aVapor.
=650  24$aSuction.
=650  24$aOedometer.
=650  24$aConstitutive model.
=650  24$aParticle breakage.
=700  1\$aAlonso, EE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11847.htm

=LDR  03211nab a2200577 i 4500
=001  GTJ11264J
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11264J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11264J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/51363$223
=100  1\$aAydilek, AH.,$eauthor.
=245  10$aEvaluation of Woven Geotextile Pore Structure Parameters Using Image Analysis /$cAH. Aydilek, TB. Edil.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aFiltration performance of woven geotextiles is strongly related to their pore structure parameters, i.e., percent open area (POA) and pore-opening size distribution (PSD). Current methods of determination of pore structure parameters contain inherent disadvantages, whereas image analysis, taking advantage of the two-dimensional structure of woven geotextiles, can be used effectively for this purpose. Two new image-based PSD determination methods and a new image-based POA determination method were developed specifically for woven geotextiles and are presented in this paper. The POAs and two characteristic pore-opening sizes, O95 and O50, of various woven geotextiles were determined using the information provided by the image analysis methods. The image-based POAs and O95 pore-opening size of various geotextiles are comparable to those obtained from the physical measurements and the values reported by the manufacturers. On the other hand, the measured O50 pore-opening size is higher than the one determined using the analytical equations developed by two previous researchers.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBubble point.
=650  \0$aDry sieving.
=650  \0$aImage analysis.
=650  \0$aPercent open area.
=650  \0$aPore-opening size.
=650  \0$aWoven geotextile.
=650  \0$aGeotextiles$xCongresses.
=650  \0$aSoil stabilization.
=650  \0$aGeossinte?ticos (congressos)
=650  14$aWoven geotextile.
=650  24$aImage analysis.
=650  24$aPercent open area.
=650  24$aPore-opening size.
=650  24$aDry sieving.
=650  24$aBubble point.
=700  1\$aEdil, TB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11264J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11263J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11263J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTK7882.B56
=082  04$a006.4$223
=100  1\$aRechenmacher, AL.,$eauthor.
=245  10$aDigital Image Correlation to Evaluate Shear Banding in Dilative Sands /$cAL. Rechenmacher, RJ. Finno.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aExperimental results are presented of plane strain compression experiments on dense sands, in which the technique of Digital Image Correlation (DIC) was used to quantify localized displacements. The technique is described in detail. Results of accuracy tests of the DIC technique indicated that localized displacements were measured to an accuracy of ±0.008 mm. Typical DIC analyses produced approximately 250 displacement points within a shear band, which served as input for regression based strain computation, yielding highly accurate volumetric strain data for determining evolutions to critical state. Displacement data also were used to investigate volume changes outside the shear band. The DIC technique also enabled measurement of shear band inclination and thickness throughout the deformation process.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical state.
=650  \0$aDilative sand.
=650  \0$aLocal displacements.
=650  \0$aVolumetric exchange.
=650  \0$aDigital Image Correlation.
=650  \0$ashear band.
=650  \0$aplane strain.
=650  14$aShear band.
=650  24$aDilative sand.
=650  24$aPlane strain.
=650  24$aDigital Image Correlation.
=650  24$aVolumetric exchange.
=650  24$aLocal displacements.
=650  24$aCritical state.
=700  1\$aFinno, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11263J.htm

=LDR  03409nab a2200613 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11267J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11267J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aChaudhary, SK.,$eauthor.
=245  10$aMeasurement of Quasi-Elastic Stiffness Parameters of Dense Toyoura Sand in Hollow Cylinder Apparatus and Triaxial Apparatus with Bender Elements /$cSK. Chaudhary, J. Kuwano, Y. Hayano.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aQuasi-elastic stiffness parameters of dense Toyoura sand were measured at various stress states during similar consolidation and p'-constant shear tests in a hollow cylinder apparatus and a triaxial apparatus equipped with local deformation transducers and bender elements. Test results from these two test setups were compared. Although the Young's moduli from the triaxial apparatus were slightly lower than those from the hollow cylinder apparatus, they followed approximately the same power laws with the effective normal stresses. The shear modulus Gvh from the hollow cylinder apparatus was almost the same as that from the shear wave velocity measurement in the triaxial apparatus. The Poisson's ratios were also similar from both test setups. The vertical Young's modulus was found to be smaller than the horizontal Young's modulus. The anisotropy in Young's moduli followed a power law with the effective stress ratio. However, the Poisson's ratios were not dependent on the mean effective pressure or the shear stress level. The symmetry of the stiffness matrix was also examined.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aBender element.
=650  \0$aHollow cylinder apparatus.
=650  \0$aPoisson's ratio.
=650  \0$aShear modulus.
=650  \0$aTriaxial apparatus.
=650  \0$aYoung's modulus.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aHollow cylinder apparatus.
=650  24$aTriaxial apparatus.
=650  24$aBender element.
=650  24$aShear modulus.
=650  24$aYoung's modulus.
=650  24$aPoisson's ratio.
=650  24$aAnisotropy.
=700  1\$aKuwano, J.,$eauthor.
=700  1\$aHayano, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11267J.htm

=LDR  03535nab a2200517 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11262J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11262J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/51363$223
=100  1\$aReddi, LN.,$eauthor.
=245  10$aSelf-Healing of Concentrated Leaks at Core-Filter Interfaces in Earth Dams /$cLN. Reddi, SP. Kakuturu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aConcentrated leaks at core-filter interfaces in earth dams increase erodibility of soils, which may lead to catastrophic failures. In this paper, mathematical and experimental testing methods are suggested to determine the self-healing nature of these leaks. The methods are fundamentally different from the existing empirical methods in that they do not involve comparison of particle sizes of the base (D85) and filter (D15) soils. They are based on the fundamental processes of particle transport and deposition phenomena. An advection type equation is used with a deposition coefficient (?) to describe particle transport in filters. The nature of particle deposition at the interface, which is described by an exponential attenuation function with respect to distance, is used to infer the possibility of self-healing. The experimental method involves extension of a test previously published in this journal. The method essentially involves a flow pump to evaluate the erodibility of base soils, determine ? and characterize the filters, and test combined base soil-filter systems to evaluate self-healing potential of a number of filters relative to each other. The results from the experimental method using three different filters and a Group II base soil were interpreted and analyzed using the mathematical model. The methods suggest that the entire particle-size distribution, and not mere D15, governs particle accumulation at the interface. The proposed methods are useful for relative comparison of self-healing capabilities of various filters for a given base soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcentrated leaks in dams.
=650  \0$aParticle transport.
=650  \0$aPiping.
=650  \0$asoil filters.
=650  \0$aSoil stabilization.
=650  \0$aFilters and filtration.
=650  14$aSoil filters.
=650  24$aPiping.
=650  24$aConcentrated leaks in dams.
=650  24$aParticle transport.
=700  1\$aKakuturu, SP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11262J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11268J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11268J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.1509789$223
=100  1\$aPaik, K.,$eauthor.
=245  10$aEffect of Pile Installation Method on Pipe Pile Behavior in Sands /$cK. Paik, R. Salgado.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aOpen-ended pipe piles are often used for the foundations of both land and offshore structures because of their relatively low driving resistance. In this study, calibration chamber tests were conducted on model pipe piles installed in sands with different soil conditions in order to investigate the effects of the pile installation method on penetration parameters and bearing capacity. Results of the test program showed that both the hammer blow count necessary to install the piles and the incremental filling ratio (IFR), which is used to indicate the degree of soil plugging in open-ended piles, decreased (1) with increasing hammer weight for the same driving energy, and (2) with increasing hammer weight at the same fall height. The base and shaft load capacities of the piles were observed to increase (1) with increasing hammer weight for the same driving energy, and (2) with increasing hammer weight for the same fall height. It was also observed that the noise level observed during pile driving decreases (1) as the driving energy decreases and (2) as the hammer weight increases for the same driving energy. Model jacked piles were also installed and tested. The jacked piles were found to have higher bearing capacities than identical driven piles under similar conditions, mostly due to the more effective development of soil plugging in jacking than in driving.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aCalibration chamber test.
=650  \0$aPile installation.
=650  \0$aPile jacking.
=650  \0$aSoil plugging.
=650  \0$aPile driving.
=650  \0$aGranular soils.
=650  \0$aFoundation soils.
=650  14$aPile installation.
=650  24$aSoil plugging.
=650  24$aCalibration chamber test.
=650  24$aBearing capacity.
=650  24$aPile driving.
=650  24$aPile jacking.
=700  1\$aSalgado, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11268J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11266J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11266J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aSeah, TH.,$eauthor.
=245  10$aVane Shear Behavior of Soft Bangkok Clay /$cTH. Seah, N. Sangtian, IC. Chan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThe field vane shear test is one of the most common in situ tests to obtain the undrained shear strength of soft clay. Uncoupling of the torque generated by the soil resistance along the vertical and horizontal planes of the vane has been done by conducting conventional direct shear test and newly developed vertical direct shear test on the soil. From the shear stress-displacement relationship of the direct shear tests, simple analysis is performed to simulate the field vane behavior at various depths. The results of the simulation agree well with those obtained from the field vane tests on soft Bangkok clay. The conventional method of computing the undrained shear strength of the field vane shear based on the maximum torque is close to the equivalent average value from the shear box tests. A special laboratory triaxial vane apparatus was also used to study the shearing behavior of the soft clay with the capability of Ko-consolidating the sample before conducting the vane shear test. The results of the triaxial vane tests were also compared with the predictions. The predicted torque values are lower than the experimental data for the same angle of rotation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aClays.
=650  \0$aIn situ testing.
=650  \0$aLaboratory tests.
=650  \0$aShear strength.
=650  \0$aTorsion.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aAnisotropy.
=650  24$aClays.
=650  24$aIn situ testing.
=650  24$aLaboratory tests.
=650  24$aShear strength.
=650  24$aTorsion.
=700  1\$aSangtian, N.,$eauthor.
=700  1\$aChan, IC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11266J.htm

=LDR  02578nab a2200613 i 4500
=001  GTJ10812
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10812$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10812$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aFang, YS.,$eauthor.
=245  10$aReduction of Boundary Friction in Model Tests /$cYS. Fang, T-J Chen, RD. Holtz, WF. Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aTo model plane-strain conditions in the laboratory, the frictional resistance between the soil and side walls of the soil box should be reduced as much as possible. Methods commonly employed for this purpose include a latex sheet with silicon grease ("grease method") or multiple layers of thin plastic sheeting ("plastic sheet method"). Interface friction angles are often measured by direct shear-type tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInterface friction.
=650  \0$aLaboratory test.
=650  \0$aPlastic sheet.
=650  \0$aRetaining wall.
=650  \0$aSilicone grease.
=650  \0$aSliding block test.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$ablock test.
=650  14$aSliding block test.
=650  24$aInterface friction.
=650  24$aLaboratory test.
=650  24$aPlastic sheet.
=650  24$aSilicone grease.
=650  24$aRetaining wall.
=650  24$aSand.
=700  1\$aChen, T-J,$eauthor.
=700  1\$aHoltz, RD.,$eauthor.
=700  1\$aLee, WF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10812.htm

=LDR  02807nab a2200541 i 4500
=001  GTJ11265J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11265J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11265J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a620.1/92$223
=100  1\$aHsieh, CW.,$eauthor.
=245  10$aTensile Test Method Effect on the Tensile Strength of Flexible PET Geogrids /$cCW. Hsieh, CK. Lin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aFor single rib tensile tests using GRI-GG1, the ultimate and 5 % strain tensile strengths obtained from tests with an extension rate of 50 mm/min are greater than those obtained using a 10 mm/min extension rate. However, the elongation at the break occurs in reverse order. For wide-width tensile tests using ASTM D4595, the unit tensile strengths and elongations at break decrease as the number of specimen ribs increases. The repeatability of the test results decreases as the number of ribs increases. The tensile strengths obtained from wide-width tensile tests are 1-8 % less than those obtained using GRI-GG1. The elongation at the break is about 92-99 % of that obtained using GRI-GG1. Rib breakage at peak load is randomly distributed for different specimens and samples.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElongation.
=650  \0$aSingle rib tensile test.
=650  \0$aTensile strength.
=650  \0$aWide-width tensile test.
=650  \0$ageogrids.
=650  \0$aSoil stabilization.
=650  \0$aPavements$xDesign and construction.
=650  14$aGeogrids.
=650  24$aTensile strength.
=650  24$aWide-width tensile test.
=650  24$aSingle rib tensile test.
=650  24$aElongation.
=700  1\$aLin, CK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11265J.htm

=LDR  02894nab a2200541 i 4500
=001  GTJ10704
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10704$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10704$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aLeong, EC.,$eauthor.
=245  10$aVolume Change Measurement of Soil Specimen in Triaxial Test /$cEC. Leong, SS. Agus, H. Rahardjo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aMeasuring the volume change of a soil specimen during a test has become a standard routine in laboratory testing. Accurate volume change measurement does not depend solely on the resolution of the measurement devices used but also on other factors such as the measurement method, cell pressure, temperature fluctuations, system creep, and system compliance. This paper examines volume change measurement inferred from the volume of the confining water in a triaxial cell. In particular, the effects of stiffness of the pressure cell and temperature fluctuations on the accuracy of the volume change measurements are investigated. A method to correct for temperature effects on the volume of water in a triaxial pressure cell for providing a more reliable measurement of the volume change of a soil specimen is suggested. The suggested method can also be applied in triaxial apparatuses using double cells.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCell stiffness.
=650  \0$aTemperature fluctuations.
=650  \0$aTriaxial cell.
=650  \0$aVolume change.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aSoil Specimen.
=650  14$aVolume change.
=650  24$aTriaxial cell.
=650  24$aCell stiffness.
=650  24$aTemperature fluctuations.
=700  1\$aAgus, SS.,$eauthor.
=700  1\$aRahardjo, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10704.htm

=LDR  03349nab a2200553 i 4500
=001  GTJ11236
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11236$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11236$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA354.5
=082  04$a620.1126$223
=100  1\$aHird, CC.,$eauthor.
=245  10$aExperiments with a Miniature Piezocone in Thinly Layered Soil /$cCC. Hird, N. Sangtian.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aA piezocone, with a cross-sectional area of 100 mm2 and a pore pressure filter either at its apex or at its shoulder, was driven at the standard rate of 20 mm/s into samples of thinly layered soil. The samples consisted of alternating layers of normally consolidated kaolin clay about 18 mm thick and layers of fine sand or silt about 2 mm thick enclosed in a 252-mm-diameter rigid-walled cell. The performance of the piezocone was evaluated with respect to the detection of the more permeable layers during penetration and the estimation of the coefficient of consolidation from pore pressure dissipation tests in a clay layer at the end of penetration. Control tests were performed on two clay samples without any sand or silt layers. Changes in the pore pressure response enabled the more permeable layers within the layered samples to be easily detected, but their spacing was too close for individual layers to be detected using the cone resistance profile. Generally, the detection obtained from pore pressures was better with the apex filter than with the shoulder filter. The permeable layers had a measurable influence on the dissipation test results, but their influence on the derived values of the coefficient of consolidation was never large by comparison with their effect on the overall consolidation behavior of the soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetration test.
=650  \0$aConsolidation.
=650  \0$aLayered soil.
=650  \0$aPiezocone.
=650  \0$aSite investigation.
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  14$aCone penetration test.
=650  24$aPiezocone.
=650  24$aSite investigation.
=650  24$aLayered soil.
=650  24$aConsolidation.
=700  1\$aSangtian, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11236.htm

=LDR  03249nab a2200625 i 4500
=001  GTJ10390
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10390$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10390$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aAmini, F.,$eauthor.
=245  10$aLiquefaction Testing of Layered Sand-Gravel Composites /$cF. Amini, A. Chakravrty.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aThe liquefaction characteristics of stratified sand-gravel composites are currently poorly understood, yet these materials are often encountered in alluvial and hydraulic fill deposits. To investigate the effect of soil layering on the cyclic resistance of sand-gravel composites, a research program was undertaken in which a series of undrained cyclic triaxial tests was performed on both uniform and layered sand-gravel composite specimens with gravel contents of 10, 30, 50, and 70%. Two methods of sample preparation were used for each soil type. These methods included pluviation through air (representing homogeneous soil conditions) and wet pluviation (representing layered soil conditions). The confining pressures ranged from 50 to 250 KPa. The results indicated that the method of sample preparation and the different soil fabric did not significantly influence the liquefaction resistance of the sand-gravel composites. It is also shown that the effects of confining pressure are similar for both homogeneous and layered soil conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGravel.
=650  \0$aLayered soils.
=650  \0$aLiquefaction.
=650  \0$aSample preparation method.
=650  \0$aSand-gravel composites.
=650  \0$aSeismic analysis.
=650  \0$aSeismic.
=650  \0$aStratified soils.
=650  \0$aSand.
=650  \0$aSand Composites.
=650  \0$aLiquefaction Testing.
=650  14$aSample preparation method.
=650  24$aLiquefaction.
=650  24$aLayered soils.
=650  24$aGravel.
=650  24$aStratified soils.
=650  24$aSeismic.
=650  24$aSand-gravel composites.
=650  24$aSeismic analysis.
=700  1\$aChakravrty, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10390.htm

=LDR  03081nab a2200565 i 4500
=001  GTJ11348J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11348J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11348J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.6.O73
=082  04$a631.4/17$223
=100  1\$aYin, JH.,$eauthor.
=245  10$aProperties and Behavior of Raw Sludge Mixed with Pulverized Fuel Ash and Lime /$cJH. Yin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aRaw sludge from a water treatment plant and pulverized fuel ash (PFA) from a coal-fired power plant are normally considered to be waste. The raw sludge is usually soft and weak, and takes a large area for storage if stockpiled on open ground, or requires a heavy dam/retaining structure if impounded. Strength and stiffness of the sludge are important parameters for the design and construction of facilities for sludge storage. This paper presents results from a series of tests on geotechnical properties and behavior of local raw sludge mixed with PFA and lime. The focus is on the improvement of the shear strength and stiffness of the sludge by mixing with different ratios of PFA and percentages of lime. Test results are presented and analyzed. Relationships between unconfined compression strength (UCS), PFA/Sludge (P/S) ratios, and lime contents are obtained. Relationships between the effective friction angle (and cohesion) and P/S ratios for 8% lime are also obtained from consolidated undrained (UC) triaxial tests. Correlation between secant Young's modulus E50 and the peak deviator stress qpeak is established.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLime.
=650  \0$aMoisture content.
=650  \0$aStiffness.
=650  \0$aStrength.
=650  \0$aTriaxial test.
=650  \0$asludge.
=650  \0$asoil.
=650  \0$aSewage sludge.
=650  14$aSludge.
=650  24$aPFA.
=650  24$aLime.
=650  24$aTriaxial test.
=650  24$aMoisture content.
=650  24$aStrength.
=650  24$aStiffness.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11348J.htm

=LDR  02660nab a2200481 i 4500
=001  GTJ11352J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11352J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11352J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.C65
=082  04$a620.1/1242$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aLimiting Compression Curves /$cA. Sridharan, K. Prakash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aDepending upon the initial water content of the soil sample, a family of compression curves is possible. Identification of characteristic limiting water contents for any fine grained soil system, along with the unique mechanisms controlling them, helps obtain the limiting compression curves. In the present note, it has been demonstrated that the compression curve obtained with its origin at the free swell limit of the soil represents the global upper bound compression curve, and that the compression curve obtained after the soil has reached equilibrium under cyclic consolidation represents the global lower bound compression curve. The compression curve obtained with its origin at the settling limit water content of the soil is the stress-free reference state curve as well as the upper bound compression curve for the homogeneous soil sample.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRepeated loading.
=650  \0$acompressibility.
=650  \0$aconsolidation.
=650  \0$aMaterials$xCompression testing.
=650  14$aCompressibility.
=650  24$aConsolidation.
=650  24$aRepeated loading.
=700  1\$aPrakash, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11352J.htm

=LDR  03102nab a2200673 i 4500
=001  GTJ11347J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11347J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11347J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE205
=082  04$a625.8/028$223
=100  1\$aDa Re, G.,$eauthor.
=245  10$aLVDT Based System for the Measurement of the Prefailure Behavior of Geomaterials /$cG. Da Re, MC. Santagata, JT. Germaine.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThis paper describes a device that can accurately measure the small strain behavior of geomaterials in the triaxial apparatus. It makes use of two miniature submersible linear variable differential transformers (LVDTs) mounted on a pair of yokes which clamp onto the soil specimen. A highly stable, low noise, custom designed signal conditioning system completes the design. The result is a device capable of consistently resolving displacements of less than 0.1 microns corresponding to strains of less than 0.0002% for standard sized (3.6 cm × 7.6 cm) triaxial specimens. The system is simple in design, can be easily implemented in existing triaxial equipment, and thus may represent a commercially viable solution for the investigation of the small strain behavior of soils in the triaxial apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxial strain.
=650  \0$aCohesive.
=650  \0$aFrozen.
=650  \0$aGeomaterials.
=650  \0$aPre-failure.
=650  \0$aSmall-strain.
=650  \0$aSoil.
=650  \0$aTriaxial.
=650  \0$aYoung's modulus.
=650  \0$aRoad materials$xTesting.
=650  \0$aModulus of elasticity.
=650  \0$aDynamic tests.
=650  14$aPre-failure.
=650  24$aSmall-strain.
=650  24$aSoil.
=650  24$aLVDT.
=650  24$aGeomaterials.
=650  24$aTriaxial.
=650  24$aYoung's modulus.
=650  24$aFrozen.
=650  24$aCohesive.
=650  24$aAxial strain.
=700  1\$aSantagata, MC.,$eauthor.
=700  1\$aGermaine, JT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11347J.htm

=LDR  02697nab a2200553 i 4500
=001  GTJ11351J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11351J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11351J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHB1953
=082  04$a304.6/1$223
=100  1\$aGill, DR.,$eauthor.
=245  13$aAn Optical Technique for Investigating Soil Displacement Patterns /$cDR. Gill, BM. Lehane.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aAn optical, nonintrusive technique for measuring soil deformation in three-dimensional laboratory scale tests is described. The technique combines the use of a video camera capable of recording the movement of targets to a high resolution, and a transparent porous material possessing geotechnical properties similar to natural clay. The technique is demonstrated in a model test conducted to measure soil deformation patterns around penetrometers. The displacement measurements compare well with results from other published tests and indicate that the technique can provide better resolution than has been previously achieved in similar laboratory tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$a3D modelling.
=650  \0$aOptical.
=650  \0$aPenetrometer installation.
=650  \0$aSoil deformation.
=650  \0$aTransparent soil.
=650  \0$aPopulation density.
=650  \0$aPopulation$xEconomic aspects.
=650  \0$aPopulation forecasting.
=650  14$a3D modelling.
=650  24$aOptical.
=650  24$aPenetrometer installation.
=650  24$aSoil deformation.
=650  24$aTransparent soil.
=700  1\$aLehane, BM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11351J.htm

=LDR  02990nab a2200553 i 4500
=001  GTJ11344J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11344J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11344J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC676.4
=082  04$a621.3841/10151535$223
=100  1\$aFioravante, V.,$eauthor.
=245  10$aOn the Use of Multi-directional Piezoelectric Transducers in Triaxial Testing /$cV. Fioravante, R. Capoferri.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aBased on the well-known and largely consolidated experience of bender element transducers housed inside both the top cap and the pedestal of the triaxial cell, a novel technique is here presented, that allows velocity measures of seismic waves propagated through the triaxial specimen along horizontal and oblique directions. After a detailed description of the arrangement of the new transducers and of the testing methodology adopted, it is shown that this technique has the same degree of reliability and offers the same interpretation difficulty as the previously adopted ones. The application fields concern the evaluation of inherent and stress-induced anisotropy of triaxial soil specimens and the determination of the five independent parameters of the stiffness matrix of the cross anisotropic elastic model that seems to reproduce well the behavior of reconstituted Ticino sand within the small strain elastic region.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElasticity.
=650  \0$aLaboratory device.
=650  \0$aModulus of deformation.
=650  \0$aShear modulus.
=650  \0$awave propagation.
=650  \0$atriaxial test.
=650  \0$afast Fourier transform.
=650  14$aLaboratory device.
=650  24$aElasticity.
=650  24$aModulus of deformation.
=650  24$aShear modulus.
=650  24$aTriaxial test.
=650  24$aWave propagation.
=700  1\$aCapoferri, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11344J.htm

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=024  7\$a10.1520/GTJ11346J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11346J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.4
=082  04$a620.11274$223
=100  1\$aYesiller, N.,$eauthor.
=245  10$aEvaluation of Geomembranes Using an Ultrasonic Method /$cN. Yesiller, S. Sungur.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aAn ultrasonic testing procedure was developed to evaluate geomembranes. The pulse-echo inspection technique was used on the surface of geomembranes without disturbing the material. The equipment required consists of a P-wave transducer, a pulser-receiver, and a signal acquisition system. Travel time of ultrasonic waves and waveform energy are measured to evaluate the condition of geomembranes. Laboratory tests were conducted to assess the effectiveness of the method. Defects that simulate installation damage and various in-service degradation conditions were induced on samples. The defects were identified with the ultrasonic method at a success rate higher than 98%. Changes in the thickness or the microstructure of the geomembranes were identified. Surficial and internal defects were located. Defects that were not visible from the measurement surfaces were identified. This method appears promising to monitor the condition of geomembranes in the laboratory or in the field and to assess in situ damage to geomembranes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeomembrane defects.
=650  \0$aGeomembranes.
=650  \0$aGeosynthetics.
=650  \0$aultrasonic testing.
=650  \0$anondestructive testing.
=650  \0$aSoil mechanics.
=650  14$aGeomembranes.
=650  24$aGeosynthetics.
=650  24$aUltrasonic testing.
=650  24$aNondestructive testing.
=650  24$aGeomembrane defects.
=700  1\$aSungur, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11346J.htm

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=024  7\$a10.1520/GTJ11349J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11349J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA709.5
=082  04$a624.1/5136$223
=100  1\$aGabr, MA.,$eauthor.
=245  12$aA Potential Model for Compaction Evaluation of Piedmont Soils Using Dynamic Cone Penetrometer (DCP) /$cMA. Gabr, J. Coonse, PC. Lambe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe potential use of the Dynamic Cone Penetrometer (DCP) as a compaction quality control tool is investigated in this study. The DCP is a simple device and relatively inexpensive to operate. Results from a laboratory testing program performed on three piedmont residual soils with appreciable fine content (> 60%) yielded correlation patterns for the estimation of moisture content (w) and dry unit weight (?dry), based on the DCP penetration rate (PR). The PR-liquidity index (LI) data were best correlated with an equation in the form of LI = A Log PR-Bm. For the test soils, A was equal to 0.65 and Bm = 1.2. On the other hand, the PR-degree of saturation (S) data were best correlated with the equation in the form of S = 1 ? eCm*PR with the Cm coefficient estimated equal to -0.065. Using the principles of soil mechanics, w and ?dry are calculated based on the predicted LI and S values, respectively. Using the water content and unit weight models, and on the average, the water content was underpredicted by 0.2% and the dry unit weight was overpredicted by 0.3 kN/m3. The developed model parameters are expected to vary for different soil types as well as compaction effort and a field calibration procedure in which moisture contents and dry densities are evaluated by alternative means, on a limited scale, is recommended.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalifornia bearing ratio.
=650  \0$aCompaction.
=650  \0$aDynamic cone.
=650  \0$aQuality control.
=650  \0$aResidual soil.
=650  \0$aSaturation.
=650  \0$aSubgrade.
=650  \0$aresidual soils.
=650  \0$aunsaturated.
=650  \0$aporous.
=650  14$aCalifornia bearing ratio.
=650  24$aCompaction.
=650  24$aDynamic cone.
=650  24$aQuality control.
=650  24$aResidual soil.
=650  24$aSaturation.
=650  24$aSubgrade.
=650  24$aUnsaturated.
=700  1\$aCoonse, J.,$eauthor.
=700  1\$aLambe, PC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11349J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11353J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11353J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA401
=082  04$a691$223
=100  1\$aSubba Rao, KS.,$eauthor.
=245  10$aDiscussion on "Direct Shear Interface Test for Shaft Capacity of Piles in Sand" by E. Saibaba Reddy, D. N. Chapman, and V. V. R. N. Sastry /$cKS. Subba Rao, MM. Allam, RG. Robinson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAverage particle size.
=650  \0$aConstruction materials.
=650  \0$aInterface friction.
=650  \0$aRelative roughness.
=650  \0$aSands.
=650  \0$aBuilding materials.
=650  \0$aArchitectural materials.
=650  14$aInterface friction.
=650  24$aRelative roughness.
=650  24$aConstruction materials.
=650  24$aSands.
=650  24$aAverage particle size.
=700  1\$aAllam, MM.,$eauthor.
=700  1\$aRobinson, RG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11353J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11343J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11343J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.118$223
=100  1\$aMalusis, MA.,$eauthor.
=245  12$aA Laboratory Apparatus to Measure Chemico-Osmotic Efficiency Coefficients for Clay Soils /$cMA. Malusis, CD. Shackelford, HW. Olsen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aA laboratory apparatus for measuring the chemico-osmotic efficiency coefficient, ?, for clay soils in the presence of electrolyte solutions is described. A chemico-osmotic experiment is conducted by establishing and maintaining a constant difference in electrolyte concentration across a soil specimen while preventing the flow of solution through the specimen. The chemico-osmotic efficiency coefficient is derived from a measured pressure difference induced across the specimen in response to the applied concentration difference. The effective diffusion coefficient (D*) and retardation factor (Rd) of the electrolytes (solutes) also can be determined simultaneously by measuring the diffusive solute mass flux through the specimen until steady-state diffusion is achieved. Experimental results using specimens of a geosynthetic clay liner subjected to potassium chloride solutions indicate that the measurement of ? may be affected by soil-solution interactions, as well as by changes in the induced chemico-osmotic pressure difference due to solute diffusion. As a result, ? should be evaluated using the induced pressure difference at steady state. The time required to achieve a steady-state response in induced pressure difference is related to the time required to achieve steady-state diffusion of all solutes, and may be affected by the circulation rate at the specimen boundaries. The circulation rate should be sufficiently rapid to minimize changes in the boundary concentrations due to diffusion, but sufficiently slow to allow measurement of solute mass flux at the lower concentration boundary for evaluating D* and Rd.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemico-osmosis.
=650  \0$aChemico-osmotic efficiency coefficient.
=650  \0$aChemico-osmotic pressure.
=650  \0$aCoupled phenomena.
=650  \0$aDiffusion testing.
=650  \0$aEffective diffusion coefficient.
=650  \0$aGeosynthetic clay liners.
=650  \0$aReflection coefficient.
=650  \0$aRetardation factor.
=650  \0$aHeat resistant materials.
=650  \0$aCeramic engineering.
=650  \0$aCeramic materials.
=650  14$aChemico-osmosis.
=650  24$aChemico-osmotic pressure.
=650  24$aChemico-osmotic efficiency coefficient.
=650  24$aCoupled phenomena.
=650  24$aDiffusion testing.
=650  24$aEffective diffusion coefficient.
=650  24$aGeosynthetic clay liners.
=650  24$aReflection coefficient.
=650  24$aRetardation factor.
=700  1\$aShackelford, CD.,$eauthor.
=700  1\$aOlsen, HW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11343J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11345J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11345J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA413.5
=082  04$a620.1/123/0287$223
=100  1\$aBobet, A.,$eauthor.
=245  10$aInfluence of the Loading Apparatus on the Stresses within Biaxial Specimens /$cA. Bobet.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe design and construction of a biaxial loading machine is presented in this paper. Two major concerns are addressed in designing the machine: alignment between the loading axes and the specimen, and shear stresses (friction) that may develop between the loading platens and the specimen. The alignment requirement is solved by constructing a multi-frame machine in which the horizontal frame hangs from the top of a 890 kN (200 Kip) Baldwin machine by cables and springs, thus allowing displacements and rotations of the horizontal loading axis with respect to the vertical axis. Shear stresses between the platens and the specimen are reduced by using brush platens. These platens are made of independent plates flexible enough to bend and thus reduce the transmitted friction. Numerical modeling of the interaction between the machine, platens, and the specimen shows the advantage of the multi-frame machine with brush platens over other combinations. With a multi-frame machine with brush platens, the stress field is uniform at the center of the specimen; differences between the applied and the obtained stresses are mostly within a 10% error, and are produced at the top boundary of the specimen. A single-frame machine with brush platens produces a nonsymmetric stress field and increases the confinement in the specimen as much as 5%. Rigid platens produce unloading within the specimen, which will cause an overprediction in the strength of the material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBiaxial equipment.
=650  \0$aNumerical modeling.
=650  \0$aStrength.
=650  \0$aStress-strain.
=650  \0$astrain measurement.
=650  \0$aStrains and stresses$xMeasurement.
=650  \0$aStrain gages.
=650  14$aBiaxial equipment.
=650  24$aStress-strain.
=650  24$aStrength.
=650  24$aNumerical modeling.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11345J.htm

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=024  7\$a10.1520/GTJ11350J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11350J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aLee, F-H,$eauthor.
=245  10$aEffects of Installation Method on Sand Compaction Piles in Clay in the Centrifuge /$cF-H Lee, Y-W Ng, K-Y Yong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe effects of the method of installation of centrifuge model sand compaction piles (SCPs) in soft clay are studied. The comparative study involves the frozen pile method, a 1-g displacement method, and a high-g displacement method. The results show that, although all the SCP-improved models exhibit higher strength compared to the unimproved models, both displacement methods confer additional enhancement in strength to ground improvement, which was not present in the frozen pile models. In addition, wavy settlement patterns were also observed in the frozen pile models, but not in the displacement models. The observed differences were explained by the postulated differences in stress states of the improved models. For the frozen pile models, thawing during reconsolidation was postulated to lead to a reduction in effective lateral stress, resulting in further softening of the clay. On the other hand, the cavity expansion effect caused by the displacement methods was postulated to lead to a set-up in the strength of the clay, thereby resulting in better integrity in the response of the improved ground to loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aClay.
=650  \0$aInstallation.
=650  \0$aSand compaction piles.
=650  \0$aStrength.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aSand compaction piles.
=650  24$aStrength.
=650  24$aClay.
=650  24$aCentrifuge.
=650  24$aInstallation.
=700  1\$aNg, Y-W,$eauthor.
=700  1\$aYong, K-Y,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11350J.htm

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=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ19970004$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970004$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE205
=082  04$a625.8/028$223
=100  1\$aPorbaha, Ali,$eauthor.
=245  10$aLaboratory Investigation of Nonuniformly Reinforced Soil-Retaining Structures /$cAli Porbaha, Deborah J. Goodings.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aVertical and sloping model walls and steep slopes were built with uniform and nonuniform geotextile and backfilled with cohesive clay soil and tested to failure using a geotechnical centrifuge. The results demonstrate an overall better performance for nonuniformly reinforced models compared to the uniformly reinforced walls and slopes with equal reinforced volumes in terms of postponing the development of tension crack, increasing the prototype equivalent height at failure, and improving the reinforcement effect. These effects were more dominant for vertical walls than for slopes of 63.4°  (1H:2V). However, the uniformly reinforced walls and slopes showed a better sign of warning prior to failure. Limit equilibrium stability analysis using the simplified Bishop method incorporating tangential and/or horizontal reinforcement was found to be a good predictor of model behavior. The implications of this investigation will have practical significance in cost-effective widening of existing highway and railway embankments.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aCohesive soil.
=650  \0$aGeotextile.
=650  \0$aRetaining structure.
=650  \0$aRoad materials$xTesting.
=650  \0$aModulus of elasticity.
=650  \0$aCohesive soils.
=650  \0$aDynamic tests.
=650  14$aCentrifuge modeling.
=650  24$aGeotextile.
=650  24$aRetaining structure.
=650  24$aCohesive soil.
=700  1\$aGoodings, Deborah J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970004.htm

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=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ19970008$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970008$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aLiang, Liqun,$eauthor.
=245  14$aThe Use of Digital Image Processing in Monitoring Shear Band Development /$cLiqun Liang, Adel Saada, J. Ludwig Figueroa, C. T. Cope.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA new technique involving sample preparation, video imaging, and image analysis has been developed to observe the kinematics of shear bands when geomaterials are subjected to a general state of combined stress. The technique provides an effective, low-cost, and non-invasive way to monitor the development and measure the deformations inside and outside the shear bands. Its capabilities are demonstrated through a series of drained tests in which thin hollow cylinders of sand are subjected to combinations of hydrostatic, axial, and torsional stresses. It is shown that the deformation within the shear band is different from the global one and the one in its vicinity. For sand specimens with the same configuration, density, and confining pressure, the initiation, orientation, and thickness of shear bands depend on the loading path.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBifurcation.
=650  \0$aDilation.
=650  \0$aHollow cylinder specimen.
=650  \0$aImage analysis.
=650  \0$aLaboratory tests.
=650  \0$aLocal deformation.
=650  \0$aSand.
=650  \0$aShear band.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aImage analysis.
=650  24$aShear band.
=650  24$aBifurcation.
=650  24$aSand.
=650  24$aDilation.
=650  24$aLocal deformation.
=650  24$aLaboratory tests.
=650  24$aHollow cylinder specimen.
=700  1\$aSaada, Adel,$eauthor.
=700  1\$aFigueroa, J. Ludwig,$eauthor.
=700  1\$aCope, C. T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970008.htm

=LDR  03169nab a2200661 i 4500
=001  GTJ19970011
=003  IN-ChSCO
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=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ19970011$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970011$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aMartin, Gina Kates,$eauthor.
=245  10$aSeismic Flat Dilatometer Tests in Connecticut Valley Varved Clay /$cGina Kates Martin, Paul W. Mayne.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aDownhole shear wave velocity measurements have been incorporated within a "Marchetti" flat dilatometer by placing a velocity transducer in a connecting rod just above the blade. The hybrid of combining downhole seismic with flat dilatometer, termed the seismic dilatometer test (SDMT), has the superior advantages of determining both the routine estimates of soil properties and stratigraphic information, while also measuring the small-strain stiffness within a single sounding. The SDMT is rapid, simple, and cost effective, requiring essentially no more time than a conventional dilatometer sounding. Results of seismic dilatometer testing in clays at the National Geotechnical Experimental Test Site (NGES) in Amherst, Massachusetts are presented and compare favorably with results from companion series of seismic cone penetrometer tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aDownhole test.
=650  \0$aFlat dilatometer.
=650  \0$aGeophysics.
=650  \0$aPenetration tests.
=650  \0$aShear modulus.
=650  \0$aShear wave velocity.
=650  \0$aShear wave.
=650  \0$aSmall-strain modulus.
=650  \0$aStiffness.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aClay.
=650  24$aDownhole test.
=650  24$aFlat dilatometer.
=650  24$aGeophysics.
=650  24$aPenetration tests.
=650  24$aShear wave velocity.
=650  24$aShear modulus.
=650  24$aShear wave.
=650  24$aSmall-strain modulus.
=650  24$aStiffness.
=700  1\$aMayne, Paul W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970011.htm

=LDR  03000nab a2200589 i 4500
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=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ19970007$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970007$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a625.7/32$223
=100  1\$aSingh, Gurdev,$eauthor.
=245  10$aMeasurement of Moisture Content with a Penetrometer /$cGurdev Singh, Braja M. Das, M. K. Chong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aInterpretation and reliability of in situ tests, such as cone penetration, can be improved if in situ moisture content and density can be measured without affecting the speed of site investigation significantly. This paper describes the principle and technique of determining moisture content with a penetrometer that can measure the dielectric constant (specific inductive capacitance) of soils. Effects of various factors, such as salt content of water, on the measured parameter are discussed with special reference to frequency of the measuring bridge. This study shows that it is possible to determine the in situ moisture content of soils from measurements conducted at very high frequencies. This method presents particular promise because the moisture content versus capacitance relationship has been found to be practically independent of soil type.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapacitance.
=650  \0$aIn situ testing.
=650  \0$aMoisture content.
=650  \0$aPenetrometer.
=650  \0$aSalt content.
=650  \0$aSoils$zUnited States$xTesting.
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  \0$acone penetrometer.
=650  14$aCapacitance.
=650  24$aIn situ testing.
=650  24$aMoisture content.
=650  24$aPenetrometer.
=650  24$aSalt content.
=700  1\$aDas, Braja M.,$eauthor.
=700  1\$aChong, M. K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970007.htm

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=024  7\$a10.1520/GTJ19970001$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970001$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD884.5
=082  04$a363.73/92$223
=100  1\$aAkram, M. H.,$eauthor.
=245  10$aFiltration of Fly Ash Using Nonwoven Geotextiles :$bEffect of Sample Preparation Technique and Testing Method /$cM. H. Akram, M. A. Gabr.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe long-term filtration behavior of nonwoven geotextiles with fly ash is investigated using gradient ratio tests [ASTM Test Method for Measuring the Soil-Geotextile Clogging Potential by the Gradient Ratio (D 5101-90)] for the duration of approximately ?4000 h under an applied hydraulic gradient of 3. In parallel, rigid wall permeability tests under the relatively high hydraulic gradient of 25 are conducted to investigate the potential of expediently simulating the long-term filtration behavior of the geotextile-fly ash system. Four nonwoven geotextiles ranging in apparent opening size from No. 70 to 170 are used with specimens prepared using a dry method and a slurry method of preparation and then back-saturated with deaired water. Results indicated that the fly ash-geotextile systems are stabilized after approximately 2000 h with less piping observed for the slurry specimens. Permeability across the slurry specimens is measured to be 1/2 to 1/3 that of the dry specimens. Testing under a hydraulic gradient of 25 and for the duration of 25 h has yielded a steady state k value similar to those obtained from the GR tests after a testing duration of 4000 h. All the geotextile-fly ash systems are categorized as stable based on the stability limit set for the granular filters with the measured rate of fly ash passing through the geotextiles found to be less than or equal to 0.04 g/cm2.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFiltration.
=650  \0$aGeotextile.
=650  \0$aGradient ratio.
=650  \0$aPermeability.
=650  \0$aPiping.
=650  \0$aFly ash.
=650  \0$aBoilers$xDust control.
=650  \0$aFilters and filtration.
=650  \0$aFabric filters.
=650  14$aFiltration.
=650  24$aFly ash.
=650  24$aGeotextile.
=650  24$aGradient ratio.
=650  24$aPermeability.
=650  24$aPiping.
=700  1\$aGabr, M. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970001.htm

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=024  7\$a10.1520/GTJ19970006$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970006$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA367.5
=082  04$a621.36/6$223
=100  1\$aKutter, Bruce L.,$eauthor.
=245  10$aConstant p' and Constant Volume Friction Angles Are Different /$cBruce L. Kutter, Yie-Ruey Chen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aA series of undrained and drained constant p triaxial compression and extension tests were conducted on Nevada sand at a relative density of about 70%. Most drained tests exhibited a peak followed by a drop of deviatoric stress. The drop in stress corresponded to a drop in dilatancy rate and the formation of a shear band. In most undrained tests, negative pore pressures developed and deviatoric stress increased during the constant volume phase of the test. Eventually, cavitation of the pore fluid occurred and the deviatoric stress stabilized. The maximum stress ratios (and maximum mobilized friction angles) achieved in drained, constant p' tests were significantly larger than in the constant volume portions of the undrained tests. Rowe (1969) and Bolton (1986) proposed that the peak friction angle has a component due to the critical state friction angle and a component due to the dilation rate. In undrained shear, there is no net dilation, yet the peak mobilized friction angle exceeds the critical state friction angle. The friction angle mobilized in undrained shear appears to be a function of the plastic dilation rate. The plastic dilation rate was estimated in the undrained tests by setting the sum of elastic and plastic dilation rates to zero. The difference between drained and undrained friction angles is consistent with the difference between plastic dilation rates in drained and undrained tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical state.
=650  \0$aDilation.
=650  \0$aDrained shear.
=650  \0$aFailure.
=650  \0$aFriction angle.
=650  \0$aFriction.
=650  \0$aSand.
=650  \0$aTriaxial test.
=650  \0$aUndrained shear.
=650  \0$aAcoustic velocity meters.
=650  \0$aShear wave velocities.
=650  14$aSand.
=650  24$aTriaxial test.
=650  24$aFriction angle.
=650  24$aFriction.
=650  24$aDilation.
=650  24$aCritical state.
=650  24$aFailure.
=650  24$aDrained shear.
=650  24$aUndrained shear.
=700  1\$aChen, Yie-Ruey,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970006.htm

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=024  7\$a10.1520/GTJ19970012$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970012$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aRao, Sudhakar M.,$eauthor.
=245  10$aLaboratory Studies on the Volume Change Characteristics of Kaolinite Contaminated with Sodium Phosphate/Sulfate /$cSudhakar M. Rao, P. Mohan Rami Reddy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aReported distress to an industrial structure from phosphate/sulfate contamination of kaolinitic foundation soil at an industrial location in Southern India prompted this laboratory study. The study examines the short-term effect of sodium sulfate/phosphate contamination on the swell/compression characteristics of a commercial kaolinite. Experimental results showed that the unsaturated contaminated kaolinite specimens exhibited slightly higher swell potentials and lower compressions than the unsaturated uncontaminated kaolinite specimens. It is suggested that the larger double layer promoted by the increased exchangeable sodium ion concentration is responsible for the slightly higher swell potentials and lower compressions of the unsaturated contaminated kaolinite specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aInorganic contaminants.
=650  \0$aSwell.
=650  \0$aUnsaturated soils.
=650  \0$aClay.
=650  \0$aSwelling soils.
=650  \0$aExpansive clays.
=650  \0$aVolume changes.
=650  \0$aSoil suction.
=650  14$aUnsaturated soils.
=650  24$aSwell.
=650  24$aCompression.
=650  24$aInorganic contaminants.
=700  1\$aReddy, P. Mohan Rami,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970012.htm

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=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ19970003$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970003$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP811
=082  04$a553.6/1$223
=100  1\$aFox, Patrick J.,$eauthor.
=245  10$aDesign and Evaluation of a Large Direct Shear Machine for Geosynthetic Clay Liners /$cPatrick J. Fox, Michael G. Rowland, John R. Scheithe, Kris L. Davis, Murray R. Supple, Charles C. Crow.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA large direct shear machine-called the pullout shear machine-for strength testing of geosynthetic clay liners (GCLs) is described. The machine tests rectangular GCL specimens measuring 406 by 1067 mm. The maximum horizontal displacement is 203 mm, which allows for the measurement of both peak and residual shear strengths. The basic design concept for the pullout shear machine is to shear a GCL specimen between a movable pullout plate and a stationary reaction plate, each covered with an aggressive gripping surface. The advantage of this approach is that large specimens can be sheared under high normal stress with negligible friction. Furthermore, the gripping surfaces and the rigidity of the pullout plate enforce uniform shear strain at failure. The paper describes four main components of the machine: (1) the shearing system, (2) the normal stress and vertical displacement system, (3) the specimen hydration system, and (4) the process control and data acquisition system. In addition, a technique is described for the measurement of internal pore pressures within a GCL specimen during hydration and shear. The performance of the pullout shear machine is illustrated using test data for unreinforced and reinforced geotextile-supported GCLs. Finally, the relative merits of the machine are discussed in comparison to the capabilities of other shear testing apparatus currently available.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite.
=650  \0$aDirect shear.
=650  \0$aGeosynthetic clay liner.
=650  \0$aPore pressure.
=650  \0$aShear strength.
=650  \0$aClay Linear.
=650  \0$aBinders (Materials)
=650  14$aGeosynthetic clay liner.
=650  24$aBentonite.
=650  24$aDirect shear.
=650  24$aShear strength.
=650  24$aPore pressure.
=700  1\$aRowland, Michael G.,$eauthor.
=700  1\$aScheithe, John R.,$eauthor.
=700  1\$aDavis, Kris L.,$eauthor.
=700  1\$aSupple, Murray R.,$eauthor.
=700  1\$aCrow, Charles C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970003.htm

=LDR  02653nab a2200601 i 4500
=001  GTJ19970009
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=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ19970009$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970009$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aCharlie, Wayne A.,$eauthor.
=245  10$aRapid Density Profiling of Consolidating Clay Using Synchrotron Radiation /$cWayne A. Charlie, Deanna Durnford, Tammo S. Steenhuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe high-energy, highly collimated X-ray beam at the Cornell High Energy Synchrotron Source (CHESS) was used to provide rapid and high-resolution temporal and spatial density distributions in a consolidating saturated clay specimen. Porewater pressure at the undrained base of the clay was obtained by a porewater pressure transducer. Test results show good agreement between theoretical and experimental density distributions and indicate that synchrotron radiation is a promising and unique method to study consolidation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aConsolidation.
=650  \0$aDensity.
=650  \0$aPore pressure.
=650  \0$aRadiation.
=650  \0$aSynchrotron.
=650  \0$aX-rays.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClay.
=650  24$aConsolidation.
=650  24$aDensity.
=650  24$aPore pressure.
=650  24$aRadiation.
=650  24$aSynchrotron.
=650  24$aX-rays.
=700  1\$aDurnford, Deanna,$eauthor.
=700  1\$aSteenhuis, Tammo S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970009.htm

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=005  20161219061000.0
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=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ19970010$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970010$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aAdamcewicz, Amy S.,$eauthor.
=245  10$aSoil Fabric Changes During Consolidation /$cAmy S. Adamcewicz, Balasingam Muhunthan, Eyad Masad.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA method for characterizing the directional distribution of voids in soils at the microstructural level is presented. A scanning electron microscope (SEM) was used to obtain high-resolution, high-magnification images of the soil microstructure. These images were analyzed using an image analysis program to obtain parameters of the directional void ratio distribution function. Useful indices based on both solid and void phases for describing the changes of fabric in soils are proposed, and their evolution under one-dimensional compression of soils is studied. The analyses showed a high degree of preferred orientation attained by soil particles during consolidation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aFabric.
=650  \0$aMicroscopy.
=650  \0$aStereology.
=650  \0$aGeotextiles.
=650  \0$aTextile.
=650  14$aConsolidation.
=650  24$aFabric.
=650  24$aMicroscopy.
=650  24$aStereology.
=700  1\$aMuhunthan, Balasingam,$eauthor.
=700  1\$aMasad, Eyad,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970010.htm

=LDR  03429nab a2200589 i 4500
=001  GTJ19970005
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ19970005$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970005$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD795.7
=082  04$a628.4/4564$223
=100  1\$aZhang, Ming,$eauthor.
=245  10$aIntegrated Shear and Flow Parameter Measurement /$cMing Zhang, Tetsuro Esaki, Harold W. Olsen, Yasuhiro Mitanf.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aStudies on the variation of permeability and the specific storage of bentonite-sand mixtures with shear deformations that may be caused by earthquakes and/or other geological events are of fundamental importance for long-term safety assessments of radioactive nuclear waste disposal facilities. This paper presents a recently developed and improved method for integrated shear and flow parameter measurements on a mixture of Kunigeru V1 Bentonite and D-Sand. This material will be used in low-level radioactive nuclear waste disposal facilities in Japan. The results of this study show that: (1) temperature control is important for measuring hydraulic parameters of low-permeability materials with the flow pump method; (2) shear strains up to about 3% did not significantly influence either the permeability or the specific storage of the bentonite-sand mixture; and (3) permeability and specific storage values interpreted from different time intervals during the transient rise and transient decay phases of the flow pump permeability tests were almost the same, which suggests that the reliability of both the experimental results and the newly derived theoretical analysis used to interpret the hydraulic parameters.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite-sand mixture.
=650  \0$aFlow pump.
=650  \0$aPermeability.
=650  \0$aShear strain.
=650  \0$aWaste disposal.
=650  \0$aClay soils$xPermeability.
=650  \0$aEngineered barrier systems (Waste disposal)
=650  \0$aGeosynthetics.
=650  \0$aSanitary landfills$xLinings.
=650  14$aPermeability.
=650  24$aShear strain.
=650  24$aBentonite-sand mixture.
=650  24$aFlow pump.
=650  24$aWaste disposal.
=700  1\$aEsaki, Tetsuro,$eauthor.
=700  1\$aOlsen, Harold W.,$eauthor.
=700  1\$aMitanf, Yasuhiro,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970005.htm

=LDR  02895nab a2200577 i 4500
=001  GTJ19970002
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ19970002$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19970002$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a620.43$223
=100  1\$aBopp, Paul A.,$eauthor.
=245  10$aMembrane Penetration in Granular Materials at High Pressures /$cPaul A. Bopp, Poul V. Lade.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe Roscoe dummy-rod method was employed to determine the influence of membrane penetration over a large pressure range for Cambria sand. Specimens with three different initial relative densities were subjected to increasing isotropic confining pressures, up to a maximum stress of 60 MPa. A relationship between effective confining pressure and volume change due to membrane penetration was established. Results indicate that above a confining pressure of approximately 8 MPa, membrane penetration decreases with increasing confining pressure. This is believed to be a function of particle crushing. It was also found that over a large pressure range initial relative density influences the degree of membrane penetration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGranular materials.
=650  \0$aHigh pressure.
=650  \0$aInitial relative density.
=650  \0$aIsotropic compression.
=650  \0$aMembrane penetration.
=650  \0$aParticle crushing.
=650  \0$aGranular materials$xMechanical properties.
=650  \0$aSoil mechanics.
=650  \0$aGranula?rer Stoff.
=650  14$aGranular materials.
=650  24$aHigh pressure.
=650  24$aIsotropic compression.
=650  24$aMembrane penetration.
=650  24$aParticle crushing.
=650  24$aInitial relative density.
=700  1\$aLade, Poul V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19970002.htm

=LDR  03102nab a2200553 i 4500
=001  GTJ20150023
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150023$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150023$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a625.7/32$223
=100  1\$aYu, X.,$eauthor.
=245  10$aDesign and Evaluation of a Thermo-TDR Probe for Geothermal Applications /$cX. Yu, N. Zhang, A. Pradhan, B. Thapa, S. Tjuatja.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b56
=520  3\$aA thermo-time domain reflectometry (TDR) probe can function both as a regular probe, for measuring moisture and density, and a dual heat probe, for measuring thermal conductivity, thermal diffusivity, and volumetric heat capacity. This paper describes the design, fabrication, and evaluation of a newly developed thermo-TDR probe. The developed probe was first calibrated for its TDR function in chemicals with known dielectric constants and electrical conductivity. Then the probe was tested in three sands and Kaolin clay at different moisture contents and densities. Available methods for analyses of the thermo-TDR-acquired signals were presented and discussed. The measured thermal properties were also compared against a standard thermal probe KD2 pro. It was found that the thermo-TDR probe has satisfactory accuracy in measurements of soil thermal conductivity, moisture content, and dry density. Based on the test results, recommendations have been provided regarding the use of thermo-TDR probes for geothermal applications.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMoisture content.
=650  \0$aThermal conductivity.
=650  \0$aThermo-TDR probe.
=650  \0$adry density.
=650  \0$aStiffness.
=650  \0$aSoils Density.
=650  14$aThermo-TDR probe.
=650  24$aThermal conductivity.
=650  24$aMoisture content.
=650  24$aDry density.
=700  1\$aZhang, N.,$eauthor.
=700  1\$aPradhan, A.,$eauthor.
=700  1\$aThapa, B.,$eauthor.
=700  1\$aTjuatja, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150023.htm

=LDR  02700nab a2200553 i 4500
=001  GTJ20140112
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140112$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140112$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ211.415
=082  04$a629.8/92$223
=100  1\$aBaziw, Erick,$eauthor.
=245  10$aDesign of a Pseudo-Interval Autonomous SCPT System /$cErick Baziw, Gerald Verbeek.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aSeismic cone penetration testing (SCPT) is a geotechnical tool which allows for the determination of low strain (<10-4%) in situ compression (VP) and shear (VS) wave velocities. Among in situ engineers, there is considerable interest in the development and advancement of SCPT systems, which operate autonomously without any user interaction aside from initial start-up. This technical note outlined such a system (a pseudo-interval autonomous SCPT system), and covered in detail the autonomous sensor based data triggering algorithm, which is an essential element of an autonomous system that can be used both onshore as well as offshore.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPseudo-interval.
=650  \0$aReal-time event detection.
=650  \0$aSeismic cone penetration testing.
=650  \0$aTrigger time.
=650  \0$aTrue-interval.
=650  \0$aMobile robots.
=650  \0$aAutonomous.
=650  14$aSeismic cone penetration testing.
=650  24$aAutonomous.
=650  24$aPseudo-interval.
=650  24$aTrue-interval.
=650  24$aTrigger time.
=650  24$aReal-time event detection.
=700  1\$aVerbeek, Gerald,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140112.htm

=LDR  02748nab a2200481 i 4500
=001  GTJ20140219
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140219$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140219$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA462
=082  04$a620.1/1223$223
=100  1\$aDeo, Ravin N.,$eauthor.
=245  10$aSpectral Induced Polarization Techniques in Soil Corrosivity Assessments /$cRavin N. Deo, James P. Cull.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b58
=520  3\$aWe presented a laboratory method for investigating the spectral induced polarization (SIP) response of soil samples and the implications for overall soil corrosivity. This study was important in order to advance the understanding of soil electrical properties, which can be used diagnostically to assess infrastructure integrity. Presently, isolated measurements of soil resistivity are the only (electrical) parameters that are routinely used to identify soil corrosivity. Our work showed that the low frequency soil spectral properties may lead to better soil corrosivity assessments when coupled effects from clay and salinity were present. In particular, unfolding and interpreting the soil spectral properties using the Cole-Cole model revealed that the normalized chargeability parameter mn was highly appropriate for identifying the character of potentially corrosive soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoil corrosivity.
=650  \0$aSpectral induced polarization.
=650  \0$acorrosion.
=650  \0$aMetals Defects.
=650  14$aSoil corrosivity.
=650  24$aCorrosion.
=650  24$aSpectral induced polarization.
=700  1\$aCull, James P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140219.htm

=LDR  03476nab a2200541 i 4500
=001  GTJ20140237
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140237$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140237$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624/.151$223
=100  1\$aRahman, Md Tahmidur,$eauthor.
=245  10$aAssessment of Molding Moisture and Suction on Resilient Modulus of Lime Stabilized Clayey Subgrade Soils /$cMd Tahmidur Rahman, Rafiqul A. Tarefder.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aA comprehensive laboratory study was undertaken to evaluate the effects of molding moisture and suction on the resilient modulus (MR) and unconfined compressive strength (UCS) of lime stabilized clayey subgrade soils. Two subgrade soils, AASHTO class A-6 and A-7-6, are stabilized with three percentages (0, 5, and 7 %) of lime on the basis of pH test and used to prepare cylindrical MR samples at three moisture contents: optimum moisture content (OMC), dry state (OMC-2 %), and wet state (OMC +2 %). MR tests on lime stabilized soils are conducted with a modified stress sequence incorporated in the AASHTO T307 procedure based on past literature and laboratory experience gained in this study. Test results revealed that the effects of moisture on MR and UCS values of lime stabilized soils were less than those on untreated soils. MR and UCS values increased due to lime treatment, but improvement varied with soil type and lime dose. A filter paper method was used to determine the total and matric suctions at different moisture states in this study. It was observed that osmotic suction increased to 15 % of the total suction due to lime treatment. Finally, an existing MR constitutive model was revised by incorporating total suction. The revised model was shown to have better predictive capability over existing MR models.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLime stabilized clayey subgrade soils.
=650  \0$aMolding moisture.
=650  \0$aResilient modulus.
=650  \0$aUnconfined compressive strength.
=650  \0$asoil suction.
=650  \0$aRoads Foundations.
=650  \0$aGranular soils.
=650  14$aResilient modulus.
=650  24$aUnconfined compressive strength.
=650  24$aMolding moisture.
=650  24$aSoil suction.
=650  24$aLime stabilized clayey subgrade soils.
=700  1\$aTarefder, Rafiqul A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140237.htm

=LDR  03967nab a2200589 i 4500
=001  GTJ20140172
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140172$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140172$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE251
=082  04$a625.8$223
=100  1\$aGrasmick, Jacob G.,$eauthor.
=245  10$aComparison of Multiple Sensor Deflection Data From Lightweight and Falling Weight Deflectometer Tests on Layered Soil /$cJacob G. Grasmick, Michael A. Mooney, Christopher T. Senseney, Roger W. Surdahl, Michael Voth.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aThe lightweight deflectometer (LWD) and falling weight deflectometer (FWD) are in situ dynamic plate load tests used to estimate the stiffness and elastic moduli of bound and unbound materials. The inclusion of radial offset sensors with LWD testing stemmed from the well-established FWD testing method of using deflections at the load plate center and at radial offsets to generate a deflection bowl to estimate the moduli of individual layers in a multi-layer system. Due to the similarities between the LWD and FWD tests, several studies have explored the relationship between center deflection results of the two tests. However, little research exists in the literature addressing LWD testing with multiple sensors and how well those deflections correlate with FWD deflections at the same radial offsets. To this end, 114 multiple sensor LWD and FWD tests were performed on stabilized base materials at three sites and rigorously analyzed to determine if there is a consistent relationship between LWD and FWD center and radial offset deflections across all sites and if the estimated moduli from the same backcalculation approach produce similar or correlated results. The results demonstrated that while relationships are site specific for deflections and moduli estimated from the load plate center, a consistent relationship across all sites is demonstrated from the radial offset measurements. Finite element analysis was conducted to understand the difference in induced strains from the two tests to support and better understand the observed differences in FWD and LWD deflections and backcalculated layer moduli.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElastic modulus.
=650  \0$aFalling weight deflectometer.
=650  \0$aField testing.
=650  \0$aLightweight deflectometer.
=650  \0$aPavement foundations.
=650  \0$aPavement.
=650  \0$aMechanistic design.
=650  \0$acalibration.
=650  14$aLightweight deflectometer.
=650  24$aFalling weight deflectometer.
=650  24$aField testing.
=650  24$aPavement foundations.
=650  24$aElastic modulus.
=700  1\$aMooney, Michael A.,$eauthor.
=700  1\$aSenseney, Christopher T.,$eauthor.
=700  1\$aSurdahl, Roger W.,$eauthor.
=700  1\$aVoth, Michael,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140172.htm

=LDR  03463nab a2200553 i 4500
=001  GTJ20140124
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140124$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140124$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA377
=082  04$a515.353$223
=100  1\$aChapuis, Robert P.,$eauthor.
=245  10$aPermeability Test Results With Packed Spheres and Non-Plastic Soils /$cRobert P. Chapuis, Simon Weber, Franc?ois Duhaime.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b78
=520  3\$aThis paper examines permeability test results with packed spheres and non-plastic soils. Most tests on packed spheres were performed in physics and chemistry, using liquids or gases to measure the intrinsic permeability, K (m2). All K (m2) were converted into saturated hydraulic conductivity ksat (m/s). Equal spheres and spheres having a unimodal or multimodal grain size distribution curve (GSDC) were tested. We point out interesting differences between the approaches in physics, geotechnique, and hydrogeology, then discuss difficulties with testing methods, before analyzing all test data. We propose a method to fit a GSDC with either a single, or a sum of lognormal equations, which gives a closed-form expression for the specific surface. Then, we assess the performance of predictive methods for ksat, including the Kozeny-Carman equation. A few methods, which use only a mean particle size, are shown to give excellent predictions for equal spheres and unimodal packings. Other methods, which use the effective size d10 and the void ratio e, are also shown to give excellent predictions for packed spheres and non-plastic soils, in the ranges for which they were initially developed. A new equation is proposed, which successfully predicts ksat in the range from 1 to 10-10 m/s, when the parameter [d102e3/(1+e)] varies from 10-9 to 102 mm2, for spheres and non-plastic natural soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aNon-plastic soils.
=650  \0$aPermeability test.
=650  \0$aPorosity.
=650  \0$aPrediction.
=650  \0$aCauchy problem.
=650  \0$aspheres.
=650  \0$aDifferential Equations Partial.
=650  14$aSpheres.
=650  24$aPermeability test.
=650  24$aNon-plastic soils.
=650  24$aPorosity.
=650  24$aPrediction.
=700  1\$aWeber, Simon,$eauthor.
=700  1\$aDuhaime, Franc?ois,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140124.htm

=LDR  03260nab a2200469 i 4500
=001  GTJ20150036
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150036$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150036$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGV1061.15.R83
=082  04$a796.42/092$223
=100  1\$aDamavandi-Monfared, Sepideh,$eauthor.
=245  10$aDevelopment of a Miniature Cone Penetrometer for Calibration Chamber Testing /$cSepideh Damavandi-Monfared, Abouzar Sadrekarimi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b72
=520  3\$aCone penetration testing (CPT) has become the industry standard for in situ testing of cohesionless soils, and in particular, field liquefaction evaluation. The empirical methods for the interpretation of CPT data are either based on field data or the observation of CPT measurements in laboratory samples. In this study, a miniature cone penetrometer (with a diameter of 6 mm) is developed for understanding the response of loose to medium-dense sands. A modified triaxial cell is used for sample preparation and containment of the sample during cone penetration. The miniature cone can measure cone tip resistance, sleeve friction, and excess pore water pressure developed at the cone tip. While cone tip resistance is measured by a separate load cell, sleeve friction is obtained by subtracting cone tip resistance from a combined measurement of tip resistance and sleeve frictional force. Due to the free-draining nature of the sand tested in this study, no excess pore water pressure is developed during cone penetration. The measured data from the miniature cone are verified by comparison with CPT resistances measured in several other calibration chamber experiments on similar sands. Compared to a large calibration chamber with a standard size cone, the miniature cone allows quicker and less expensive CPT experiments in a more uniform sample.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField testing.
=650  \0$aSite investigations.
=650  \0$aTrack and field athletes.
=650  14$aSurface and subsurface characterization.
=650  24$aField testing.
=650  24$aSite investigations.
=700  1\$aSadrekarimi, Abouzar,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150036.htm

=LDR  03315nab a2200553 i 4500
=001  GTJ20140275
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140275$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140275$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ1071
=082  04$a621.822$223
=100  1\$aDeckner, Fanny,$eauthor.
=245  10$aInstrumentation System for Ground Vibration Analysis During Sheet Pile Driving /$cFanny Deckner, Kenneth Viking, Claire Guillemet, Staffan Hintze.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aTo enable the study of the sheet pile-soil interaction during driving, it was essential to have a record of the sheet pile vibrations as well as the vibrations at depth in the surrounding soil. In this paper, an instrumentation system for vibration analysis during vibratory sheet pile driving was presented. The instrumentation system was used in a full-scale field test where vibrations were measured on the sheet pile as well as at depth in the ground. The new instrumentation system and the field test were thoroughly described. As a sheet pile was driven into the ground, vibrations were transferred both at the toe and along the shaft. Whether it was the toe or the shaft that created the largest contribution to vibrations in the ground is debated in literature. Results from the field test were presented in order to investigate the effect of the position of the sheet pile toe on the ground vibrations at depth. It was shown that, within a distance of about 1.6 m from the driven sheet pile, the ground vibrations at depth were affected by the passing of the sheet pile toe. The current field test also indicated that the toe contributed to more ground vibrations than the shaft.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFull-scale field test.
=650  \0$aInstrumentation.
=650  \0$aSheet pile.
=650  \0$aVibratory driving.
=650  \0$avibration analysis.
=650  \0$aCondition monitoring.
=650  14$aVibration analysis.
=650  24$aSheet pile.
=650  24$aVibratory driving.
=650  24$aInstrumentation.
=650  24$aFull-scale field test.
=700  1\$aViking, Kenneth,$eauthor.
=700  1\$aGuillemet, Claire,$eauthor.
=700  1\$aHintze, Staffan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140275.htm

=LDR  03715nab a2200625 i 4500
=001  GTJ20140103
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140103$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140103$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC20.7.S64
=082  04$a515/.55$223
=100  1\$aChen, Shaojie,$eauthor.
=245  10$aLow-Strength Similar Materials for Backfill Mining :$bInsight from Experiments on Components and Influence Mechanism /$cShaojie Chen, Hailong Wang, Junwen Zhang, Huilin Xing, Huaiyuan Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aLaboratory physical simulation test with similar materials is an effective tool to study the practical problems in mining and civil engineering. This paper conducted an orthogonal study on low-strength similar materials comprising sand, fly ash and plaster, and analyzed the sensitivity of the materials. It has been found that the mechanical properties of the similar materials extremely depend on the proportioning ratio, and they satisfy the requirements of different laboratory physical simulation tests with similar materials. In addition, the compression strength and elastic modulus of the similar material decrease as the sand-binder ratio or cement ratio increases. The relation between the sand-binder ratio and compression strength of the material and that between the sand-binder ratio and elastic modulus are linear. Meanwhile, the relation between the cement ratio and compression strength and that between the cement ratio and elastic modulus are both exponential. Sensitivity analysis using the range method shows that the effects of the cement ratio on the compression strength and elastic modulus are more significant than the effects of the sand-binder ratio. Finally, one of these similar materials was used in a simulation test on coal backfill mining effectively.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBackfill mining.
=650  \0$aCement ratio.
=650  \0$aLow-strength material.
=650  \0$aMechanical properties.
=650  \0$aOrthogonal study.
=650  \0$aSand-binder ratio.
=650  \0$aSpectral theory.
=650  \0$aOrthogonal polynomials.
=650  \0$aScience.
=650  14$aLow-strength material.
=650  24$aLaboratory physical simulation test with similar materials.
=650  24$aOrthogonal study.
=650  24$aMechanical properties.
=650  24$aSand-binder ratio.
=650  24$aCement ratio.
=650  24$aBackfill mining.
=700  1\$aWang, Hailong,$eauthor.
=700  1\$aZhang, Junwen,$eauthor.
=700  1\$aXing, Huilin,$eauthor.
=700  1\$aWang, Huaiyuan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140103.htm

=LDR  03810nab a2200589 i 4500
=001  GTJ20140074
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140074$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140074$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHV551.4.A4
=082  04$a363.34/921809798$223
=100  1\$aCorreia dos Santos, Ricardo Neves,$eauthor.
=245  10$aLaboratory Test for Evaluating Crack Filling During Internal Erosion in Zoned Dams /$cRicardo Neves Correia dos Santos, Laura Maria Mello Saraiva Caldeira, Emanuel Maranha das Neves.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aA new laboratory test, the crack-filling erosion test (CFET), was developed to study crack filling during the progression of internal erosion in the embankment of zoned dams. Crack filling involves the transport of eroded material from an upstream zone, through a flaw in the core, which is then retained by a downstream granular layer. In the CFET, the specimen comprises a core, an upstream shell material, and a downstream filter layer. These are compacted inside a test apparatus made up of several pieces. The specimen is subjected to water flow through a predrilled hole in the core to simulate a concentrated leak. Seven granular upstream materials, two core soils, and two granular filters are examined. Following an extensive testing program, experimental observations and physical descriptions are presented. Three main types of pattern behaviors are identified: rapid crack filling with almost "no erosion" of the core; filtering after "some erosion" or "excessive erosion" of the core and/or upstream material; and "continuing erosion" of the core and upstream material. When the core has moderate-to-high resistance to erosion, crack filling is mainly governed by grading properties of the upstream zone and of the filter. Crack filling is more likely to occur the finer the filter layer, the higher the fine-sand content of the upstream soil, and the lower the fines content of the upstream soil. Test results are checked against the subjective guidelines on crack-filling action available in the literature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCrack filling.
=650  \0$aCracking.
=650  \0$aInternal erosion.
=650  \0$aTest apparatus.
=650  \0$aUpstream zone.
=650  \0$aZoned embankment dams.
=650  \0$aerosion.
=650  \0$aNatural Disasters.
=650  \0$aFloods.
=650  14$aTest apparatus.
=650  24$aZoned embankment dams.
=650  24$aInternal erosion.
=650  24$aCracking.
=650  24$aCrack filling.
=650  24$aUpstream zone.
=700  1\$aCaldeira, Laura Maria Mello Saraiva,$eauthor.
=700  1\$aMaranha das Neves, Emanuel,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140074.htm

=LDR  03674nab a2200613 i 4500
=001  GTJ20140213
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140213$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140213$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE509.2.E27
=082  04$a551.1/12$223
=100  1\$aChen, Zhi-Bo,$eauthor.
=245  10$aQuick Triaxial Consolidated Drained Test on Gravelly Soil /$cZhi-Bo Chen, Jun-Gao Zhu, Wen-Bin Jian.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aGravelly soil, a mixture of clay and gravel, has been widely used as a core material of high earth core rock fill dams. The triaxial consolidated drained (CD) test for gravelly soil is time-consuming, especially for larger scale test samples because of its low permeability caused by the high content of clay. This study presents a quick triaxial consolidated drained (QCD) test, which can greatly accelerate the CD test on gravelly soil. In the QCD test, the traditional cylindrical specimen was modified to a sand-core cylindrical specimen containing a hollow cylindrical specimen, and the sand column filled in the central hollow. As a result, the sand column in the center of the specimen greatly accelerates the water drainage of the specimen, and both the consolidation stage and the shear stage of the test can be finished quickly. Based on gravelly soil, the comparative tests, including CD tests and QCD tests, are performed. It is concluded that the QCD tests can be conducted more rapidly than CD tests, and the test results of QCD tests, for both stress-strain curves and the parameters of the Duncan-Chang model, are basically identical with that of the CD tests. The QCD test can greatly shorten the studying time on gravelly soil, i.e., the core material of earth core rock fill dams, thus speeding up the future design of dams.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDuncan-Chang model.
=650  \0$aEarth core rock fill dam.
=650  \0$aGravelly soil.
=650  \0$aSand-core cylindrical specimen.
=650  \0$aStress-strain curve.
=650  \0$aTriaxial test.
=650  \0$aearth core.
=650  \0$aGeodynamics.
=650  \0$aMantle of the Earth.
=650  14$aTriaxial test.
=650  24$aTriaxial consolidated drained test (CD)
=650  24$aQuick triaxial consolidated drained test (QCD)
=650  24$aSand-core cylindrical specimen.
=650  24$aGravelly soil.
=650  24$aStress-strain curve.
=650  24$aDuncan-Chang model.
=650  24$aEarth core rock fill dam.
=700  1\$aZhu, Jun-Gao,$eauthor.
=700  1\$aJian, Wen-Bin,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140213.htm

=LDR  03683nab a2200529 i 4500
=001  GTJ20140238
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140238$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140238$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE604
=082  04$a551.8$223
=100  1\$aMasoumi, Hossein,$eauthor.
=245  10$aModification to Radial Strain Calculation in Rock Testing /$cHossein Masoumi, Serkan Saydam, Paul C. Hagan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe complete uniaxial or triaxial stress-strain behavior of a rock sample can be achieved in compressive testing using a servo-controlled testing system. Initially, the load-deformation data is recorded during an experiment, and then to eliminate the scale dependency of force, this data are converted to the stress-strain curve for final reporting. It has been found that because of the particular design of the current sample instrumentation system used to measure the circumferential or lateral deformation during the uniaxial or triaxial compressive tests, a modification is required to be included in the conventional method of radial strain calculation. As a result, a new analytical solution has been developed to improve the accuracy of the radial strain calculation. The modification procedure differs depending on whether the test-sample diameter is greater or less than 50 mm. A comparative study was conducted based on visual observation and quantitative analysis to show the variation in a number of rock parameters including elastic modulus, Poisson's ratio, peak stress, critical strain, residual stress strain, softening fracture energy, and residual stress when this modification was implemented. For a 50-mm-diameter sample, which is the suggested size for rock testing according to the International Society for Rock Mechanics, the effect of this modification on the parameters obtained from the post-peak region, such as critical strain, residual stress strain, and softening fracture energy varied from 5 % to 9 %. It was concluded that the impact of this modification procedure is more significant with smaller-diameter samples used in rock testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRadial deformation.
=650  \0$aRadial strain.
=650  \0$aRock parameters.
=650  \0$aRock deformation.
=650  \0$aVolcanism.
=650  \0$aEarthquakes.
=650  14$aRadial strain.
=650  24$aRadial deformation.
=650  24$aRock parameters.
=650  24$aUniaxial and triaxial compressive tests.
=700  1\$aSaydam, Serkan,$eauthor.
=700  1\$aHagan, Paul C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140238.htm

=LDR  03359nab a2200529 i 4500
=001  GTJ20140201
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140201$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140201$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA593.A2
=082  04$a526.9/82/05$223
=100  1\$aLi, Lin,$eauthor.
=245  12$aA New Triaxial Testing System for Unsaturated Soil Characterization /$cLin Li, Xiong Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b56
=520  3\$aSuction-controlled triaxial tests have been widely used to characterize unsaturated soils. However, this type of test requires sophisticated and therefore expensive equipment, and is very time consuming because of the low permeability of unsaturated soils. Only a few research universities can afford the equipment, which limits the advancement and implementation of unsaturated soil mechanics. This paper proposes a new triaxial testing system for unsaturated soils based upon minor modifications on the conventional triaxial test apparatus for saturated soils. Instead of controlling suction, high-suction tensiometers are adopted to monitor matric suction variations during constant water content triaxial testing. Also, a photogrammetry-based method is used to measure volume changes of unsaturated soil specimens during triaxial testing. To evaluate the capabilities of the proposed testing system, a series of constant water content triaxial tests were performed on unsaturated soils with different moisture content. Matric suction and volume variations during testing were monitored by the high-suction tensiometers and the photogrammetry-based method, respectively. New methods were also proposed to analyze the test results. Analysis results showed that the proposed system is cost effective and efficient for unsaturated soil characterization.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHigh-suction tensiometer.
=650  \0$aOptical ray tracing.
=650  \0$aTriaxial test.
=650  \0$aUnsaturated soil.
=650  \0$aphotogrammetry.
=650  \0$aPhotographic surveying Periodicals.
=650  14$aTriaxial test.
=650  24$aUnsaturated soil.
=650  24$aHigh-suction tensiometer.
=650  24$aPhotogrammetry.
=650  24$aOptical ray tracing.
=700  1\$aZhang, Xiong,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140201.htm

=LDR  03258nab a2200565 i 4500
=001  GTJ20140274
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140274$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140274$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aP93.5
=082  04$a302.23$223
=100  1\$aJain, Sumit,$eauthor.
=245  10$aNon-Contact Sensing System to Measure Specimen Volume During Shrinkage Test /$cSumit Jain, Y. H. Wang, Delwyn G. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThe shrinkage curve provides information of value for the interpretation of soil-water characteristic curve data. However, there is need for an accurate and precise volume measurement technique during the shrinkage test. This paper presented an inexpensive automated digital image processing technique, which allowed accurate and precise measurements of the soil specimen volume. The volume was computed by accurately measuring the radius and height over the entire lateral surface of specimen. The proposed volume measurement technique involved projecting a structured light laser on the soil specimen in order to provide the reference points for measurements. A 360°  view of the specimen was then captured using a camera. High resolution images were then processed using functions developed within MATLAB. The computations also allowed the reconstruction of a 3D mesh model of the specimen. A validation test on a dummy object showed that the error in radius and height measurements at more than 75 % measurement points was less than ±0.05 and ±0.07 mm, respectively. A 99 % accuracy was achieved in the volume measurement of the soil specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$a3D reconstruction.
=650  \0$aImage processing.
=650  \0$aKaolinite clay.
=650  \0$aShrinkage test.
=650  \0$aVolume measurement.
=650  \0$aimage.
=650  \0$aVisual communication.
=650  \0$aVisual Perception.
=650  14$aShrinkage test.
=650  24$aKaolinite clay.
=650  24$aVolume measurement.
=650  24$aImage processing.
=650  24$a3D reconstruction.
=700  1\$aWang, Y. H.,$eauthor.
=700  1\$aFredlund, Delwyn G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140274.htm

=LDR  03452nab a2200553 i 4500
=001  GTJ20140179
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140179$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140179$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aT14.5
=082  04$a303.48/3$223
=100  1\$aJegatheesan, Piratheepan,$eauthor.
=245  10$aLaboratory Model Test on Contact Erosion of Dispersive Soil Beneath Pavement Layers /$cPiratheepan Jegatheesan, Premkumar Sothilingam, Arul Arulrajah, M. M. Disfani, Pathmanathan Rajeev.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aContact erosion failure beneath the pavement layer is frequently under-estimated. The risk of contact erosion failure is high at the interface of pavement embankment constructed on granular working platform material, particularly due to the higher constriction size than the embankment material. In addition, this type of failure occurs in the long-term process and it is furthermore difficult to identify, assess, and mitigate these failures initially. A new laboratory erosion test apparatus was developed in this research and its suitability for determining the risk of pavement deformation due to contact erosion failure as a result of vertical ground water fluctuations at the pavement embankment foundation was assessed. The suitability of this apparatus for the study of contact erosion failure below the pavement layer was examined by studying the erosion rate of dispersive clayey soil placed on the coarse aggregate layer. The soil layer was saturated in five different water cycles and water was allowed to draw down after saturation period for each cycle. The erosion test apparatus developed in this study was found to be suitable and reliable for determining the contact erosion failure under vertical ground water fluctuation beneath the pavement layer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContact erosion.
=650  \0$aGround water fluctuation.
=650  \0$aWorking platform.
=650  \0$ainterface.
=650  \0$aHuman evolution.
=650  \0$aBiotechnology.
=650  14$aContact erosion.
=650  24$aInterface.
=650  24$aGround water fluctuation.
=650  24$aWorking platform.
=700  1\$aSothilingam, Premkumar,$eauthor.
=700  1\$aArulrajah, Arul,$eauthor.
=700  1\$aDisfani, M. M.,$eauthor.
=700  1\$aRajeev, Pathmanathan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140179.htm

=LDR  03049nab a2200565 i 4500
=001  GTJ102802
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102802$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102802$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aBo, Myint Win,$eauthor.
=245  10$aConstant Rate of Loading Test on Ultra-Soft Soil /$cMyint Win Bo, Victor Choa, Kai Sin Wong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe conventional consolidation test on ultra-soft soil takes a long time to complete due to the viscous effect in the early stage of compression. Instead of conducting the test until the end-of-primary (EOP) consolidation at each loading step, the testing time can be shortened if the test is carried out at a constant rate of loading (CRL). In this study the CRL tests were carried out at various loading rates. The settlement and pore pressure behavior were studied, and a suitable rate of loading (1 kPa/800 s) was determined. The proposed rate of loading is slightly slower than the rate of loading for natural clay suggested by others. The transition point between viscous stage and soil stage can be determined from the measured peak pore pressure. The compression indices, the large strain coefficient of consolidation, and the coefficient of permeability can also be determined from the CRL test with the proposed equations. This paper discussed the experimental test on ultra-soft soil at a CRL.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aConsolidation.
=650  \0$aConstant rate of loading.
=650  \0$aPore pressure.
=650  \0$aUltra-soft soil.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aConsolidation.
=650  24$aCompression.
=650  24$aConstant rate of loading.
=650  24$aUltra-soft soil.
=650  24$aPore pressure.
=700  1\$aChoa, Victor,$eauthor.
=700  1\$aWong, Kai Sin,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102802.htm

=LDR  03201nab a2200529 i 4500
=001  GTJ102425
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102425$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102425$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aChang, Wen-Jong,$eauthor.
=245  10$aIn Situ Dynamic Model Test for Pile-Supported Wharf in Liquefied Sand /$cWen-Jong Chang, Jyh-Fang Chen, Hsing-Chuan Ho, Yung-Fang Chiu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aPile-supported wharf is a general option in port design to provide lateral resistance and bearing capacity under both static and dynamic loadings. In situ large-scale physical modeling using surface wave generator was performed to study the dynamic soil-structure interactions in pile-supported wharves and to verify configuration of an in situ monitoring station. A wharf model consisting of two steel pipe piles welded on a steel slab was installed on a reconstituted underwater embankment. Due to screening of stress waves, the two piles are subjected to different loading conditions. Data reduction procedures were developed to analyze coupled shear strain-pore pressure generation behavior, pile responses, and soil-pile interaction characteristics. The results proved that the physical modeling can capture the interactions among the induced shear strain, generated excess pore pressure, and dynamic p-y behavior around piles. Preliminary results also show that evolutions of dynamic p-y curve with excess pore pressure variations should be included in soil-pile interaction modeling.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic soil-structure interaction.
=650  \0$aPile-supported wharf.
=650  \0$aSoil liquefaction.
=650  \0$aSand liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aDynamic soil-structure interaction.
=650  24$aPile-supported wharf.
=650  24$aLarge-scale pile-liquefied soil modeling.
=650  24$aSoil liquefaction.
=700  1\$aChen, Jyh-Fang,$eauthor.
=700  1\$aHo, Hsing-Chuan,$eauthor.
=700  1\$aChiu, Yung-Fang,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102425.htm

=LDR  03398nab a2200577 i 4500
=001  GTJ102391
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102391$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102391$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aKim, Raehyun,$eauthor.
=245  10$aTemperature-Compensated Cone Penetration Test Mini-Cone Using Fiber Optic Sensors /$cRaehyun Kim, Woojin Lee, Jong-Sub Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe mechanical properties obtained by using a strain gauge are influenced by the temperature change that occurs due to the electrical resistance change of the strain gauge and cable. The temperature change, which occurs during cone penetration testing, can produce an unreliable cone tip resistance. Several types of cone penetrometers with diameters ranging from 1 to 7 mm are developed by using fiber Bragg grating (FBG) sensors for the temperature compensation. The design concerns include the configuration, active and temperature sensor installation, and calibration. FBG active sensors monitor both the tip resistance and the temperature change, while the FBG temperature transducer only measures the temperature change. The experimental studies show that the tip resistance estimated by strain gauges is affected by the temperature change in both full and half Wheatstone bridges, but the tip resistance determined by the FBG sensors is independent of the temperature change. The tip resistances determined by the strain gauges and the FBG sensors are reliable after the temperature is compensated for. This study demonstrates that by using FBG sensors, cone penetrometers produce a more reliable cone tip resistance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetrometer.
=650  \0$aFiber Bragg grating.
=650  \0$aFiber optic sensor.
=650  \0$aLayer detection.
=650  \0$aPenetrometer scale.
=650  \0$aTemperature compensation.
=650  \0$aPenetrometer.
=650  \0$aSoil penetration test.
=650  14$aCone penetrometer.
=650  24$aFiber Bragg grating.
=650  24$aFiber optic sensor.
=650  24$aLayer detection.
=650  24$aPenetrometer scale.
=650  24$aTemperature compensation.
=700  1\$aLee, Woojin,$eauthor.
=700  1\$aLee, Jong-Sub,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102391.htm

=LDR  03351nab a2200613 i 4500
=001  GTJ102326
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102326$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102326$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE599.A2
=082  04$a551.3/07$223
=100  1\$aJonnalagadda, Sreeram,$eauthor.
=245  10$aComparison of Resistivity and Time Domain Reflectometry Sensors for Assessing Moisture Content in Bioreactor Landfills /$cSreeram Jonnalagadda, Dinesh Kumar, Pradeep Jain, Nitin Gawande, Timothy G. Townsend, Debra R. Reinhart.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aInstruments that can monitor the in situ moisture content of landfilled waste would be of great benefit to landfill operators, especially those operating their facilities as bioreactor landills (wet landfills). Two instrumentation technologies for measuring in situ moisture content (resistivity sensors and time domain reflectometry (TDR)) in landfills were examined and compared. Resistivity and TDR instruments were installed in close proximity at multiple locations in a leachate recirculation well field at a bioreactor landfill in Florida, and resulting moisture content measurements were assessed. The resistivity instruments were less expensive, easier to install, and found more reliable over time than TDR sensors. Both technologies predicted transient moisture changes in the landfill. The magnitudes of the moisture content values obtained using the two technologies were much higher compared to values estimated using mass balance, suggesting that accurate calibration to field conditions is difficult.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBioreactor.
=650  \0$aLandfill.
=650  \0$aMoisture.
=650  \0$aResistivity.
=650  \0$aSensor.
=650  \0$aTime domain reflectometry.
=650  \0$aLandslides.
=650  \0$aLandslide hazard analysis.
=650  14$aLandfill.
=650  24$aBioreactor.
=650  24$aMoisture.
=650  24$aSensor.
=650  24$aResistivity.
=650  24$aTime domain reflectometry.
=700  1\$aKumar, Dinesh,$eauthor.
=700  1\$aJain, Pradeep,$eauthor.
=700  1\$aGawande, Nitin,$eauthor.
=700  1\$aTownsend, Timothy G.,$eauthor.
=700  1\$aReinhart, Debra R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102326.htm

=LDR  01592nab a2200409 i 4500
=001  GTJ102897
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102897$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102897$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aLade, Poul V.,$eauthor.
=245  10$aGeotechnical Laboratory Measurements for Engineers /$cPoul V. Lade.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102897.htm

=LDR  03581nab a2200565 i 4500
=001  GTJ102360
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102360$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102360$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aChang, Ilhan,$eauthor.
=245  12$aA New Alternative for Estimation of Geotechnical Engineering Parameters in Reclaimed Clays by Using Shear Wave Velocity /$cIlhan Chang, Gye-Chun Cho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThe consolidation behavior of reclaimed clay can be categorized as large strain deformation. Findings from previous studies indicate that the effective stress and the void ratio are important geotechnical engineering parameters for the characterization of large strain consolidation behavior. However, existing in situ consolidation characterization methods of reclaimed clay cannot adequately estimate changes of the effective stress and void ratio during a consolidation process. This paper suggests an alternative method for estimating the geotechnical engineering parameters of reclaimed clays using a shear wave. An in situ self-weight consolidation process of reclaimed clay is simulated in laboratory while shear wave velocity is continuously measured. Experimental results show that there are single trends in relationships among the shear wave velocity, effective stress, void ratio, and geotechnical engineering parameters for a normally consolidated clay (e.g., reclaimed clay). As a practical application, the in situ parameters and the expected settlement are predicted by incorporating the obtained relationships with the in situ shear wave velocity. The predicted values are in good accordance with the values measured in field. Therefore, the proposed method can be used effectively for geotechnical engineering parameter estimations of reclaimed clay during/after self-weight consolidation with the aid of in situ seismic exploration techniques.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aEffective stress.
=650  \0$aGeotechnical engineering parameter.
=650  \0$aReclaimed clay.
=650  \0$aShear wave.
=650  \0$aVoid ratio.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aConsolidation.
=650  24$aGeotechnical engineering parameter.
=650  24$aReclaimed clay.
=650  24$aShear wave.
=650  24$aEffective stress.
=650  24$aVoid ratio.
=700  1\$aCho, Gye-Chun,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102360.htm

=LDR  03210nab a2200661 i 4500
=001  GTJ102686
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102686$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102686$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aKoerner, Robert M.,$eauthor.
=245  10$aPerformance Tests for the Selection of Fabrics and Additives When Used as Geotextile Bags, Containers, and Tubes /$cRobert M. Koerner, George R. Koerner.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThere are two performance tests available for the selection of fabrics and additives when contemplating a geotextile bag, container, or tube application. They are the "hanging bag test" and the "pillow test." Both tests are described in this paper along with data generated by their use. While both can be used for selection purposes, the advantages of the pillow test over the hanging bag test are quite compelling. Items favoring the pillow test are much smaller size, need for less dredged or slurried infill material, better field simulated orientation, and the capability of monitoring hydraulic head versus time behavior. This last item is most important since dredging pressures are always involved and the simulated behavior of the pillow test gives good insight into the anticipated behavior of the full-scale application.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDecontaminants.
=650  \0$aFilter cake.
=650  \0$aFlexible forms.
=650  \0$aFlocculents.
=650  \0$aGeotextile bags.
=650  \0$aGeotextile containers.
=650  \0$aGeotextile forms.
=650  \0$aGeotextile tubes.
=650  \0$aHanging bag test.
=650  \0$aPillow test.
=650  \0$aGeotextiles.
=650  \0$aTextile.
=650  14$aGeotextile forms.
=650  24$aFlexible forms.
=650  24$aGeotextile bags.
=650  24$aGeotextile containers.
=650  24$aGeotextile tubes.
=650  24$aHanging bag test.
=650  24$aPillow test.
=650  24$aFlocculents.
=650  24$aDecontaminants.
=650  24$aFilter cake.
=700  1\$aKoerner, George R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102686.htm

=LDR  03064nab a2200517 i 4500
=001  GTJ102291
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102291$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102291$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN967
=082  04$a553.51$223
=100  1\$aMalekpoor, Mohammad Reza,$eauthor.
=245  10$aLaboratory Study of Soft Soil Improvement using Lime Mortar-(Well Graded) Soil Columns /$cMohammad Reza Malekpoor, Mohammad Mohsen Toufigh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aStone columns and sand compaction piles represent the most known column-type technique for improving soft soils. In this study, more than 675 laboratory tests were carried out on composite specimens with lime mortar-well graded soil (lime-WS) column. These tests were conducted on specimens prepared as lime-WS using a mixture of lime and well graded soil poured into a local clay soil material with various proportions of lime and different curing times. The test programs were designed to investigate influences of variations in the moisture content on composite specimens. All tests were performed on specimens based on the classical California bearing ratio (CBR) testing procedure according to ASTM D1883-94. Test results were used to train an artificial neural network (ANN). ANN makes it possible to predict the behavior of these columns and their load bearing capacity as a function of changes in clay and lime content with different curing times. Tests results show that lime-WS columns, which contain 20 % lime and 22 % clay, increase the strength of soft fine grained soils to a noticeable amount.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCBR value.
=650  \0$aLime mortar.
=650  \0$aSoft clay.
=650  \0$aStone column.
=650  \0$aLime.
=650  14$aSoft clay.
=650  24$aStone column.
=650  24$aLime mortar.
=650  24$aCBR value.
=650  24$aArtificial neural network.
=700  1\$aToufigh, Mohammad Mohsen,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102291.htm

=LDR  03906nab a2200565 i 4500
=001  GTJ102609
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102609$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102609$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aScalia, Joseph,$eauthor.
=245  10$aEffect of Permeant Water on the Hydraulic Conductivity of Exhumed GCLs /$cJoseph Scalia, Craig H. Benson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aHydraulic conductivity tests were performed on geosynthetic clay liners (GCLs) exhumed from composite barriers (i.e., geomembrane over GCL) in four landfill covers using three dilute permeant waters: type II deionized water (DW), 0.01M CaCl2 (so called "standard water" (SW)), and a typical water having average characteristics of eluent from cover soils ("average water" (AW)). Depending on the exhumed state of the GCL, very different (up to four orders of magnitude) hydraulic conductivities were obtained with DW, AW, and SW. When macroscopic features were present in the GCL, similar hydraulic conductivities (1×10-9-2×10-7 m/s) were obtained with SW and AW, but lower hydraulic conductivities were obtained with DW (1×10-11-3×10-10 m/s). For GCLs without macroscopic features, much higher hydraulic conductivities were obtained with SW (1×10-9-2×10-7 m/s) than AW or DW (<2×10-11 m/s) if the exhumed GCL had lower water content (<46 %), whereas similar hydraulic conductivities (<5×10-11 m/s) were obtained with all three waters if the GCL had higher water content (>53 %). For GCLs with lower water contents, permeation with AW or DW had minimal effect on the composition of bound cations. In contrast, permeation with SW reduced the mole fraction of monovalent bound cations. These findings demonstrate that the chemistry of the permeant water can have a significant effect on the hydraulic conductivity of exhumed GCLs even when the permeant water is dilute. To simulate typical conditions, a solution containing 1.3 mM NaCl and 0.8 mM CaCl2 is recommended as the permeant water (73.8 mg of anhydrous NaCl and 87.0 mg of anhydrous CaCl2/L DW). A conservative assessment of hydraulic conductivity can be obtained using 0.3 mM NaCl and 1.9 mM CaCl2 (15.5 mg of anhydrous NaCl and 214.6 mg CaCl2/L DW).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCation exchange.
=650  \0$aCover.
=650  \0$aGeosynthetic clay liner.
=650  \0$aHydraulic conductivity.
=650  \0$aLandfill.
=650  \0$aPermeant water.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aGeosynthetic clay liner.
=650  24$aLandfill.
=650  24$aCover.
=650  24$aCation exchange.
=650  24$aPermeant water.
=650  24$aHydraulic conductivity.
=700  1\$aBenson, Craig H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102609.htm

=LDR  02830nab a2200541 i 4500
=001  GTJ102557
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102557$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102557$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aPoirier, Steven E.,$eauthor.
=245  10$aDevelopment of a Portable Probe for Field and Laboratory Measurement of Low to Medium Values of Soil Suction /$cSteven E. Poirier, Don J. DeGroot.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe sample quality suction probe is an economical, robust, and portable probe capable of obtaining rapid and reliable, direct, non-destructive measurements of soil suction in the field or laboratory. Based on the designs of Ridley and Burland in 1993 and Toker  in 2004 for unsaturated soils, this probe is constructed mainly from commercially available components and the saturation and measurement procedures are easy to perform. The probe is able to obtain repeatable measurements from saturated soil samples in the field immediately after sampling and also in the laboratory prior to specimen preparation for consolidation or strength testing. These suction measurements may be used to evaluate sample quality in the field or in the laboratory prior to specimen testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aResidual effective stress.
=650  \0$aSample disturbance.
=650  \0$aSample quality.
=650  \0$aSuction probe.
=650  \0$aSuction.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aSuction.
=650  24$aSample disturbance.
=650  24$aSample quality.
=650  24$aResidual effective stress.
=650  24$aSuction probe.
=700  1\$aDeGroot, Don J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102557.htm

=LDR  03872nab a2200577 i 4500
=001  GTJ20150288
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150288$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150288$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.P6
=082  04$a620.1/16$223
=100  1\$aIsrar, J.,$eauthor.
=245  10$aLaboratory Investigation of the Seepage Induced Response of Granular Soils Under Static and Cyclic Loading /$cJ. Israr, B. Indraratna, C. Rujikiatkamjorn.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aExperimental observations of the seepage induced response of soils under static and cyclic loading are reported. Hydraulic tests were performed using a modified filtration apparatus designed to capture the response of soils subjected to an upward flow. This apparatus could conveniently monitor various factors influencing the onset of seepage induced failures such as spatio-temporal variations in porosity, average and local hydraulic gradients, and the mean effective stress distribution with depth. Under static conditions, heave and heave-piping failures occurred in densely compacted uniform fine-gravels and fine-sands, respectively, and excessive washout (i.e., suffusion) was observed in gap-graded sandy-gravel soil. Despite this gap-graded soil failing in a similar way under static loading, relatively premature suffusion occurred under cyclic loading that could be attributed to the constant agitation of fines and the development of pore pressure within the pore spaces. The reported results and published data under cyclic loading were compared with various static filtration criteria to assess their potential instability, and they revealed that none could accurately capture their cyclic filtration response. However, at the onset of instability, a unique hydro-mechanical correlation could be observed between the magnitudes of local hydraulic gradients and effective stresses calculated using a proposed stress reduction model. Nevertheless, this correlation governing the inception of instability in reported tests established a clear hydro-mechanical boundary with possible implications for practical filter design under cyclic loading conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loads.
=650  \0$aGranular soils.
=650  \0$aHydraulic gradient.
=650  \0$aSeepage failure.
=650  \0$aStatic.
=650  \0$aPorous materials$xFluid dynamics.
=650  \0$aSeepage$xMathematical models.
=650  \0$aLiquid metals$xViscosity.
=650  \0$aNanostructured materials.
=650  14$aSeepage failure.
=650  24$aGranular soils.
=650  24$aHydraulic gradient.
=650  24$aStatic.
=650  24$aCyclic loads.
=700  1\$aIndraratna, B.,$eauthor.
=700  1\$aRujikiatkamjorn, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150288.htm

=LDR  02917nab a2200529 i 4500
=001  GTJ20150252
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150252$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150252$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN295
=082  04$a622/.8$223
=100  1\$aKayser, Jan,$eauthor.
=245  12$aA Test Apparatus for Alternating Flow in Geotechnical Engineering /$cJan Kayser, Fabian Karl, David Schu?renkamp, Nora Schwab, Hocine Oumeraci.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aAlternating flows in the ground have a detrimental effect on the internal stability of the ground at the bottom of bodies of water, at offshore structures, coastal protection structures, and revetments. A test apparatus for alternating flow was constructed for the purpose of investigating various problems relating to alternating flow in the ground. It was used to conduct investigations into the stability of granular filters for offshore wind turbines subjected to high levels of alternating hydraulic loads. The design criteria for granular filters subjected to oscillating loads must be considerably more stringent than those for granular filters subjected to unidirectional flow. It was also possible to demonstrate that the hydraulic loads due to waves have a significant effect on the filter stability in the area relevant for offshore structures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFilter stability.
=650  \0$aHydro-geotechnical processes.
=650  \0$aTest apparatus.
=650  \0$aCyclic flow.
=650  14$aTest apparatus.
=650  24$aCyclic flow.
=650  24$aHydro-geotechnical processes.
=650  24$aFilter stability.
=700  1\$aKarl, Fabian,$eauthor.
=700  1\$aSchu?renkamp, David,$eauthor.
=700  1\$aSchwab, Nora,$eauthor.
=700  1\$aOumeraci, Hocine,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150252.htm

=LDR  04053nab a2200589 i 4500
=001  GTJ20150227
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150227$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150227$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aBe?suelle, P.,$eauthor.
=245  12$aA New True Triaxial Cell for Field Measurements on Rock Specimens and Its Use in the Characterization of Strain Localization on a Vosges Sandstone During a Plane Strain Compression Test /$cP. Be?suelle, P. Lanata?.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aA new experimental apparatus for rock-specimen analysis has been developed in Laboratoire 3SR (Grenoble) to characterize the evolution under loading of the deformation mode, placing particular attention on the onset of strain localization and the post-localization regime in rocks. The experimental apparatus can be configured to apply true triaxial or plane strain conditions on prismatic specimens, with a confining pressure of up to 100 MPa. The three principal stresses are independently controlled to apply true triaxial conditions. When applying plane strain conditions, the stress perpendicular to the observed specimen's surface is proportionally varied as a function of the loading applied on the specimen, to satisfy the condition of zero strain along this direction. The prismatic specimen can be observed under loading, because its surface, orthogonal with the direction of the intermediate principal stress, is in contact with a hard window (sapphire), thus allowing pictures to be taken throughout the test, as well as enabling full-field measurement. Photographs are analyzed by digital image correlation (DIC) to measure displacement and strain fields. The new true triaxial apparatus is presented here, first with a description of the experimental setup and mechanical characteristics of the cell. Then, the experimental procedure adopted to apply and assess the speckle pattern on the sample's surface, as required for DIC, is detailed. Finally, selected results from a test performed with the true triaxial device on a Vosges sandstone sample, performed in plane strain compression, are shown. The onset of strain localization and the shear bands' pattern evolution are shown by means of incremental strain fields obtained by DIC.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDigital image correlation.
=650  \0$aFailure.
=650  \0$aFull-field measurement.
=650  \0$aPlane strain compression.
=650  \0$aStrain localization.
=650  \0$aTrue triaxial apparatus.
=650  \0$aRock mechanics.
=650  \0$aRocks$xFracture.
=650  14$aTrue triaxial apparatus.
=650  24$aPlane strain compression.
=650  24$aDigital image correlation.
=650  24$aDIC.
=650  24$aRock mechanics.
=650  24$aStrain localization.
=650  24$aFull-field measurement.
=650  24$aFailure.
=700  1\$aLanata?, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150227.htm

=LDR  03163nab a2200517 i 4500
=001  GTJ20150207
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150207$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150207$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aFarias, M. M.,$eauthor.
=245  10$aSimple Methodology to Obtain Critical State Parameters of Remolded Clays Under Normally Consolidated Conditions Using the Fall-Cone Test /$cM. M. Farias, M. A. Llano-Serna.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aThe falling cone is widely used as a laboratory test to determine the liquid limit for the characterization of clay soils. However, remolded undrained shear strength and deformability and strength parameters of critical state models can also be estimated. The objective of this paper is to show a simple methodology to determine these important parameters for engineering simulations. Controlled laboratory tests were carried out on kaolin clay samples using a cone with 30°  of tip angle and 30 g of mass. Mini-vane tests were also performed to determine the remolded undrained shear strength of the samples. The experimental results were used to calibrate the Hansbo cone factor, K, from which it is possible to relate the undrained shear strength and the cone penetration for different water contents. The study shows that a calibrated cone and the proposed methodology may be used to estimate strength and deformability parameters for preliminary stages of design involving remolded clays under normal consolidation conditions in a quick way and at very low cost.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical state parameters.
=650  \0$aFall-cone test.
=650  \0$aNormally consolidated clays.
=650  \0$aUndrained shear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aFall-cone test.
=650  24$aNormally consolidated clays.
=650  24$aUndrained shear strength.
=650  24$aCritical state parameters.
=700  1\$aLlano-Serna, M. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150207.htm

=LDR  03030nab a2200493 i 4500
=001  GTJ20140077
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140077$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140077$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aPS3552.E79
=082  04$a811/.5/4$223
=100  1\$aZhu, Y.,$eauthor.
=245  12$aA New Three-Dimensional Pressure Transducer for Measuring Soft Rock Stress /$cY. Zhu, Q. Liu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aCommonly used methods of measuring rock stress, including hydraulic and borehole relief methods, are difficult to apply in deep soft rock masses. This study proposes a new method to measure stress in soft rock by taking advantage of the strong rheological behavior of soft rock masses. Rock stresses can be gradually measured over time by embedding pressure transducers into soft rock masses; this can be accomplished with a newly developed vibrating-wire pressure transducer that can monitor three orthogonal normal stresses. Based on the elastic theory, this study derives the relationship between applied pressures and frequency changes of the vibrating wire. Uniaxial and triaxial calibration tests were performed using a rock mechanical testing system to investigate the repeatability, linearity, and interference characteristics of the new transducer. The performance of the transducer was also verified in a model test using a true triaxial loading system, in which the transducer was tested under different stress states in a cement mortar body. The results indicate the transducer performs well and is applicable for soft rock stress measurement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRheological behavior.
=650  \0$aRock stress measurement.
=650  \0$aSoft Rock.
=650  \0$aPressure sensor.
=650  14$aRock stress measurement.
=650  24$aPressure sensor.
=650  24$aSoft rock.
=650  24$aRheological behavior.
=700  1\$aLiu, Q.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140077.htm

=LDR  03532nab a2200601 i 4500
=001  GTJ20150289
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150289$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150289$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE599.2
=082  04$a551.307;$223
=100  1\$aTang, Huiming,$eauthor.
=245  10$aDevelopment and Application of In Situ Plate-Loading Test Apparatus for Landslide-Stabilizing Pile Holes /$cHuiming Tang, Yongquan Zhang, Changdong Li, Xinwang Liu, Junjie Wu, Feng Chen, Xiaoyi Wang, Junfeng Yan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aThe horizontal foundation coefficient of pile hole walls is a key factor in the design and maintenance of stabilizing piles. An automatic bearing plate-loading test apparatus was developed to measure the horizontal foundation coefficient of a pile hole wall based on an in situ test. The apparatus has an integral structure, providing two switchable loading modes, i.e., a displacement-control mode and loading-control mode, and all functional parts are integrated into a removable unit. The loading frame is controlled by a proportion integration differentiation closed-loop controller, and its rigidity compensation is considered if a transmission column is used for the large span. The process of the field test is described, including the selection of the test location, preparation of the test hole and operation of the test apparatus. The corresponding relationships between the displacement-foundation coefficient (S-K) curves and the deformation and failure stages of the rock mass during the test are analysed. The accuracy of the test results is assessed via comparison with the corresponding rock layer in the current specification.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus development.
=650  \0$aHorizontal foundation coefficient.
=650  \0$aLandslide.
=650  \0$aPlate-loading test.
=650  \0$aStabilizing pile holes.
=650  \0$aHazard analysis, Landslide.
=650  14$aLandslide.
=650  24$aStabilizing pile holes.
=650  24$aHorizontal foundation coefficient.
=650  24$aPlate-loading test.
=650  24$aApparatus development.
=700  1\$aZhang, Yongquan,$eauthor.
=700  1\$aLi, Changdong,$eauthor.
=700  1\$aLiu, Xinwang,$eauthor.
=700  1\$aWu, Junjie,$eauthor.
=700  1\$aChen, Feng,$eauthor.
=700  1\$aWang, Xiaoyi,$eauthor.
=700  1\$aYan, Junfeng,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150289.htm

=LDR  03640nab a2200541 i 4500
=001  GTJ20150156
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150156$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150156$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aPatil, U. D.,$eauthor.
=245  10$aCharacterization of Compacted Silty Sand Using a Double-Walled Triaxial Cell With Fully Automated Relative-Humidity Control /$cU. D. Patil, L. R. Hoyos, A. J. Puppala.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aA fully automated relative-humidity (auto-RH) control unit has been adapted to a newly implemented double-walled triaxial cell to test unsaturated soils under higher total suction states via the vapor-pressure technique, allowing for direct measurement and control of the relative humidity inside the pores of the test soil. The triaxial system is also suitable for implementing the axis-translation technique. With the operational and fully integrated servo-controlled triaxial system, a series of conventional triaxial compression (CTC) tests were conducted on identically prepared specimens of compacted silty sand under constant total suction states of 20 MPa and 300 MPa, induced and controlled via the automated auto-RH control unit. The suitability and reliability of the integrated system was demonstrated by closely repeatable results obtained from the series of suction-controlled CTC tests. Suitable shearing rates for suction-controlled testing of compacted silty sand, via both axis-translation and relative-humidity-based techniques, were also empirically assessed through a series of strain-/suction-controlled tests. The latter were conducted at different axial loading rates (% axial strain per unit time) under either constant matric suction (0.5 MPa) or constant total suction (300 MPa). In both cases, the most suitable shearing rate was identified as the maximum rate for which the test soil continued to be subjected to a constant matric or total suction throughout the entire shearing stage.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMatric suction.
=650  \0$aStrength and compressibility of soils.
=650  \0$aTotal suction.
=650  \0$aTriaxial testing.
=650  \0$aUnsaturated soils.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soils.
=650  24$aMatric suction.
=650  24$aTotal suction.
=650  24$aTriaxial testing.
=650  24$aStrength and compressibility of soils.
=700  1\$aHoyos, L. R.,$eauthor.
=700  1\$aPuppala, A. J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150156.htm

=LDR  04055nab a2200553 i 4500
=001  GTJ20140257
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140257$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140257$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aXue, J.,$eauthor.
=245  10$aOptimization Technique to Determine the p-y Curves of Laterally Loaded Stiff Piles in Dense Sand /$cJ. Xue, K. Gavin, G. Murphy, P. Doherty, D. Igoe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aLateral loading is often the governing design criteria for piles supporting offshore wind turbines and with the recent growth of this sector, the reliability of traditional design approaches is receiving renewed interest. To accurately assess the behavior of a laterally loaded pile requires a detailed understanding of the soil reaction that is mobilized as the lateral deflection of the pile occurs. Currently, the p-y curve method is widely adopted to model the response of laterally loaded piles. The limitations of existing p-y formulations are widely known, and there is acceptance that load tests on large-diameter stiff monopiles are urgently required to formulate appropriate design methods. However, interpretation of the data from instrumentation placed on stiff monopiles is not straightforward. This paper proposes an optimization technique to derive the soil reaction profile along the shaft of instrumented piles, from which the correlated p-y curves can then be obtained. The method considers force equilibrium, pile deflection, and additional boundary conditions. A set of fourth-order polynomial equations are assumed to model the soil reaction profile under each load step during a monotonic load test. By minimizing the difference between the measured and calculated bending moment and considering equilibrium of the shear forces acting on the pile, the soil reaction profile and the concentrated tip resistance can be obtained simultaneously. A stiff instrumented test pile installed in over-consolidated sand was load tested and the results were used to test the performance of the proposed method. The results are compared with other methods used in literature and practice. The method provides a consistent framework to derive p-y curves from measured strain data. The results of the field test and derived p-y curves confirmed that existing design methods do not accurately capture the lateral loading response of piles in dense sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDense sand.
=650  \0$aLaterally loaded piles.
=650  \0$aOptimization method.
=650  \0$aP-y curve.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aOptimization method.
=650  24$aP-y curve.
=650  24$aDense sand.
=650  24$aLaterally loaded piles.
=700  1\$aGavin, K.,$eauthor.
=700  1\$aMurphy, G.,$eauthor.
=700  1\$aDoherty, P.,$eauthor.
=700  1\$aIgoe, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140257.htm

=LDR  03365nab a2200505 i 4500
=001  GTJ20150199
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150199$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150199$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTR267
=082  04$a775$223
=100  1\$aChen, Z.,$eauthor.
=245  10$aObservations of Multi-Scale Granular Kinematics Around Driven Piles in Plane Strain Condition /$cZ. Chen, M. Omidvar, M. Iskander.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aThe behavior of granular media around driven piles is not well understood. Current design guidelines still remain empirical and highly approximate. Plane-strain calibration chamber tests have been conducted to provide visual observations of the penetration mechanisms occurring during driving. Tests were performed to investigate the effects of confinement, relative density, and soil type. Digital image correlation (DIC) combined with other advanced image analysis tools were used to obtain meso-scale displacement, finite strain maps, as well as micro scale particle kinematics during pile installation. The observed shear strain map for the confined dense Ottawa sand test shows a wedge-type soil failure plane with a rigid cone of sand beneath the pile tip. The obtained volumetric strain maps show an intense compression zone directly below the pile tip, followed by a dilation zone to accommodate shear. High degree of sand compaction at the pile tip during driving also created a thin dilation strip along the pile shaft. High hoop stresses could then be sustained in the surrounding denser sand by arching. Large rotation and chaotic particle motion were also observed in the areas where there were large shear and volumetric strains. The random motion of particles near pile boundaries was further confirmed through affine/non-affine analysis of grain kinematics.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDigital image correlation.
=650  \0$aDriven piles.
=650  \0$aParticle kinematics.
=650  \0$aImage processing$vDigital techniques.
=650  \0$aPhotography$vDigital techniques.
=650  14$aDriven piles.
=650  24$aDigital image correlation.
=650  24$aParticle kinematics.
=700  1\$aOmidvar, M.,$eauthor.
=700  1\$aIskander, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150199.htm

=LDR  03514nab a2200577 i 4500
=001  GTJ20150144
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150144$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150144$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA640.2
=082  04$a624.1/71$223
=100  1\$aGuo, W.-L.,$eauthor.
=245  10$aInvestigation Into the Effects of the Thickness of a Hollow-Cylinder Soil Specimen on the Stress Distributions in Triaxial Torsional Shear Testing /$cW.-L. Guo, J.-G. Zhu, J.-H. Yin, Y. F. Wen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aTo investigate the effect of the thickness of a hollow cylinder on the stress distributions in a torsional triaxial shear test of clay, an equation for calculating the circumferential shear stress on a cross section of the cyclider is derived based on a linear elastic constitutive model and elastic mechanics. The "stress error" parameter and "average stress error" parameters are defined to assess the non-uniformity of stresses. The parameter ranges are discussed for specimens with various thicknesses. Torsional triaxial shear testing of specimens with different thicknesses is simulated in using a three-dimensional finite-element method (3D FEM) with Duncan-Chang's non-linear elastic model. The results show that the circumferential shear stress non-uniformity increases with increasing thickness. The maximum, minimum and average "stress error" values are analyzed for commonly used specimen dimensions. When the soil's stress-strain is linear elastic, the "average stress error" is 12.8 % for an outer radius = 50 mm and a thickness = 20 mm and 9.0 % using Duncan-Chang's model. If the "average stress error" is limited to <= 10 %, the ratio of the inner radius over the outer radius is 0.68.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCircumferential shear stress.
=650  \0$aFinite-element method.
=650  \0$aHollow cylinder specimen.
=650  \0$aStress non-uniformity.
=650  \0$aThickness.
=650  \0$aStructural analysis (Engineering)
=650  \0$aContinuum mechanics.
=650  \0$aFinite element method.
=650  14$aFinite-element method.
=650  24$aCircumferential shear stress.
=650  24$aThickness.
=650  24$aHollow cylinder specimen.
=650  24$aStress non-uniformity.
=700  1\$aZhu, J.-G.,$eauthor.
=700  1\$aYin, J.-H.,$eauthor.
=700  1\$aWen, Y. F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150144.htm

=LDR  04137nab a2200625 i 4500
=001  GTJ20140259
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140259$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140259$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.1509789$223
=100  1\$aHaque, Md. Nafiul,$eauthor.
=245  10$aField Investigation to Evaluate the Effects of Pile Installation Sequence on Pile Setup Behavior for Instrumented Test Piles /$cMd. Nafiul Haque, Murad Y. Abu-Farsakh, Ching Tsai.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b48
=520  3\$aThis paper examined the setup behavior of two 0.61-m (24 in.) test piles (with 44.2-m and 51.8-m lengths) that were installed within 3.05-m (10-ft) center-to-center or 5D (D = Pile Diameter) spacing. The piles were instrumented with strain gauges to measure the load transfer and setup per individual soil layers. The 44.2-m pile was installed 2 h after the 51.8-m pile. Several dynamic load tests (DLT) and one static load test (SLT) were conducted on the test piles to measure the increase in piles resistances with time. The effect of pile installation sequence on setup behavior was also investigated. The test results showed that both test piles exhibited significant increase in pile resistances or setup with time. However, the initial side resistance for the 44.2-m pile (installed 2 h later) was about half the side resistance for the 51.8-m pile; and the rate of side resistance increase with time for the 44.2-m pile was much higher than the 51.8-m pile. This behavior can be attributed to the sequence of pile driving in clayey soils. The driving of the 51.8-m pile caused the development of excess pore water pressure in the surrounding soils that affected the initial pile resistance and the setup rate of the 44.2-m pile. The CAPWAP analysis of DLT and the load distribution plots from SLTs were used to compute the resistance of individual soil layers along the piles' length with time, which showed that clayey soil layers exhibited higher amount of setup compared to sandy-silty soil layers. The results of this study showed that the time, to, to when the setup curves become log linear with respect to time can be as early as 2 h after end of driving. The results of the testing program also indicated that the setup rate parameter "A" is independent of the depth.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aDynamic load test.
=650  \0$aInstrumentation.
=650  \0$aPile installation sequence.
=650  \0$aPile setup.
=650  \0$aPore water pressure.
=650  \0$aStatic load test.
=650  \0$aDrilling.
=650  \0$aPiledriving.
=650  \0$aGranular soils.
=650  \0$aFoundationsoils.
=650  14$aPile setup.
=650  24$aInstrumentation.
=650  24$aStatic load test.
=650  24$aDynamic load test.
=650  24$aPile installation sequence.
=650  24$aConsolidation.
=650  24$aPore water pressure.
=700  1\$aAbu-Farsakh, Murad Y.,$eauthor.
=700  1\$aTsai, Ching,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140259.htm

=LDR  04098nab a2200577 i 4500
=001  GTJ20150292
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150292$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150292$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aD802.E9
=082  04$a940.53/4$223
=100  1\$aZhang, Q.-Q.,$eauthor.
=245  10$aAnalysis on Modification of the Measured Results of Test Pile Due to the Influence of Reaction Piles in Static Loading Test /$cQ.-Q. Zhang, S.-W. Liu, S.-M. Zhang, J. Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aIn static load testing, the measured displacement of the test pile is different from that of an individual pile loaded by the same load. This is because the transferred load of the reaction piles through the soils causes an opposite movement of the test pile. To modify the measured results of test pile due to influence of reaction piles in static loading test conducted by using reaction piles as the reaction system, this paper presented a simple analytical approach for the analysis of the influence of reaction piles on the test pile response in static load testing. This was done by using the load-transfer approach. In this paper, the shaft displacement at a given depth was assumed to be composed of the pile-soil relative displacement developed at the disturbed soil around pile and the elastic vertical soil displacement developed in the soil mass. A load-transfer function which is similar to a hyperbolic model was then established to simulate the relationship between unit skin friction and shaft displacement at a given depth. Furthermore, a hyperbolic model was used to describe the relationship between unit end resistance and pile end displacement. Considering interactive effects between reaction piles and test pile, the load transfer function of the test pile in static load testing conducted using reaction piles as the reaction system is proposed. As to the analysis of the response of an influenced test pile considering progressive deformation of pile-soil system, a highly effective iterative computer program was developed to modify the response of an influenced test pile in static load testing. Comparisons of the load-settlement responses of a single pile and an influenced test pile in static load testing demonstrated that the proposed method is generally in good agreement with the observed behavior and the calculated results derived from other approaches.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEnd resistance.
=650  \0$aInteractive effects.
=650  \0$aModification of measured results.
=650  \0$aReaction pile.
=650  \0$aTest pile.
=650  \0$aSkin friction.
=650  \0$aFriction reduction.
=650  14$aTest pile.
=650  24$aReaction pile.
=650  24$aModification of measured results.
=650  24$aSkin friction.
=650  24$aEnd resistance.
=650  24$aInteractive effects.
=700  1\$aLiu, S.-W.,$eauthor.
=700  1\$aZhang, S.-M.,$eauthor.
=700  1\$aZhang, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150292.htm

=LDR  03677nab a2200601 i 4500
=001  GTJ20150273
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150273$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150273$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE270
=082  04$a625.850288$223
=100  1\$aShaban, Alaa M.,$eauthor.
=245  10$aModeling Long-Term Deformations of Unbound Pavement Materials Using the Miniaturized Pressuremeter Creep Data /$cAlaa M. Shaban, Paul J. Cosentino.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThis research was undertaken to study the predictive capability of the pressuremeter test for characterizing in situ creep behavior of unbound pavement layers. Although the creep potential of granular pavement materials is less pronounced than fine-grained soils, consideration of actual creep deformations in the pavement evaluation process will improve long-term pavement performance. In this investigation, the long-term deformations determined from laboratory one-dimensional creep tests were compared with those investigated by field pressuremeter tests. The pressuremeter test consisted of inflating a cylindrical probe incrementally up to a given stress level, and then maintaining the pressure constant for a 5-min single stage. During this stage, radial deformations of the soil cavity were recorded at each 30-s interval. The one-dimensional creep test was performed on remolded soil specimens through applying a constant stress level for 7 days. Comparison of creep parameters deduced from pressuremeter and creep tests data was based on the Singh-Mitchell creep model. The results showed that the average strain rates derived from in situ pressuremeter data are valid, and compare well with those predicted from the laboratory creep test. Thus, the pressuremeter device can be employed to assess field strain-time behavior of pavement systems in a fast and reliable approach.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCreep.
=650  \0$aPavement.
=650  \0$aPressuremeter.
=650  \0$aStrain rate.
=650  \0$aTime-dependent behavior.
=650  \0$aDeformations (Mechanics)
=650  \0$aPavements, Asphalt concrete$xMaintenance and repair.
=650  \0$aPavements, Asphalt concrete$xTesting.
=650  \0$aPavements, Asphalt$xLive loads$xTesting.
=650  \0$aRutting.
=650  \0$aPavement performance.
=650  \0$aAsphalt concrete.
=650  14$aPressuremeter.
=650  24$aCreep.
=650  24$aPavement.
=650  24$aStrain rate.
=650  24$aTime-dependent behavior.
=700  1\$aCosentino, Paul J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150273.htm

=LDR  03153nab a2200553 i 4500
=001  GTJ20150197
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150197$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150197$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA275
=082  04$a511/.42$223
=100  1\$aSebai, S.,$eauthor.
=245  10$aConsolidation Coefficient by Combined Probabilistic and Least Residuals Methods /$cS. Sebai, S. Belkacemi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aAccurate prediction of the rate of consolidation settlement is dependent upon a reliable method of determining the coefficient of consolidation (cv) and the time to end of primary consolidation of the natural soil. For this purpose, and to circumvent errors associated with graphical procedures in evaluating cv, a FORTRAN program was developed to determine the best fit of laboratory consolidation test data using a combination of a probabilistic method and a minimization of the sum of squared residual (SSR) method. The proposed computer procedure does not use any particular point on the time-settlement curve. The program uses ranges of probable values of d0, d100, and cv. For each set of values d0, d100, and cv selected in a random manner, the SSR is computed. The set of values with the smallest SSR is considered as the best fit. This procedure leads to suitable reference values of the coefficient of consolidation and the end of primary consolidation, and permits an assessment of the accuracy of classical graphical log(t) and t1/2 procedures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation coefficient.
=650  \0$aLog of time method.
=650  \0$aPrimary consolidation.
=650  \0$aProbabilistic.
=650  \0$aSquare root of time method.
=650  \0$aLeast squares.
=650  \0$aMathematical models.
=650  14$aConsolidation coefficient.
=650  24$aPrimary consolidation.
=650  24$aProbabilistic.
=650  24$aLeast squares.
=650  24$aLog of time method.
=650  24$aSquare root of time method.
=700  1\$aBelkacemi, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150197.htm

=LDR  03962nab a2200577 i 4500
=001  GTJ20150074
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150074$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150074$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA705
=082  04$a624/.1513$223
=100  1\$aZou, H.,$eauthor.
=245  10$aAssessment of Measurement Errors of Piezocone Penetration Test in Soft Clay /$cH. Zou, G. Cai, T. V. Bheemasetti, S. Liu, A. J. Puppala.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (21 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b41
=520  3\$aUncertainty evolved through in situ testing, such as measurement error, is a major concern in the characterization of soft clays that suffer from the low strength and high sensitivity of soil properties. In this research, 20 piezocone penetration tests (CPTUs) in a laboratory calibration chamber and 25 CPTUs performed in marine soft clay in Lianyungang, Jiangsu province, China, are considered for characterizing various in situ measurement errors. Equipment error, calibration error, penetration pause effect, and random measurement error are identified as the four main sources of measurement errors based on comprehensive literature review and field observations. Laboratory studies revealed that a coefficient of variability (COV) of 4 % was recorded for uncertainties associated with calibration of the device. Analyses performed on the in situ measurements showed that the COVs of penetration pause effects on cone tip resistance values varied from 0 % to 8 %. The methods of moments and maximum likelihood approach were used to estimate the random measurement error of qt profiles based on the analysis of correlation structure. Both methods showed that COVs of random measurement error of qt ranged from 0 % to 12 %. Using the second-moment statistics, the COVs of the total measurement errors comprising of calibration and equipment error, penetration pause effects and random measurement errors were estimated to vary from 5 % to 15 %. Consequently, a representative CPTU sounding example was used to demonstrate the influence of measurement error on the tip resistance measurements. Overall, this research presents a rational method to improve the accuracy of CPTU measurements in marine soft clay by separating the uncertainties associated with measurement errors.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficient of variation (COV)
=650  \0$aMeasurement error.
=650  \0$aPiezocone penetration test.
=650  \0$aSoft clay.
=650  \0$aUncertainties.
=650  \0$aEngineering geology.
=650  \0$aClay.
=650  14$aUncertainties.
=650  24$aMeasurement error.
=650  24$aCoefficient of variation (COV)
=650  24$aPiezocone penetration test.
=650  24$aSoft clay.
=700  1\$aCai, G.,$eauthor.
=700  1\$aBheemasetti, T. V.,$eauthor.
=700  1\$aLiu, S.,$eauthor.
=700  1\$aPuppala, A. J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150074.htm

=LDR  02780nab a2200625 i 4500
=001  GTJ10175J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10175J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10175J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aDhowian, AW.,$eauthor.
=245  10$aSimplified Heave Prediction Model for Expansive Shale /$cAW. Dhowian.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA model is suggested to predict heave of expansive shale formation based on soil suction change. The model satisfactorily described the field volume change where the anticipated heave is compared with direct measurement obtained from an instrumented field station. The prediction is further simplified by introducing a model that only uses the moisture content variation to determine the amount of heave. Close agreement is observed between measured and model-predicted shale behavior. Application of this simplified model eliminates the difficulty of recovering an undisturbed specimen of shale which is highly weathered and friable as well as laminated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aHeaving.
=650  \0$aMoisture content.
=650  \0$aMoisture index.
=650  \0$aShales.
=650  \0$aSuction index.
=650  \0$aSuction.
=650  \0$aSwell index.
=650  \0$aSwell pressure.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCompressibility.
=650  24$aShales.
=650  24$aHeaving.
=650  24$aMoisture content.
=650  24$aMoisture index.
=650  24$aSuction.
=650  24$aSuction index.
=650  24$aSwell index.
=650  24$aSwell pressure.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10175J.htm

=LDR  02887nab a2200565 i 4500
=001  GTJ10170J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10170J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10170J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aLewis, MJ.,$eauthor.
=245  10$aDesign and Testing of a Synthetic Clay Soil /$cMJ. Lewis, GW. Blaney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA synthetic clay soil mixture was designed and fabricated to comply with similitude requirements set forth in a dynamic scale-model pile group foundation test. The prototype soil was a stiff, fissured, overconsolidated clay soil at the University of Houston Pile Test Facility. The dynamic response of the model soil was determined through testing by resonant column/torsional simple shear methods and by seismic wave velocity tests in the model test bed. The synthetic clay soil was more nearly linear elastic to higher strain levels with less damping than natural clays. The ability of the soil to regain its strength after disturbance was beneficial to the scale-model tests. The design, fabrication, and testing procedures utilized to obtain an appropriate geotechnical material for scale-model soil/structure interaction tests is detailed in this article.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aDynamic testing.
=650  \0$aGeotechnical materials.
=650  \0$aScale-model.
=650  \0$aSoil structure.
=650  \0$aSoil/structure interaction.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aSoil structure.
=650  24$aClays.
=650  24$aGeotechnical materials.
=650  24$aDynamic testing.
=650  24$aScale-model.
=650  24$aSoil/structure interaction.
=700  1\$aBlaney, GW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10170J.htm

=LDR  02323nab a2200577 i 4500
=001  GTJ10181J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10181J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10181J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aClassification of Expansive Soils by Sediment Volume Method /$cA. Sridharan, SM. Rao, S. Joshi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aA soil expansivity classification is proposed based on the sediment volume ratio defined as the ratio of the sediment volume in 0.025% sodium chloride solution to that in kerosene. The results of the proposed classification agree well with one based on the oedometer test results of compacted soil specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aHeave.
=650  \0$aKaolinite.
=650  \0$aMontmorillonite.
=650  \0$aSediment volume.
=650  \0$aSwelling.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aSwelling.
=650  24$aSediment volume.
=650  24$aHeave.
=650  24$aKaolinite.
=650  24$aMontmorillonite.
=700  1\$aRao, SM.,$eauthor.
=700  1\$aJoshi, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10181J.htm

=LDR  02632nab a2200517 i 4500
=001  GTJ10173J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10173J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10173J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSelig, ET.,$eauthor.
=245  10$aAbrasion Tests for Railroad Ballast /$cET. Selig, DL. Boucher.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aMechanical abrasion tests are an important basis for evaluating the suitability of rock for use as railroad ballast. This paper considers three such tests: Los Angeles abrasion, the test primarily used by North American railroads; Deval abrasion, the test primarily used by British Rail; and mill abrasion, a relatively new test being proposed for use in North America. The mill abrasion test is similar to the Deval test. Previous evaluations of the Deval and mill abrasion tests are summarized. Then test data generated by the authors are presented to show the effect of factors influencing the mill abrasion test results. Finally, mill and Los Angeles abrasion results obtained on a wide range of rock type are compared and evaluated using petrographic analysis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbrasion.
=650  \0$aBallast.
=650  \0$aCrushed stones.
=650  \0$aParticle degradation.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aAbrasion.
=650  24$aBallast.
=650  24$aCrushed stones.
=650  24$aParticle degradation.
=700  1\$aBoucher, DL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10173J.htm

=LDR  02952nab a2200517 i 4500
=001  GTJ10176J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10176J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10176J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aAtkinson, LC.,$eauthor.
=245  10$aDesign, Construction, and Testing of a Large-Scale, Radial Fracture Flow Model /$cLC. Atkinson, JE. Gale.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aMaterials and procedures used in previous laboratory studies of flow in fractures were reviewed. Based on this review, a 3-m-high by 1.5-m-diameter cylindrical radial flow model with a single horizontal fracture was designed and constructed out of concrete. The fracture was created by placing a sheet of geotextile between the top and bottom halves of the cylinder during pouring of the concrete. Twenty-eight piezometers were cast in-place in the fracture plane, and displacement transformers were installed both on the circumference of the cylinder and in the wellbore to measure fracture deformation. The model also incorporated features designed to allow withdrawal and injection tests to be conducted with different flow boundary conditions, applied loads, and wellbore diameters. This laboratory setup was used to investigate flow and deformation in the immediate vicinity of a vertical well intersecting a single rough, deformable, horizontal fracture at flow rates of practical interest to the geotechnical and petroleum industries.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGroundwater flow.
=650  \0$aHydraulic models.
=650  \0$aPumping tests.
=650  \0$aWells.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aGroundwater flow.
=650  24$aHydraulic models.
=650  24$aPumping tests.
=650  24$aWells.
=700  1\$aGale, JE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10176J.htm

=LDR  02801nab a2200613 i 4500
=001  GTJ10174J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10174J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10174J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aVeyera, GE.,$eauthor.
=245  13$aAn Experimental Laboratory Facility for Studying Shock-Induced Liquefaction /$cGE. Veyera, WA. Charlie.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aOur paper describes a new experimental laboratory apparatus developed to investigate the transient and long-term porewater pressure response of saturated soils subject to compressional stress wave loading. An overview of the laboratory system, the various components, and the experimental procedure followed are presented. Measurements include porewater pressure-time histories for the specimen and total stress time histories for the applied load. Test results indicate that Monterey No. 0/30 sand can be liquefied even at high initial densities and effective stresses under undrained, one-dimensional, confined compressive shock loadings.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlasts.
=650  \0$aLiquefaction.
=650  \0$aPore pressures.
=650  \0$aSaturated sand.
=650  \0$aShock loading.
=650  \0$aSoil dynamics.
=650  \0$aSoil mechanics.
=650  \0$aVibrations.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aBlasts.
=650  24$aLiquefaction.
=650  24$aPore pressures.
=650  24$aSaturated sand.
=650  24$aShock loading.
=650  24$aSoil dynamics.
=650  24$aSoil mechanics.
=650  24$aVibrations.
=700  1\$aCharlie, WA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10174J.htm

=LDR  02383nab a2200529 i 4500
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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10177J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10177J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aLo, S-CR,$eauthor.
=245  10$aDetermination of Design Parameters of a Mesh-Type Soil Reinforcement /$cS-CR Lo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aProblems in determining design parameters of a new mesh-type soil reinforcement are investigated. A special apparatus referred to as the split-box was developed to enable measurement of design parameters with large-scale laboratory tests. In addition to the scale of the tests, the design innovations of the split-box ensure reliability of test results, as verified by a number of calibration tests. Test data are highly consistent and support the relevance of conducting tests with the split-box.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aReinforcement.
=650  \0$aScale.
=650  \0$aSoil structure.
=650  \0$aSoil tests.
=650  \0$aStress.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils$vAnalysis.
=650  14$aSoil tests.
=650  24$aReinforcement.
=650  24$aSoil structure.
=650  24$aStress.
=650  24$aScale.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10177J.htm

=LDR  02758nab a2200541 i 4500
=001  GTJ10182J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10182J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10182J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aSibley, JW.,$eauthor.
=245  12$aA New Filter Material for Measuring Soil Suction /$cJW. Sibley, DJ. Williams.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThe filter paper method for determining soil suction has been in use for many years and owes its attraction to its simplicity. A major drawback of the method is that the suction range over which it can be applied is limited by the moisture sensitivity of the filter paper or absorbent used. By convention, filter paper has been adopted for use in the method, but other absorbents may well be more suitable, increasing the sensitivity of the method and extending the suction range over which the method may usefully be applied. In this paper the desirable attributes of absorbents for use in determining soil suctions are outlined, and the suitability of a nonconventional absorbent material is assessed. It was found that this material had enhanced sensitivity over the middle suction range.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbsorbent.
=650  \0$aCalibrations.
=650  \0$aCapillary pressures.
=650  \0$aFilter materials.
=650  \0$aMoisture content.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aCapillary pressures.
=650  24$aCalibrations.
=650  24$aFilter materials.
=650  24$aMoisture content.
=650  24$aAbsorbent.
=700  1\$aWilliams, DJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10182J.htm

=LDR  02882nab a2200649 i 4500
=001  GTJ10172J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10172J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10172J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aCharlie, WA.,$eauthor.
=245  10$aSplit-Hopkinson Pressure Bar Testing of Unsaturated Sand /$cWA. Charlie, CA. Ross, SJ. Pierce.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aHigh amplitude, split-Hopkinson pressure bar (SHPB) laboratory tests were conducted on compacted specimens of 50/80 silica sand to evaluate the influence of saturation on compressional-stress wave velocity, stress transmission, and attenuation. Stress wave velocity and transmitted stress increase as the saturation increases from 0 to 30 to 40% for constant input stress and constant dry density. At saturation levels between 40 to 95%, both the wave speed and the transmitted stress decrease with increasing saturation. Quasistatic confined modulus show similar trends. These trends may be explained by capillary pressure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlast loading.
=650  \0$aCapillarity.
=650  \0$aCompressional wave velocity.
=650  \0$aHopkinson bar.
=650  \0$aImpact tests.
=650  \0$aSand.
=650  \0$aSaturation.
=650  \0$aShock tests.
=650  \0$aStress transmission.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aShock tests.
=650  24$aSand.
=650  24$aImpact tests.
=650  24$aHopkinson bar.
=650  24$aSaturation.
=650  24$aCompressional wave velocity.
=650  24$aStress transmission.
=650  24$aBlast loading.
=650  24$aCapillarity.
=700  1\$aRoss, CA.,$eauthor.
=700  1\$aPierce, SJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10172J.htm

=LDR  02471nab a2200469 i 4500
=001  GTJ10179J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10179J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10179J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aKuerbis, RH.,$eauthor.
=245  10$aCorrections for Membrane Strength in the Triaxial Test /$cRH. Kuerbis, YP. Vaid.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aEquations based on elastic thin cylindrical shell compression theory are developed for correcting stresses for membrane strength in a triaxial test. The corrections are expressed in terms of the unstretched dimensions, the diameter and thickness of the membrane, the axial and volumetric strain of the cylindrical membrane cavity referenced to its unstretched dimensions, together with E and v of the membrane rubber. The development specifically considers changes in membrane thickness as they occur during the straining process, and in particular its influence on the specification of E of the membrane. Direct experimental verification of the derived stress correction is provided in support of their validity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMembranes.
=650  \0$aTriaxial tests.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aMembranes.
=650  24$aTriaxial tests.
=700  1\$aVaid, YP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10179J.htm

=LDR  02620nab a2200541 i 4500
=001  GTJ10180J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10180J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10180J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aEigenbrod, KD.,$eauthor.
=245  10$aMeasurement of B-Values Less Than Unity for Thinly Interbedded Varved Clay /$cKD. Eigenbrod, JP. Burak.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aDuring testing of thinly interbedded varved clay from Thunder Bay, Northwest Ontario, in CIU-triaxial tests it was found that B-tests carried out following completion of the consolidation stages and prior to shearing never resulted in B-values close to unity. However, B-values close to 1 were obtained when B-tests were performed after failure. It was further detected from additional B-tests that B-values decreased with increasing stress levels. The test results will be presented and discussed with respect to the structure of the varved clay, which is characterized by thinly interbedded soft clay seams and stiff sandy silt seams.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aB-testing.
=650  \0$aDegree of saturation.
=650  \0$aInternal shearing.
=650  \0$aPore pressures.
=650  \0$aVarved clays.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aVarved clays.
=650  24$aB-testing.
=650  24$aPore pressures.
=650  24$aInternal shearing.
=650  24$aDegree of saturation.
=700  1\$aBurak, JP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10180J.htm

=LDR  02930nab a2200589 i 4500
=001  GTJ10178J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10178J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10178J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMin, T.,$eauthor.
=245  10$aEffects of Imperfect Fixity in Spring-Top Resonant Column Tests /$cT. Min, VP. Drnevich, J. Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aA two-degree-of-freedom model is proposed to study the effects of imperfect fixity at the active end of the spring-top resonant column apparatus. A computer program using the SYMPHONY spreadsheet is developed to calculate the dimensionless frequency, F, from which the modulus can be determined. It is found that the effect of reaction mass through the parameter, Tr; on dimensionless frequency, F, cannot be ignored if Tr < 20. As the ratio of mass attached to the active end of the specimen to specimen mass, T0, increases, the variation of F increases. When Tr >= 20, the effect of T0 becomes small. It is recommended that Tr be greater than 20 if the single-degree-of-freedom model is used to determine modulus of soil. It also is found that damping ratios of specimen and apparatus do not strongly affect the dimensionless frequency, F.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDimensionless frequency.
=650  \0$aImperfect fixity.
=650  \0$aModels.
=650  \0$aReaction mass.
=650  \0$aResonance.
=650  \0$aViscoelasticity.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aResonance.
=650  24$aModels.
=650  24$aViscoelasticity.
=650  24$aImperfect fixity.
=650  24$aDimensionless frequency.
=650  24$aReaction mass.
=700  1\$aDrnevich, VP.,$eauthor.
=700  1\$aWang, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10178J.htm

=LDR  03206nab a2200589 i 4500
=001  GTJ10171J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10171J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10171J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aGraham, J.,$eauthor.
=245  10$aInfluence of Storage and Reconsolidation Procedures on Clay Properties /$cJ. Graham, MR. Jamieson, DY-F Ho, F. Azizi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe delay between sampling and testing of clay specimens and the control kept over their volumes during storage are known to affect the strengths and compressibilities subsequently measured in the laboratory. The measured properties are also affected by reconsolidation procedures. This paper deals with reconstituted specimens of illite stored for fixed periods of up to one week, reconsolidated using three different procedures, and then sheared undrained. Results are compared for overconsolidated specimens (OCR = 2) prepared with Koc = 0.53 or 1.0. The paper provides qualitative evidence for the well-known result that the best recovery of stress-strain behavior is obtained from specimens stored at constant volume (undrained) for as short a time as possible and then reconsolidated to their in-ground stress state before shearing. Providing this is done, results suggest that undrained strengths su and Af-values should be recoverable with an accuracy of about ±5 to 6%. Much larger differences can be expected in the relative stiffness E50/su.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aSample disturbance.
=650  \0$aShear strength.
=650  \0$aSite investigation.
=650  \0$aSoil structure.
=650  \0$aTriaxial tests.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aClays.
=650  24$aSoil structure.
=650  24$aSite investigation.
=650  24$aSample disturbance.
=650  24$aTriaxial tests.
=650  24$aShear strength.
=700  1\$aJamieson, MR.,$eauthor.
=700  1\$aHo, DY-F,$eauthor.
=700  1\$aAzizi, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 13, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1990$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10171J.htm

=LDR  03754nab a2200565 i 4500
=001  GTJ20120088
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120088$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120088$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aManna, Bappaditya,$eauthor.
=245  14$aThe Nonlinear Coupled Response of Single and Group Piles under Various Horizontal Excitations :$bExperimental and Theoretical Study /$cBappaditya Manna, Dilip Kumar Baidya.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aDynamic response characteristics of reinforced concrete single piles and 2 × 2 group piles subjected to varying levels of horizontal harmonic excitation are investigated by both experimental and analytical study. Two different types of coupled vibration tests, namely, type 1-horizontal exciting force above the center of gravity (c.g.), and type 2-horizontal exciting force below the c.g. of the pile cap-loading system, are conducted in the field. The tests are conducted for different eccentricities to determine the frequency-amplitude response of piles for horizontal and rocking motion separately. The influence of excitation intensity, static load on pile, spacing of piles in group, and different contact condition of pile cap with soil on the coupled dynamic response of piles are reported. The measured responses of type 1 and type 2 are compared with the results obtained by the continuum approach of Novak with nonlinear solution. For nonlinear analysis, the boundary zone concept, which accounts for yielding of soil around the pile, is incorporated into the linear elastic-based model and the allowance is made for the separation between the pile and soil. A reasonable match between the measured and predicted response by nonlinear analysis has been observed after introducing appropriate boundary zone parameters and soil-pile separation length. The differences between the dynamic characteristics of piles for coupled vibration type 1 and type 2 in terms of frequency response curves for amplitude, stiffness, and damping constants are also discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoupled vibration.
=650  \0$aHorizontal excitation.
=650  \0$aNonlinear analysis.
=650  \0$aResonant amplitude.
=650  \0$aResonant frequency.
=650  \0$aRocking.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aCoupled vibration.
=650  24$aHorizontal excitation.
=650  24$aNonlinear analysis.
=650  24$aResonant amplitude.
=650  24$aResonant frequency.
=650  24$aRocking.
=700  1\$aBaidya, Dilip Kumar,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120088.htm

=LDR  03522nab a2200529 i 4500
=001  GTJ20120070
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120070$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120070$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.L3
=082  04$a620.1/9$223
=100  1\$aKong, Ling-Wei,$eauthor.
=245  10$aEffects of Cracks on the Electrical Conductivity of a Fissured Laterite :$bA Combined Experimental and Statistical Study /$cLing-Wei Kong, Wei Bai, Ai-Guo Guo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThis paper presents an experimental study of the effects of cracks on the electrical conductivity (EC) of a fissured laterite in Hunan Province, People's Republic of China, followed by multi-variant statistical analyses of the sensitivity of the EC dependence on different crack parameters (e.g., depth, length, width, orientation, and crack density). The results show that the soil EC is highly dependent on the crack properties. In general, the EC decreases linearly as the crack depth, length, width, orientation angle, or density increases. However, the EC decreases non-linearly, and the rate of reduction increases more dramatically, as the depth of cracks exceeds 1/4 of the thickness of the soil sample. When the width of the crack increases to 2.8 cm, the EC decreases less obviously and tends to remain at a constant value. Moreover, the EC decreases more dramatically with the orientation angle when it is less than 45°  (otherwise the EC decreases more slowly with the orientation angle). With an increase in crack density (or the number of cracks), the EC exhibits much higher dependence on crack depth, length, and width. Finally, of all these crack parameters, the depth and orientation are the two primary factors influencing the soil EC, and the crack length, width, and density are secondary ones. As such, the degree of effect of different crack parameters on the soil EC follows the order of depth > orientation angle > density > length > width.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCrack.
=650  \0$aElectrical conductivity.
=650  \0$aMulti-variant statistical analysis.
=650  \0$aUniform design.
=650  \0$aLaterite.
=650  14$aLaterite.
=650  24$aCrack.
=650  24$aElectrical conductivity.
=650  24$aUniform design.
=650  24$aMulti-variant statistical analysis.
=700  1\$aBai, Wei,$eauthor.
=700  1\$aGuo, Ai-Guo,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120070.htm

=LDR  03697nab a2200601 i 4500
=001  GTJ20120071
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120071$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120071$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.1509789$223
=100  1\$aAbdelSalam, Sherif S.,$eauthor.
=245  10$aEnhanced Load-Transfer Analysis for Friction Piles Using a Modified Borehole Shear Test /$cSherif S. AbdelSalam, Muhannad T. Suleiman, Sri Sritharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThis study discusses the development and use of a modified borehole shear test (mBST) to improve the prediction of the load-displacement and load-distribution responses for axially loaded friction piles in cohesive soils using the load-transfer analysis method (i.e., t-z analysis). Unlike available approaches that rely on empirical or semi-empirical correlations to generate the shear stress displacement at the soil-pile interface (i.e., t-z curves), the mBST enables direct field measurement of the t-z curves at the soil-pile interface. As part of this study, three full-scale vertical static load tests (SLTs) were conducted on instrumented steel H piles. The t-z analysis was carried out utilizing the TZPILE software with measured t-z curves via the mBST (i.e., the TZ-mBST model). When comparing results of the analysis with the measured responses for the three test piles, it was found that: (1) the TZ-mBST provides proper prediction for the initial part of the measured load-displacement response from SLT results, with a difference not exceeding 10 %; (2) the TZ-mBST analysis provides acceptable prediction of the pile capacity; (3) the TZ-mBST analysis matches the load distribution along the pile length with a maximum difference of 8.3 %; and (4) the analysis with directly measured t-z curves using the mBST provide improved predictions of the pile response when compared to the empirical CPT-based analysis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorehole shear test.
=650  \0$aLoad-transfer.
=650  \0$aPile foundation.
=650  \0$aSoil-structure interaction.
=650  \0$aT-z analysis.
=650  \0$aT-z curves.
=650  \0$aDrilling.
=650  \0$aPiledriving.
=650  \0$aGranular soils.
=650  \0$aFoundationsoils.
=650  14$aPile foundation.
=650  24$aSoil-structure interaction.
=650  24$aLoad-transfer.
=650  24$aT-z analysis.
=650  24$aT-z curves.
=650  24$aBorehole shear test.
=700  1\$aSuleiman, Muhannad T.,$eauthor.
=700  1\$aSritharan, Sri,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120071.htm

=LDR  03681nab a2200493 i 4500
=001  GTJ20120073
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120073$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120073$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSenetakis, Kostas,$eauthor.
=245  10$aThe Small-Strain Shear Modulus and Damping Ratio of Quartz and Volcanic Sands /$cKostas Senetakis, Anastasios Anastasiadis, Kyriazis Pitilakis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b55
=520  3\$aThe dynamic properties of soils in the region of very small strains are essential for any seismic design. This paper aims to investigate the dynamic small-strain shear modulus (GO) and damping ratio (DO) of reconstituted dry sands of variable mineralogy, shape, and grain-size distribution. In particular, the low-amplitude torsional resonant column test results of 31 specimens are synthesized, 19 specimens of natural and quarry sands predominately composed of quartz particles, and 12 specimens of volcanic sands composed of rhyolitic glassy rock of porous particles. It is concluded that the volcanic sands exhibit significantly lower GO values and slightly lower DO values in comparison to the quartz ones whilst the response of the quartz sands is significantly affected by the shape of the particles. The differences in the observed responses between quartz and volcanic sands are partially attributed to the variability in particles density, morphology, and mineralogy, as well as the higher void ratio and the lower dry density that the volcanic sands exhibit in comparison to the quartz ones. Overall, the effects of the mean effective confining pressure (?m'), the void ratio (e), and the grain-size distribution on the dynamic response of the volcanic soils follow a similar trend as in the quartz sands. Using the general form of available relationships presented in the literature, and after modifying the "constant" parameters, appropriate equations, stemming from the low-amplitude resonant column data test, are proposed that may be used for the estimation of the small-strain shear modulus and damping ratio separately for natural quartz sands, quarry quartz sands, and volcanic granular soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear strength of soils$xTesting.
=650  \0$aSoils$xTesting.
=650  14$aresonant column testing.
=650  24$ashear modulus.
=650  24$adamping ratio.
=650  24$aquartz sands.
=650  24$avolcanic soils.
=700  1\$aAnastasiadis, Anastasios,$eauthor.
=700  1\$aPitilakis, Kyriazis,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120073.htm

=LDR  03720nab a2200565 i 4500
=001  GTJ103848
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103848$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103848$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC176
=082  04$a551.49$223
=100  1\$aChai, Jin-Chun,$eauthor.
=245  10$aAnisotropic Consolidation Behavior of Ariake Clay from Three Different CRS Tests /$cJin-Chun Chai, Rui Jia, Takenori Hino.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThree types of constant rate of strain (CRS) consolidation tests were conducted on samples of undisturbed Ariake clay, using a newly developed consolidometer, to investigate the anisotropic consolidation behavior of the clay. CRS tests conducted using vertically cut specimens (with respect to the in situ condition) tested with vertical (or end) drainage (with respect to test condition) were designated as CRS-V-V tests. Specimens cut vertically but with radial drainage were designated CRS-V-R, whereas those cut horizontally and tested with vertical drainage were designated CRS-H-V. The test results show that the ratio of the consolidation yield stress of a horizontally cut specimen (pch) to that of a vertically cut specimen (pcv) is in a range from 0.5 to 1.0. Both pcv and pch increased about 15 % with a tenfold increase in strain rate, but there was no clear difference in the degree of strain-rate dependency for pcv and pch. Values of the coefficient of consolidation obtained from CRS-H-V (chh) and CRS-V-R (chv) test are larger than those measured in CRS-V-V (cv) tests, and it has been identified that these differences arise mainly from the anisotropy of hydraulic conductivity (k). The ratio of k in the horizontal direction (kh) measured in a CRS-V-R test to that in the vertical direction (kv) from a CRS-V-V test is about 1.65, and the ratio of chv/cv is about 1.54. The value of kh from a CRS-H-V test is generally smaller than that from a CRS-V-R test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropic consolidation behavior.
=650  \0$aCoefficient of consolidation.
=650  \0$aConsolidation yield stress.
=650  \0$aHydraulic conductivity.
=650  \0$aStrain-rate effect.
=650  \0$aSoil permeability$xMathematical models.
=650  \0$aConsolidation.
=650  14$aAnisotropic consolidation behavior.
=650  24$aConstant rate of strain (CRS) consolidation.
=650  24$aConsolidation yield stress.
=650  24$aStrain-rate effect.
=650  24$aCoefficient of consolidation.
=650  24$aHydraulic conductivity.
=700  1\$aJia, Rui,$eauthor.
=700  1\$aHino, Takenori,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103848.htm

=LDR  03231nab a2200673 i 4500
=001  GTJ20120069
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120069$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120069$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aYamamuro, Jerry A.,$eauthor.
=245  10$aPerformance and Suitability of Radial Drainage Materials in Axisymmetric Testing of Clayey Soils at High Confining Pressures /$cJerry A. Yamamuro, Yigang Liu, Poul V. Lade.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aWhen lubricated end platens are used in axisymmetric testing of clayey soil specimens, radial or side drainage is often used. As confining pressure increases, the filter paper rapidly loses its flow capacity. An experimental study of different radial drainage materials in compression and extension is presented examining their flow capacity and vertical load corrections at confining pressures ranging from low stresses to approximately 3000 kPa. Drainage materials investigated include filter paper and various non-woven geo-textiles. At high pressures, flow capacity was greatly limited by clogging, thereby limiting the allowable strain rate for drained tests. The vertical load carrying capacity of drainage materials in different configurations (vertical strips or sheets with inclined slots) was determined to be much higher than expected, even for filter paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aCompliance.
=650  \0$aCompression.
=650  \0$aExtension.
=650  \0$aFilter paper.
=650  \0$aFlow capacity.
=650  \0$aGeo-textile.
=650  \0$aRadial drainage.
=650  \0$aSide drainage.
=650  \0$aStrain rate.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClay.
=650  24$aCompliance.
=650  24$aCompression.
=650  24$aExtension.
=650  24$aFilter paper.
=650  24$aFlow capacity.
=650  24$aGeo-textile.
=650  24$aRadial drainage.
=650  24$aSide drainage.
=650  24$aStrain rate.
=700  1\$aLiu, Yigang,$eauthor.
=700  1\$aLade, Poul V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120069.htm

=LDR  03218nab a2200541 i 4500
=001  GTJ104271
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104271$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104271$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD898.2
=082  04$a621.48/38$223
=100  1\$aCosta, Susanga,$eauthor.
=245  10$aEvaluation of J Integral for Clay Soils Using a New Ring Test /$cSusanga Costa, Jayantha Kodikara.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aFracture behaviour of clay soils is an important area in soil mechanics that needs further development. Currently, there is no test method to determine fracture properties of clay soils during desiccation. The past work has been mostly on the use of fracture toughness as applicable to linear elastic fracture mechanics using external loading of specimens. However, importance of considering likely plasticity in fracture propagation, especially with soft soils, has been highlighted. J integral is an important parameter in elasto-plastic fracture mechanics, which accounts for the change in potential energy with fracture propagation. This paper presents an innovative test method to evaluate the fracture behaviour, in particular to determine J integral, as applicable to desiccating soils. The challenging task of calculating strains and stresses of slurry clays has been dealt with using an image-analysis technique. Starting from the fundamentals of fracture mechanics, J integral is expressed as a summation of several line integrals. The major advantage of the new method is its suitability for wet or slurry soils for which load tests are impossible.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDesiccation cracking.
=650  \0$aImage analysis.
=650  \0$aRing test.
=650  \0$aRadioactive waste disposal in the ground$xEvaluation.
=650  \0$aRadioactive waste sites$xEvaluation.
=650  \0$aFormations (Geology)
=650  \0$aClay$xEnvironmental aspects.
=650  \0$aClay.
=650  14$aJ integral.
=650  24$aDesiccation cracking.
=650  24$aRing test.
=650  24$aImage analysis.
=700  1\$aKodikara, Jayantha,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104271.htm

=LDR  03397nab a2200577 i 4500
=001  GTJ20120083
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=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120083$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120083$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aRojhani, Mahdi,$eauthor.
=245  10$aRecent Developments in Faulting Simulators for Geotechnical Centrifuges /$cMahdi Rojhani, Majid Moradi, Mohammad Hossein Ebrahimi, Abbas Galandarzadeh, Shiro Takada.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aIn addition to the dynamic effects of faulting that cause earthquake wave propagation, large-scale deformation of faulting is a hazard for structures near the fault. Analytical and numerical studies have been conducted on fault rupture propagation through soil deposits and soil-structure interactions such as buried pipelines and buildings. However, evaluating the results is difficult because well-documented field case histories are limited. Researchers resort to physical modeling and laboratory tests to address this deficiency. Because full-scale modeling is time consuming and costly, centrifuge modeling is the best option. The first step for centrifuge modeling of faulting is to design and manufacture a fault simulator in a centrifuge. In this paper, all available information about fault simulators worldwide is presented as an archive for researchers. A detailed report on the design and manufacture of the new fault simulator at the Univ. of Tehran is also presented and the testing of a simulated buried continuous pipeline subjected to normal and reverses faulting is discussed. The fault simulator results were shown to correspond to natural faulting deformation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge models.
=650  \0$aEarthquake.
=650  \0$aFault simulator.
=650  \0$aFaulting.
=650  \0$aPermanent ground deformation.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aEarthquake.
=650  24$aPermanent ground deformation.
=650  24$aCentrifuge models.
=650  24$aFaulting.
=650  24$aFault simulator.
=700  1\$aMoradi, Majid,$eauthor.
=700  1\$aEbrahimi, Mohammad Hossein,$eauthor.
=700  1\$aGalandarzadeh, Abbas,$eauthor.
=700  1\$aTakada, Shiro,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120083.htm

=LDR  03738nab a2200565 i 4500
=001  GTJ104594
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=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104594$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104594$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a557.3$223
=100  1\$aXiao, Ming,$eauthor.
=245  10$aExperimental Investigation of the Effects of Suffusion on Physical and Geomechanic Characteristics of Sandy Soils /$cMing Xiao, Nathan Shwiyhat.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThis paper reports the measured effects of suffusion, a type of internal erosion, on the physical and geo-mechanical properties of soils including permeability, volume change, compressive strength, and soil grains gradation. A poorly graded river sand with the addition of 10 % kaolinite clay was used to create three gap-graded soils and an unaltered poorly graded "original soil." Testing was performed using a modified triaxial apparatus that permits seepage through compacted specimens and allows collection of effluent and eroded soils. The specimens, 5.1 cm in diameter and 10.2 cm in length, were monitored for changes in volume and permeability during the suffusion tests. After erosion, the specimens were compressed using the consolidated-undrained (CU) test. The collected effluent samples were dried to determine the erosion rate and eroded soil particle gradations with respect to effluent volume. Companion control specimens were tested without erosion. The results revealed that suffusion may affect some physical and geo-mechanical properties of soils. Permeability reduction was generally observed in all soils, indicating fine grains migration and clogging within the specimens. The three gap-graded soils each exhibited a greater degree of internal erosion (suffusion), permeability reduction, and volume change than the original soil. The experimental setup and testing protocol also provided a feasible methodology for further research on the effects of suffusion on the physical and geo-mechanical properties of soils. Limitations of this research and future research recommendations on this topic are provided at the end of this paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEffects of suffusion.
=650  \0$aErosion.
=650  \0$aGap-graded soil.
=650  \0$aGeo-mechanical effect.
=650  \0$aSand.
=650  \0$aSuffusion.
=650  \0$aSandy soils$xOhio.
=650  \0$aSandy soils.
=650  14$aSuffusion.
=650  24$aEffects of suffusion.
=650  24$aErosion.
=650  24$aGap-graded soil.
=650  24$aGeo-mechanical effect.
=650  24$aSand.
=700  1\$aShwiyhat, Nathan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104594.htm

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=005  20161219061000.0
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=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104583$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104583$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA347.F5
=082  04$a620.001/51825$223
=100  1\$aChung, Jae H.,$eauthor.
=245  10$aDiscussion of "Development of a Substructure Instrumentation System at the New I-10 Twin Span Bridge and Its Use to Investigate the Lateral Behavior of Batter Piles" /$cJae H. Chung, Henry T. Bollmann.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe interpretation of the load test results presented in the paper may mislead design engineers to an unconservative estimation of design loads for bridge subfoundations. Lack of error checking in the authors' finite element analysis (FEA) model might have resulted in invalid assessment of the validity of the FB-MultiPier FEA software program.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFB-MultiPier.
=650  \0$aI-10 Twin Bridge.
=650  \0$aLoad test.
=650  \0$aP-y curves.
=650  \0$aFinite element analysis.
=650  \0$aEngineering mathematics.
=650  14$aFB-MultiPier.
=650  24$aLoad test.
=650  24$aI-10 Twin Bridge.
=650  24$aFinite element analysis.
=650  24$aP-y curves.
=700  1\$aBollmann, Henry T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104583.htm

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=001  GTJ20120007
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=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120007$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120007$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aMortezaie, Ahmad Reza,$eauthor.
=245  10$aSmall-strain Cyclic Testing With Standard NGI Simple Shear Device /$cAhmad Reza Mortezaie, Mladen Vucetic.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aIn the standard Norwegian Geotechnical Institute type of direct simple shear (NGI-DSS) test, the horizontal load cell record includes several false loads which do not represent the soil shear resistance. In the case of cyclic loading, the relative magnitude of these false loads increases as the cycle shear strain amplitude ?c decreases. Consequently, in order to obtain accurate cyclic soil behavior at small ?c, the NGI-DSS test records must be corrected to address the errors due to these false loads. This paper describes how, with the help of modern computer technologies, the false loads can be identified, quantified, and then subtracted from the load cell record. In an example, the proposed correction procedure is successfully applied to values of ?c as small as 0.026 %. With this procedure, the accurate equivalent viscous damping ratio, the variation of the secant shear modulus with the number of cycles, and other cyclic properties can be obtained at ?c as small as 0.01 %.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aCyclic loading.
=650  \0$aDamping ratio.
=650  \0$aSecant shear modulus.
=650  \0$aSimple shear device.
=650  \0$aTesting errors.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSimple shear device.
=650  24$aCyclic loading.
=650  24$aTesting errors.
=650  24$aDamping ratio.
=650  24$aSecant shear modulus.
=650  24$aClay.
=700  1\$aVucetic, Mladen,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120007.htm

=LDR  03739nab a2200469 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120075$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120075$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRC78.7.T6
=082  04$a616.07 54 05$223
=100  1\$aWillson, Clinton S.,$eauthor.
=245  10$aQuantification of Grain, Pore, and Fluid Microstructure of Unsaturated Sand from X-Ray Computed Tomography Images /$cClinton S. Willson, Ning Lu, William J. Likos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b57
=520  3\$aA comprehensive series of three-dimensional x-ray computed tomography (XCT) imaging experiments was conducted to quantitatively assess the multiphase particle- and pore-scale properties of fine Ottawa (F-75) sand. The specimens were prepared to saturations ranging from approximately 5 % to 80 %. Specimens were doped with 10 % CsCl pore fluid solution and imaged using a monochromatic synchrotron x-ray source at energies below and above the Cs x-ray absorption k-edge to allow for high contrast between the solid, liquid, and air phases. Multiphase properties quantified from the XCT images included individual particle sizes and areas, as well as grain size distribution, pore shape and size distribution, water menisci distribution, solid, liquid, and gas surface areas, and particle contact coordination number. At low saturations, pore water is distributed primarily in the form of pendular rings and liquid bridges located between individual grains and in the smallest pore throats and bodies. A highly discontinuous water phase is evident as a large number of separately identifiable water units having very small volume. As the water saturation increases, the number of individual water units decreases; as expected, the average volume of these units increases significantly as the pore water coalesces into larger and larger units. Results obtained using SEM imaging and conventional geotechnical testing methods for particle-size distribution and soil-water retention were compared with those derived from analysis of the XCT images. Results compare very well in each case, typically within a few %. It is shown that the XCT is a reliable and non-destructive method to quantify pore-scale information vital to advance understanding of the hydrologic and mechanical behavior of unsaturated soils at the macroscale.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aTomography.
=650  \0$aRadiological stratigraphy.
=650  \0$aTomographic imaging.
=650  14$ax-ray computed tomography.
=650  24$aunsaturated soil.
=700  1\$aLu, Ning,$eauthor.
=700  1\$aLikos, William J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120075.htm

=LDR  03097nab a2200529 i 4500
=001  GTJ20120077
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120077$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120077$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a620.1$223
=100  1\$aCamargo, Felipe,$eauthor.
=245  13$aAn Assessment of Resilient Modulus Testing :$bInternal and External Deflection Measurements /$cFelipe Camargo, Craig Benson, Tuncer Edil.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThe long-term pavement performance (LTPP) resilient modulus test protocol specifies the use of external linear variable differential transformers (LVDTs) to measure the material's response, whereas the Mechanistic-Empirical Pavement Design Guide (MEPDG) requires input for resilient modulus based on the test results using internal LVDTs. Given this discrepancy of data, the relationship between resilient modulus determined from internal and external measurements was studied for a variety of materials using the NCHRP Project 1- 37A resilient modulus test protocol and recording deformation data both with internal and external LVDTs. Resilient moduli determined from internal deformation measurements shows to be higher than those from external measurements, whereas the ratio of external to internal resilient modulus decreases with increasing internal resilient modulus because of an increasing effect of machine compliance as specimens become stiffer. Furthermore, the relationship between internal and external resilient modulus depends on the material type.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExternal LVDT.
=650  \0$aInternal LVDT.
=650  \0$aMachine compliance.
=650  \0$aResilient modulus.
=650  \0$aSoil mechanics.
=650  \0$aSoil-structure interaction.
=650  14$aResilient modulus.
=650  24$aMachine compliance.
=650  24$aInternal LVDT.
=650  24$aExternal LVDT.
=700  1\$aBenson, Craig,$eauthor.
=700  1\$aEdil, Tuncer,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120077.htm

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=001  GTJ104348
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ104348$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ104348$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE521.2
=082  04$a551.2/2$223
=100  1\$aLanzano, Giovanni,$eauthor.
=245  10$aCentrifuge Modeling of Seismic Loading on Tunnels in Sand /$cGiovanni Lanzano, Emilio Bilotta, Gianpiero Russo, Francesco Silvestri, S. P. Gopal Madabhushi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThe purpose of the work is to provide an experimental benchmark on the seismic behavior of tunnels, with the final aim of calibrating numerical and analytical design methods. A series of plane-strain centrifuge tests with dynamic loading on a model tunnel was, therefore, carried out at the Schofield Centre of the Cambridge University Engineering Department (CUED). Four samples of dry uniform fine sand were prepared at two different densities, in which an aluminum-alloy tube was installed at two different depths. The tube was instrumented with strain gauges to measure hoop forces and bending moments at significant locations. To monitor the amplification of ground motion from the base to the surface, vertical arrays of accelerometers were placed in the soil model and along the box. The instrumentation also included linear variable differential transformers (LVDTs) that measured the soil surface settlement during all test phases. The test procedure and the results are described in this paper, showing the evolution of both accelerations and internal forces along the tunnel lining during the model earthquakes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aEarthquake.
=650  \0$aPhysical modeling.
=650  \0$aTunnel.
=650  \0$aEarthquakes.
=650  \0$aEarthquakes$xPopular works.
=650  14$aTunnel.
=650  24$aCentrifuge.
=650  24$aEarthquake.
=650  24$aPhysical modeling.
=700  1\$aBilotta, Emilio,$eauthor.
=700  1\$aRusso, Gianpiero,$eauthor.
=700  1\$aSilvestri, Francesco,$eauthor.
=700  1\$aMadabhushi, S. P. Gopal,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ104348.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11033J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11033J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.14
=082  04$a620.11233$223
=100  1\$aLuong, MP.,$eauthor.
=245  10$aCharacteristic Threshold and Infrared Vibrothermography of Sand /$cMP. Luong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aRheological properties of granular soils under vibratory, cyclic, and transient loading can be interpreted at the grain level where the solid particles interact with one another. Macroscopic deformations result mainly from the principal following mechanisms: (1) compaction mechanism that forces the solid particles closer together and leads to a denser packing; (2) distortion mechanism governed by irreversible grain slidings generating heat; and (3) attrition mechanism caused by breakage of asperities and crushing of grains under high pressures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCharacteristic state soil mechanics.
=650  \0$aCompaction.
=650  \0$aContractancy.
=650  \0$aCyclic loading.
=650  \0$aDilatancy.
=650  \0$aDistortion (structural)
=650  \0$aFriction.
=650  \0$aHeat dissipation.
=650  \0$aInfrared vibrothermography.
=650  \0$aStress-strain behavior.
=650  \0$aTriaxial tests.
=650  \0$aVibratory loading.
=650  \0$asoil mechanics.
=650  \0$aPlastic analysis (Engineering)
=650  14$aCompaction.
=650  24$aDilatancy.
=650  24$aTriaxial tests.
=650  24$aStress-strain behavior.
=650  24$aDistortion (structural)
=650  24$aFriction.
=650  24$aCharacteristic state soil mechanics.
=650  24$aContractancy.
=650  24$aHeat dissipation.
=650  24$aInfrared vibrothermography.
=650  24$aVibratory loading.
=650  24$aCyclic loading.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11033J.htm

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=024  7\$a10.1520/GTJ11037J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11037J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA654.7
=082  04$a624.1/76$223
=100  1\$aDavidson, JL.,$eauthor.
=245  10$aNew Equipment and Techniques for Use with the Cambridge Self-Boring Pressuremeter /$cJL. Davidson, DG. Bloomquist.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aNew equipment and techniques for use with the Cambridge self-boring pressuremeter have been developed. These include a trailer mounted rig, which supports and transports all the equipment necessary to penetrate the self-boring pressuremeter to test depth, a self-casing technique for use in cohesionless soils where there is a danger of borehole collapse, a portable cassette unit for recording field data and dumping to a main computer, and a data reduction program.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aData reduction.
=650  \0$aIn situ testing.
=650  \0$aNew equipment.
=650  \0$aSelf-boring pressuremeter.
=650  \0$apenetration rig.
=650  \0$aPenetration mechanics.
=650  \0$adata acquisition.
=650  14$aIn situ testing.
=650  24$aSelf-boring pressuremeter.
=650  24$aPenetration rig.
=650  24$aNew equipment.
=650  24$aData acquisition.
=650  24$aData reduction.
=700  1\$aBloomquist, DG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11037J.htm

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=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11035J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11035J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aSB317.S25eb
=082  04$a632.1$223
=245  00$aSuggested Method for Performing the Flat Dilatometer Test.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThe ASTM Committee D18.02 on Sampling and Related Field Testing for Soil Investigation, with Mr. Ralph Brown as Chairman, requested that this proposed Standard Method be published herein to provide exposure and to solicit comments from users. The objective is to improve its accuracy, usefulness, and acceptability, when in the future, Committee D18.02 hopes to submit it for publication in the ASTM Book of Standards. Comments should be sent to John H. Schmertmann, Chairman Committee D18.02.10. The Committee will consider all critical comments that include specific suggestions for improving the accuracy, usefulness, or acceptability of the proposed method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDilatometer tests.
=650  \0$aPenetration tests.
=650  \0$aPressures.
=650  \0$astress soil.
=650  \0$adeformation.
=650  \0$aSoil Science & Conservation.
=650  14$aPenetration tests.
=650  24$aDilatometer tests.
=650  24$aPressures.
=650  24$aStress soil.
=650  24$aDeformation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11035J.htm

=LDR  03084nab a2200565 i 4500
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=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11030J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11030J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGB2405
=082  04$a551.31/2$223
=100  1\$aClough, HF.,$eauthor.
=245  10$aDetermination of Ice Forces with Centrifuge Models /$cHF. Clough, PL. Wurst, TS. Vinson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA test system and procedures were developed to investigate ice forces on offshore structures with the technique of centrifugal modeling. The development progressed through four design stages associated with (1) the model container strong box, (2) the ice sheet formation system, (3) the model structure drive system, and (4) the instrumentation. The components were developed separately before incorporation into the final system. The test apparatus developed included an aluminum strong box with a motor driven model structure. The ice sheets were formed by prolonged application of vaporized liquid nitrogen. Temperatures, loads, and displacements were measured with thermistors, strain gages, and a linear variable differential transformer (LVDT), respectively. The test results indicate a relationship between ice thickness, temperature, and time may be used to create an ice sheet of predetermined thickness on the centrifuge. The test results from ice lateral load pile tests conducted with the system developed compare favorably with the results obtained by other investigators.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifugal modeling.
=650  \0$aCentrifuges.
=650  \0$aCones.
=650  \0$aPiles.
=650  \0$aErosion.
=650  \0$aGlacial erosion.
=650  \0$aGlacier.
=650  14$aCentrifuges.
=650  24$aIce.
=650  24$aPiles.
=650  24$aCones.
=650  24$aCentrifugal modeling.
=650  24$aArctic offshore structures.
=700  1\$aWurst, PL.,$eauthor.
=700  1\$aVinson, TS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11030J.htm

=LDR  03057nab a2200637 i 4500
=001  GTJ11034J
=003  IN-ChSCO
=005  20161219061000.0
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=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11034J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11034J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590.7
=082  04$a631.4/9$223
=100  1\$aRohan, K.,$eauthor.
=245  12$aA New Technique to Evaluate Erosivity of Cohesive Material /$cK. Rohan, G. Lefebvre, S. Douville, J-P Milette.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe paper presents a laboratory technique to evaluate the erosivity of cohesive soils, which permits, in addition to determining the critical shear stress, the observation of the rate and the mode of erosion throughout the test. The technique is similar to the pinhole test except that the hydraulic conditions are monitored at the entrance and exit of the specimen and that the eroded soil is recovered for the different stages of the test. The Moody diagram can be used to assess the evolution of the friction factor of the eroded surface during the test. Typical results are presented for tests on intact and sensitive structured clays of Eastern Canada. Erosion of intact clays has not been observed at the clay particle level but rather at the level of coarser grains or clay chunks associated with heterogeneities or fissures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCritical shear stress.
=650  \0$aErosion.
=650  \0$aErosivity.
=650  \0$aIntact clay.
=650  \0$aRate of erosion.
=650  \0$aTest procedures.
=650  \0$aerosions.
=650  \0$aSoil erosion.
=650  \0$amode of erosion.
=650  14$aErosion.
=650  24$aClays.
=650  24$aTest procedures.
=650  24$aErosivity.
=650  24$aIntact clay.
=650  24$aRate of erosion.
=650  24$aMode of erosion.
=650  24$aCritical shear stress.
=700  1\$aLefebvre, G.,$eauthor.
=700  1\$aDouville, S.,$eauthor.
=700  1\$aMilette, J-P,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11034J.htm

=LDR  02764nab a2200601 i 4500
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=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11036J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11036J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA770
=082  04$a624.164$223
=100  1\$aFelio, GY.,$eauthor.
=245  10$aFactors Affecting the Performance of a Pneumatic Earth Pressure Cell /$cGY. Felio, GE. Bauer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aTwenty pneumatic total earth pressure transducers of type SOLINST were installed on a bridge abutment. It was found that their performance was affected considerably by temperature, and to a lesser extent, by the installation procedure and the type of soil in contact with the pressure cells. In order to quantify these influences, an extensive laboratory investigation was undertaken. From this experimental study, correction factors were obtained and applied to the field data. It is suspected that other pneumatic pressure cells will be affected similarly and field measurements need to be corrected.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aCorrection factor.
=650  \0$aEarth pressure cell.
=650  \0$aField instrumentation.
=650  \0$aIn-situ stress.
=650  \0$aStress.
=650  \0$aearth pressure.
=650  \0$apressure transducer.
=650  \0$atemperature effects.
=650  14$aEarth pressure cell.
=650  24$aCalibrations.
=650  24$aStress.
=650  24$aField instrumentation.
=650  24$aIn-situ stress.
=650  24$aPressure transducer.
=650  24$aCorrection factor.
=650  24$aTemperature effects.
=700  1\$aBauer, GE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11036J.htm

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=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11031J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11031J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aPS3569.T33828
=082  04$a813/.54$223
=100  1\$aWhitman, RV.,$eauthor.
=245  10$aEffect of Boundary Conditions Upon Centrifuge Experiments Using Ground Motion Simulation /$cRV. Whitman, PC. Lambe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aTwo containers were used to hold a simulated stratum of sand during dynamic base shaking experiments aboard a centrifuge: a stack of rings and a box with rigid walls. Criteria for a satisfactory stacked-ring device are discussed, and details are presented for the design adopted. Results from several series of tests using stacked rings with different dimensions and aspect ratios are examined. While the overall performance of the stacked-ring confinement is satisfactory, there is evidence of deviations from the condition of simple shear, and also of arching. Almost certainly the rings did not exactly follow the motions of the soil. A few results are presented from tests using a box as the soil container. There is evidence that even distant walls can influence results when liquefaction phenomena are being observed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuges.
=650  \0$aEarthquakes.
=650  \0$aLiquefaction.
=650  \0$aModel tests.
=650  \0$aPore pressure.
=650  \0$aEarthquakes$xFiction.
=650  \0$aSurvival$xFiction.
=650  \0$aLife change events$xFiction.
=650  14$aCentrifuges.
=650  24$aModel tests.
=650  24$aEarthquakes.
=650  24$aLiquefaction.
=650  24$aPore pressure.
=700  1\$aLambe, PC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11031J.htm

=LDR  02813nab a2200613 i 4500
=001  GTJ11032J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11032J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11032J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.14
=082  04$a620.11233$223
=100  1\$aPang, PLR,$eauthor.
=245  12$aA New Boundary Stress Transducer for Small Soil Models in the Centrifuge /$cPLR Pang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1986.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe need to obtain reliable boundary stress measurements in centrifugal models of reinforced earth retaining walls has led to the development of a new form of boundary stress transducer. A rectangular sensitive face 100 mm long by 10 mm wide has been chosen to capture sufficient soil grains to give a representative soil pressure. Calibrations of the transducers under a layer of sand in the centrifuge were in good agreement with the deadweight calibrations. When used in a series of centrifuge model tests, the new transducers performed reliably in an environment that was anticipated to have a relatively large stress gradient.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aCentrifuges.
=650  \0$aInstrumentation.
=650  \0$aModels.
=650  \0$aPressure cells.
=650  \0$aReinforced earth.
=650  \0$aResearch and development.
=650  \0$aTheoretical analysis.
=650  \0$asoil mechanics.
=650  \0$aPlastic analysis (Engineering)
=650  14$aCentrifuges.
=650  24$aSoil mechanics.
=650  24$aPressure cells.
=650  24$aTheoretical analysis.
=650  24$aModels.
=650  24$aResearch and development.
=650  24$aReinforced earth.
=650  24$aInstrumentation.
=650  24$aCalibrations.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11032J.htm

=LDR  03767nab a2200529 i 4500
=001  GTJ20120196
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=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120196$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120196$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aThompson, Mark J.,$eauthor.
=245  10$aCalibration of Roller-Integrated Machine Drive Power Measurements Using Soil Compaction Forecasting Model /$cMark J. Thompson, Robert L. Schmitt.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aCalibration of roller-integrated machine drive power (MDP) measurements is a necessary step for implementing the continuous compaction control technology into practice. State-of-the-practice calibration procedures use univariate or multivariate regression analysis of roller machine values with traditional compaction indices, such as modulus or soil unit weight. In this paper, a new calibration technique for estimating dry unit weight from MDP measurements was developed through investigation of the relationship between roller-integrated MDP and the inferred compactive effort associated with the corresponding moisture-density state of soil. Based on field data from eight test strips, linear trends were observed between compactive effort and cumulative MDP, and the proposed approach was able to detect how moisture content (a changing variable between test strips) substantially influences soil compactive effort and the soil-roller interaction affecting MDP measurements. Identifying slopes and intercepts of these moisture-dependent correlations allows for estimating roller-achieved compactive effort, and then converting estimated compactive effort to soil dry unit weight through a unified soil compaction model that is calibrated using traditional laboratory Proctor test data. The proposed forecasting calibration technique is based on accepted and defensible geotechnical principles on which earthworks practice is based, not relying solely on regression models. Observing the correlation of roller machine values and dry unit weight in the context of soil compaction behavior is expected to improve confidence in the continuous compaction control technology and ultimately result in more widespread acceptance and use.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarthwork.
=650  \0$aIntelligent compaction.
=650  \0$aQuality control.
=650  \0$aSpecifications.
=650  \0$aSoil mechanics.
=650  \0$aSoil compaction.
=650  14$aSoil compaction.
=650  24$aIntelligent compaction.
=650  24$aQuality control.
=650  24$aSpecifications.
=650  24$aEarthwork.
=700  1\$aSchmitt, Robert L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120196.htm

=LDR  03010nab a2200541 i 4500
=001  GTJ20120186
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120186$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120186$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC482.S6
=082  04$a537.5352$223
=100  1\$aCerato, A. B.,$eauthor.
=245  10$aDetermination of Soil Stabilizer Content Using X-Ray Fluorescence /$cA. B. Cerato, G. A. Miller.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aCurrently, there are no simple methods routinely used to quantify the amount of chemical additive mixed into the soil during subgrade stabilization. Such a method was developed and validated for commonly used chemical additives including lime, cement kiln dust, and Class C fly ash mixed with different fine-grained soil types. The method employs the well-established x-ray fluorescence (XRF) technique. X-ray fluorescence was used to detect the amount of stabilizer, in the form of calcium oxide (CaO), in several stabilized subgrade soils. This technique was validated using four soils of different mineralogy and classification stabilized with three chemical stabilizers, and successfully implemented on several roadway stabilization projects. The results show that XRF accurately measures the amount of CaO in various soils, using different stabilizers, and can be a valuable tool for not only quality control, but forensic geotechnical investigations as well.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aForensic investigation.
=650  \0$aQuality control.
=650  \0$aSoil stabilization.
=650  \0$aSubgrade soils.
=650  \0$aX-ray fluorescence.
=650  \0$aX-ray spectroscopy.
=650  \0$aFluorescence analysis, X-ray.
=650  14$aX-ray fluorescence.
=650  24$aSoil stabilization.
=650  24$aSubgrade soils.
=650  24$aQuality control.
=650  24$aForensic investigation.
=700  1\$aMiller, G. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120186.htm

=LDR  03235nab a2200565 i 4500
=001  GTJ20120027
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120027$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120027$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aLee, Joonyong,$eauthor.
=245  10$aFlow Pump System for Unsaturated Soils :$bMeasurement of Suction Response and the Soil-Water Retention Curve /$cJoonyong Lee, Dobroslav Znidarcic.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aCharacterization of the suction response and the soil-water retention curve (SWRC) is important for geotechnical engineering applications and is a factor linking unsaturated soil mechanics with geotechnical practice. Therefore, a reliable and convenient method is needed to obtain parameters for models describing flow phenomena in unsaturated soils. Many SWRC measurement methods, including those using flow pump systems, have been developed. This paper describes the operation and limitations of an improved automated flow pump system for accurate SWRC measurement over drying and wetting cycles. We measured the transient suction response to obtain the SWRC using an equilibration method during both drying and wetting cycles. The system was successfully tested using a sand, a silt, and a silty sand. Characteristic curves for both drying and wetting cycles with proper flow rates were obtained within 1-3 weeks of testing. The proposed method is, therefore, very effective for routine application in engineering practice.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEquilibration method.
=650  \0$aFlow pump system.
=650  \0$aSoil-water retention curve.
=650  \0$aTransient suction response.
=650  \0$aUnsaturated soil mechanics.
=650  \0$aFoundations.
=650  \0$aSoilmechanics.
=650  \0$asoilsuction.
=650  \0$acorrosive soils.
=650  14$aUnsaturated soil mechanics.
=650  24$aSoil-water retention curve.
=650  24$aFlow pump system.
=650  24$aTransient suction response.
=650  24$aEquilibration method.
=700  1\$aZnidarcic, Dobroslav,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120027.htm

=LDR  02924nab a2200481 i 4500
=001  GTJ20120225
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120225$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120225$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE33
=082  04$a550$223
=100  1\$aBellato, Diego,$eauthor.
=245  10$aMicrostructural and Mineralogical Evaluation of the Effectiveness of Mixing Treatments in Stabilized Clays /$cDiego Bellato, Paolo Simonini, Alberto Dalle Coste.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b50
=520  3\$aThis paper shows and discusses the results of a comprehensive mineralogical and microstructural investigation carried out on several samples collected from diaphragm walls obtained treating a deposit of overconsolidated clay with the cutter soil mixing (CSM) technology, one of the most recent methods for deep mixing. To this purpose, scanning electron microscopy, X-ray powder diffraction analysis, mercury intrusion porosimetry, and X-ray computed micro-tomography were extensively used to measure soil properties at the micro-scale. In addition, unconfined compression tests and permeability tests were conducted to evaluate the effectiveness of CSM also at the macro-scale. The capability of CSM to treat cohesive soils seems to be confirmed by the experimental investigation carried out so far, considering, particularly, the degree of mixture homogeneity achieved at the end of the mixing procedure, together with the growth of several hydration products in the cemented matrix.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMineralogy$xEnvironmental aspects$xCongresses.
=650  14$adeep mixing.
=650  24$acutter soil mixing.
=650  24$astabilized clays.
=650  24$amicrostructure.
=650  24$amineralogy.
=700  1\$aSimonini, Paolo,$eauthor.
=700  1\$aDalle Coste, Alberto,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120225.htm

=LDR  03522nab a2200529 i 4500
=001  GTJ20120041
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120041$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120041$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aTripathy, Snehasis,$eauthor.
=245  10$aSuction of Some Polyethylene Glycols Commonly Used for Unsaturated Soil Testing /$cSnehasis Tripathy, Stephen W. Rees.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aIn the laboratory, solutions of polyethylene glycols (PEGs) are used to control and apply suction in soils using the osmotic technique. In this study, the suctions of PEGs with molecular weights (Mr) of 1500, 4000, 6000, and 20 000 were measured at 25° C using the chilled-mirror dew-point technique. The mass ratio of PEG-water mixtures was varied between 0.09 to 1.09 g of PEG/g of water to cover a wide range of suction from 0.09 MPa to 12.2 MPa. The results showed that, in general, PEGs with low Mr generated greater suctions than those with higher Mr. The difference between suctions of PEGs 6000 and 20 000 was found to be minor. Concurrent with previous reports, analysis of the test results in terms of molality and molarity versus suction showed that PEGs with high Mr generated greater suctions than those with lower Mr. For any PEG, both molal and molar concentrations tend to generate similar suctions at low concentrations, whereas the density effect of PEG-water mixtures was found to be significant at high concentrations in that suctions corresponding to molar concentrations were far greater than their molal series counterparts. In general, good agreements were noted between the suctions measured in this study and those reported in the literature for similar PEG types. New equations were proposed that independently related mass ratio, molality, and molarity to suction of the PEGs studied. Additionally, relationships were established between the measured % Brix values and suctions of the PEGs studied.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aOsmotic pressure.
=650  \0$aOsmotic technique.
=650  \0$aPolyethylene glycol.
=650  \0$aSuction.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  14$aLaboratory tests.
=650  24$aPolyethylene glycol.
=650  24$aOsmotic technique.
=650  24$aOsmotic pressure.
=650  24$aSuction.
=700  1\$aRees, Stephen W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120041.htm

=LDR  03200nab a2200529 i 4500
=001  GTJ20120213
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120213$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120213$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593.2
=082  04$a631.4$223
=100  1\$aVogelsang, Jakob,$eauthor.
=245  12$aA Large-Scale Soil-Structure Interface Testing Device /$cJakob Vogelsang, Gerhard Huber, Theodoros Triantafyllidis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA large-scale testing device for the experimental investigation of soil-structure interactions was developed. It allows an observation of the evolution of deformations and the measurement of the stresses in the soil-structure contact zone under 1 g-conditions. The tests are designed as boundary value problems for benchmark tests of numerical simulations. They can be used to validate contact formulations and constitutive equations for the soil. The dimensions (soil height >1.5 m) provide a sufficiently high stress level for simulations with constitutive models for soil. The major part of the device is an instrumented wall section with modifiable surface roughness representing, e.g., a part of a pile shaft or a steel sheet. This wall can be displaced quasi-statically relative to an adjacent soil body. The distribution of shear and normal stress and the wall displacements are measured. Digital image correlation (DIC) is used to evaluate the soil deformations. The paper focuses on the basic concept, the design, and the instrumentation details of the testing device. Additionally, some selected test results are shown.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLarge-scale model test.
=650  \0$aPile penetration.
=650  \0$aShear test.
=650  \0$aSoil-structure interaction.
=650  \0$aSoil structure.
=650  \0$aSoil-structure interaction$xMathematical models.
=650  14$aLarge-scale model test.
=650  24$aSoil-structure interaction.
=650  24$aPile penetration.
=650  24$aShear test.
=700  1\$aHuber, Gerhard,$eauthor.
=700  1\$aTriantafyllidis, Theodoros,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120213.htm

=LDR  03987nab a2200589 i 4500
=001  GTJ20130013
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130013$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130013$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA703
=082  04$a624.1/51$223
=100  1\$aBareither, Christopher A.,$eauthor.
=245  10$aEvaluation of Bouwer-Rice Large-Particle Correction Procedure for Soil Water Characteristic Curves /$cChristopher A. Bareither, Craig H. Benson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThe Bouwer-Rice correction method to account for large particles excluded during laboratory testing to measure the soil water characteristic curve (SWCC) was evaluated on samples of well-graded alluvium. A large-scale hanging column apparatus was used so that tests could be conducted on specimens containing all particle sizes. The analyses show that SWCCs measured on the fraction of alluvium finer than the No. 4 U.S. sieve (4.8 mm) can be corrected reliably to represent the SWCC of bulk soil or fractions of bulk soil corresponding to different large-particle thresholds. The method can also be used reliably to correct SWCCs measured on soils prepared with different large-particle thresholds (e.g., finer than 25 mm, 12.5 mm, or 4.8 mm). Dry density of the finer fraction being tested must be carefully controlled to match the dry density of the finer fraction in the soils containing large particles. An equation is described for computing the dry density of the finer fraction in a bulk soil. A simplified version of the Bouwer-Rice method is also proposed and evaluated. In this method, a SWCC test is conducted on the finer soil fraction with dry density matching that anticipated in the field, the van Genuchten equation is fit to the measured SWCC to define the shape parameters ? and n, and then the SWCC for the field application is computed using the fitted ? and n from the test on the finer fraction, saturated volumetric water content of the bulk soil in the field, and a residual water content of zero. Analyses show that this modified Bouwer-Rice method is simpler and results in an accurate representation of the SWCC of soil containing large particles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGravel.
=650  \0$aLarge-particle correction.
=650  \0$aMatric suction.
=650  \0$aMoisture retention.
=650  \0$aSoil water characteristic curve.
=650  \0$aUnsaturated soil.
=650  \0$aEngineering geology$xEvaluation$xCongresses.
=650  \0$aSoil mechanics$xCongresses.
=650  \0$aFoundations$xCongresses.
=650  \0$aEnvironmental risk assessment$xCongresses.
=650  14$aUnsaturated soil.
=650  24$aSoil water characteristic curve.
=650  24$aMatric suction.
=650  24$aLarge-particle correction.
=650  24$aMoisture retention.
=650  24$aGravel.
=700  1\$aBenson, Craig H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130013.htm

=LDR  02871nab a2200565 i 4500
=001  GTJ20120174
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120174$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120174$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aZapata-Medina, David G.,$eauthor.
=245  10$aDefining Y2 Yielding From Cyclic Triaxial Tests /$cDavid G. Zapata-Medina, Richard J. Finno.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThis paper presents the yielding characteristics of overconsolidated Bootlegger Cove Formation (BCF) clays extracted from the Port of Anchorage construction site. Additionally, it extends the critical shear strain concept to define the point at which irrecoverable deformations begin (Y2 yielding) to the case of fully reversed loadings during undrained cyclic triaxial (CyTX) tests. On-specimen linear variable differential transformers (LVDTs) and an internal load cell with high accuracy were employed to define stress-strain responses and yield points of the specimens. This paper also presents Y2 yield points obtained using standard procedures available in the technical literature based on monotonic triaxial testing to show that the size and location of the Y2 yield surface can be determined from undrained CyTX tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aCyclic triaxial tests.
=650  \0$aSmall-strain.
=650  \0$aSoil behavior.
=650  \0$aSoil yielding.
=650  \0$aYield surface.
=650  \0$aSoil mechanics.
=650  \0$aTriaxial.
=650  14$aCyclic triaxial tests.
=650  24$aSoil behavior.
=650  24$aSoil yielding.
=650  24$aYield surface.
=650  24$aSmall-strain.
=650  24$aClay.
=700  1\$aFinno, Richard J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120174.htm

=LDR  03367nab a2200553 i 4500
=001  GTJ20120203
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120203$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120203$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aD810.S2
=082  04$a940.54/867308850943$223
=100  1\$aGanesalingam, Dhanya,$eauthor.
=245  10$aInflection Point Method to Estimate ch From Radial Consolidation Tests with Peripheral Drain /$cDhanya Ganesalingam, Nagaratnam Sivakugan, Wayne Read.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aHorizontal coefficient of consolidation ch  is a key parameter in the design of vertical drains and the following consolidation analysis of a soil layer. There are graphical and non-graphical methods available to estimate ch from laboratory radial consolidation tests with a central drain. Currently, the consolidation tests with peripheral drains have to be analysed through a curve fitting method for determining ch. In this technical note, a non-graphical inflection point method is proposed for determining ch for an oedometer test with peripheral drainage, based on the characteristic feature observed when the gradient of the theoretical Ur -log Tr  relationship was plotted against Tr. The proposed method is validated through a series of consolidation tests on two reconstituted dredged clay specimens, tested in an oedometer subjected to radial drainage with peripheral drains. The consolidation settlements predicted from the proposed method, for the two different clays, were in excellent agreement with those measured in the oedometer. The proposed method will be a very valuable tool in the analysis of radial consolidation data when the drains are peripheral.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficient of radial consolidation.
=650  \0$aInflection point method.
=650  \0$aPeripheral drain.
=650  \0$aRadial consolidation.
=650  \0$aBraindrain.
=650  \0$aGerman Americans.
=650  \0$aIntelligence service.
=650  \0$aMilitary research.
=650  14$aRadial consolidation.
=650  24$aPeripheral drain.
=650  24$aCoefficient of radial consolidation.
=650  24$aInflection point method.
=700  1\$aSivakugan, Nagaratnam,$eauthor.
=700  1\$aRead, Wayne,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120203.htm

=LDR  03385nab a2200625 i 4500
=001  GTJ20130016
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130016$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130016$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA760
=082  04$a624.152$223
=100  1\$aGupta, Ramesh Chandra,$eauthor.
=245  10$aLoad-Settlement Behavior of Drilled Shafts in Multilayered Deposits of Soils and Intermediate Geomaterials /$cRamesh Chandra Gupta.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b47
=520  3\$aUsing a hyperbolic model and curve-fitting techniques, curves of the nonlinear side resistance (fs) versus the ratio of shaft displacement to shaft diameter (?/d), measured in top-down static load tests on instrumented drilled shafts in multilayered deposits of soil and intermediate geomaterials (IGMs), have been analyzed to determine the values of shear modulus (G) and ultimate side friction (fsu). Values of G and fsu for each layer of soil and IGM so determined from load tests matched well with those determined from correlations. An iterative procedure based on hyperbolic curves of fs versus ?/d derived using values of G and fsu determined either from correlations or from load tests was used to compute or back-calculate top-down load-settlement curves. The load-settlement curves determined via this procedure matched well with those measured from the top-down load tests both when the tip bears above a cavity or very soft soils and when the tip is bearing in a firm and dense IGM. It was found that an accurate axial load distribution and settlement profile along the length of a shaft can be determined via this procedure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aDrilled shaft.
=650  \0$aField tests.
=650  \0$aIntermediate geomaterials.
=650  \0$aLoad test.
=650  \0$aRock.
=650  \0$aSand.
=650  \0$aShear modulus.
=650  \0$aUltimate side friction.
=650  \0$aMine shafts$xDesign and construction.
=650  \0$aShafts (Excavations)$xCongresses.
=650  14$aLoad test.
=650  24$aField tests.
=650  24$aSand.
=650  24$aClay.
=650  24$aIntermediate geomaterials.
=650  24$aRock.
=650  24$aUltimate side friction.
=650  24$aShear modulus.
=650  24$aDrilled shaft.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130016.htm

=LDR  03372nab a2200505 i 4500
=001  GTJ20120081
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120081$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120081$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA367.5
=082  04$a621.36/6$223
=100  1\$aStyler, Mark A.,$eauthor.
=245  10$aCombined Time and Frequency Domain Approach to the Interpretation of Bender-Element Tests on Sand /$cMark A. Styler, John A. Howie.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aShear wave velocities are obtained from bender-element tests on laboratory specimens by analyzing the trigger and response signals. The response signal is a highly distorted translation of the trigger signal, obscuring the identification of the shear wave arrival. This has led to the publication of many criteria to guide subjective decisions on the selection of trigger waveform and frequency and of applicable interpretation methods. Current methods of interpretation result in determination of either the group or phase velocity. As soil and bender-element responses are dispersive, and as the group velocity is only valid in non-dispersive systems, the phase velocity should be measured. A combined time and frequency domain method is presented to allow interpretation of the phase velocity, minimizing subjective input to the interpretation. The method is first demonstrated using simplified synthetic signals and is then applied to laboratory test data. The reproducibility of the results is demonstrated from measurements on ten triaxial specimens of saturated Fraser River sand. The group velocities are shown to be very sensitive to dispersion, not reproducible, and contingent on the selected frequency window, whereas the phase velocities are considerably more repeatable. The combined time and frequency domain method results in the interpretation of a phase velocity using only measured parameters.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aFrequency domain.
=650  \0$aPhase shift.
=650  \0$aAcoustic velocity meters.
=650  \0$aShear wave velocities.
=650  14$aShear wave velocities.
=650  24$aBender elements.
=650  24$aFrequency domain.
=650  24$aPhase shift.
=700  1\$aHowie, John A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120081.htm

=LDR  04194nab a2200577 i 4500
=001  GTJ20120124
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120124$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120124$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aMeehan, Christopher L.,$eauthor.
=245  10$aMonitoring Field Lift Thickness Using Compaction Equipment Instrumented with Global Positioning System (GPS) Technology /$cChristopher L. Meehan, Mohammad Khosravi, Daniel V. Cacciola.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aWhen constructing earthen embankments, it is essential that the soil be placed and spread in uniform lifts prior to compaction. To ensure that the resulting soil lifts are evenly compacted, typical compaction specification approaches place restrictions on the thickness that is acceptable for each soil lift. In current practice, it can be extremely difficult for a field inspector to verify that lift thickness requirements are being met when soil is being placed and spread over a large area, without the use of frequent surveying (which adds both costs and delays to earthwork projects). Recent advances in compaction control include the development of continuous compaction control (CCC) and intelligent compaction (IC) systems, which provide real-time monitoring and feedback about the operation and performance of soil compaction. Typically, CCC and IC compaction equipment is outfitted with a real-time kinematic global positioning system (RTK-GPS) that monitors and records the position of the compacter as the soil lift is being compacted. This paper suggests that geotechnical engineers use field RTK-GPS measurements that are made by CCC or IC equipment to monitor and control the thickness of compacted soil lifts. Data collected from a full-scale field study is used to illustrate the practical issues with using GPS measurements for field monitoring of lift thickness during construction of a roadway embankment, such as varying roller position from lift-to-lift and the measurement uncertainty associated with RTK-GPS measurement data. The use of both simple and sophisticated spatial analysis techniques are explored for interpolating measured field elevation data onto a uniform grid for lift thickness assessment. The resulting methodology that is presented can be utilized to build spatial maps of compacted soil lift thickness, a process that can be used to great benefit by field engineers who are trying to ensure the quality of compacted soil lifts.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContinuous compaction control.
=650  \0$aEarthwork.
=650  \0$aGeostatistics.
=650  \0$aLift thickness.
=650  \0$aQuality assurance.
=650  \0$aQuality control.
=650  \0$aCompaction.
=650  14$aContinuous compaction control.
=650  24$aEarthwork.
=650  24$aCompaction.
=650  24$aGeostatistics.
=650  24$aLift thickness.
=650  24$aQuality control.
=650  24$aQuality assurance.
=700  1\$aKhosravi, Mohammad,$eauthor.
=700  1\$aCacciola, Daniel V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120124.htm

=LDR  03982nab a2200553 i 4500
=001  GTJ20120048
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120048$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120048$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC173.458.S62
=082  04$a530.413$223
=100  1\$ade Carteret, Ryan,$eauthor.
=245  10$aInstallation, Calibration, and Application of Dielectric Sensors in Laboratory Studies of Compacted Unsaturated Granular Materials /$cRyan de Carteret, Olivier Buzzi, Stephen Fityus.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe use of small-scale, instrumented laboratory columns for the study of moisture content and electrical conductivity response of soils has historically been restricted primarily to fine-grained materials because of the size of available instrumentation and probe installation difficulties. This study explores the suitability of capacitance-type dielectric sensors for studies of coarse-grained granular materials by assessing installation and calibration requirements. A number of different methods for installing a Hydra Probe dielectric sensor in a gravelly granular material were assessed and their repeatability compared with sensor installation in a fine-grained material. Typical installation methods were found to result in highly inconsistent installation in the compacted granular material, with poor repeatability. An alternative installation method is presented for gravelly granular materials, which resulted in an acceptable level of repeatability for both components of sensor measurement, consistent with that achieved by direct sensor insertion in fine-grained materials. It was also found necessary to develop a material-specific volumetric moisture content calibration relationship for the granular material as the manufacturer-supplied relationships were found to have very-low accuracy. This material-specific calibration was found to improve the accuracy of the dielectric sensor to ±0.03 m3/m3. To demonstrate the potential of dielectric sensors for use in the study of compacted granular materials, two laboratory experiments are described: one monitoring changes in moisture content with time and the other changes in electrical conductivity. General recommendations for use of dielectric sensors with granular materials are also presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapacitance probe.
=650  \0$aDielectric sensor.
=650  \0$aGranular materials.
=650  \0$aUnsaturated soil column.
=650  \0$aGranular materials$xMechanical properties.
=650  \0$aGranular materials$xPermeability.
=650  \0$aSoft condensed matter.
=650  \0$aWetting.
=650  14$aGranular materials.
=650  24$aDielectric sensor.
=650  24$aCapacitance probe.
=650  24$aUnsaturated soil column.
=700  1\$aBuzzi, Olivier,$eauthor.
=700  1\$aFityus, Stephen,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120048.htm

=LDR  03667nab a2200565 i 4500
=001  GTJ20120209
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120209$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120209$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH5201
=082  04$a690.11$223
=100  1\$aElshafie, M. Z. E. B.,$eauthor.
=245  10$aCentrifuge Modeling of Deep Excavations and Their Interaction With Adjacent Buildings /$cM. Z. E. B. Elshafie, C. K. C. Choy, R. J. Mair.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aMajor cities in the world are experiencing a rapid growth in population while becoming increasingly overcrowded and congested. In recent years, this has created a huge demand for underground infrastructure, which often involves the design of major mass transit tunnel systems; these tunnel systems (underground tunnels and metro stations) are becoming increasingly necessary to construct in very close proximity to existing buildings. The prediction of excavation-induced deformations, therefore, becomes a key issue in the planning and design process for these schemes. However, current design approaches are conservative and often lead to unnecessary concern and expenditure in the design and provision of protective measures. A better understanding of the mechanisms involved in the excavation soil-structure interaction could reduce costs and help avoid potential problems. A series of small-scale model tests was carried out in the geotechnical centrifuge at Cambridge University to investigate the interaction between excavations and model buildings. Excavations (simulated by adopting a novel two-fluid technique) in a "free field" were also undertaken to assess the difference between free-field ground movements and those affected by a stiff model building. A detailed description of the centrifuge models and test procedures is presented in this paper, followed by the presentation of test results that demonstrate the effect of the stiffness of the model building on the excavation-induced displacements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aDeformation.
=650  \0$aExcavation.
=650  \0$aRetaining wall.
=650  \0$aSoil-structure interaction.
=650  \0$aConcrete footings.
=650  \0$aBuilding stiffness.
=650  14$aCentrifuge modeling.
=650  24$aExcavation.
=650  24$aRetaining wall.
=650  24$aDeformation.
=650  24$aSoil-structure interaction.
=650  24$aBuilding stiffness.
=700  1\$aChoy, C. K. C.,$eauthor.
=700  1\$aMair, R. J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120209.htm

=LDR  03423nab a2200553 i 4500
=001  GTJ20120155
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120155$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120155$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aShrivastava, Amit Kumar,$eauthor.
=245  10$aDevelopment of a Large-Scale Direct Shear Testing Machine for Unfilled and Infilled Rock Joints Under Constant Normal Stiffness Conditions /$cAmit Kumar Shrivastava, K. Seshagiri Rao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aIn the past, numerous studies have been undertaken to understand the shear behavior of unfilled and infilled rock joints by conducting tests on conventional direct shear apparatus, where normal load is kept constant during the shearing process. This is suitable for planar joints, but rock joints are seldom planar, and, in reality, normal stress on the shearing plane is not constant and testing such rock joints by conventional direct shear apparatus will give inappropriate results. The estimation of correct shear strength is important for safe and economical design of underground openings in jointed rocks, stability analysis of anchored rock slopes, risk assessment of underground waste disposal repositories, design of foundations on rock, and socketed piles in rock. Hence, in the present study, a servo-controlled large-scale direct shear testing machine is designed and fabricated to test the rock samples under varying normal load, i.e., constant normal stiffness (CNS) conditions. Direct shear tests have been performed on physically modeled unfilled and infilled rock joints with asperity angle 30° -30° , at different initial normal stress (Pi). The test results indicate that the CNS conditions greatly influence the shear behavior of rock joints.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant normal stiffness.
=650  \0$aDilation.
=650  \0$aDirect shear apparatus.
=650  \0$aPhysical modeling.
=650  \0$aRock joint.
=650  \0$aShear behavior.
=650  \0$aShear (Mechanics)
=650  14$aRock joint.
=650  24$aDirect shear apparatus.
=650  24$aConstant normal stiffness.
=650  24$aPhysical modeling.
=650  24$aShear behavior.
=650  24$aDilation.
=700  1\$aRao, K. Seshagiri,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120155.htm

=LDR  02794nab a2200505 i 4500
=001  GTJ12720
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12720$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12720$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTX531
=082  04$a664/.117$223
=100  1\$aAnhDan, L.,$eauthor.
=245  10$aViscous Effects on the Stress-Strain Behavior of Gravelly Soil in Drained Triaxial Compression /$cL. AnhDan, F. Tatsuoka, J. Koseki.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aA series of special drained triaxial compression tests using a large-scale triaxial apparatus was carried out to study the viscous properties of gravelly soil. To evaluate loading rate effects on the stress-strain behavior, the axial strain rate was changed stepwise during otherwise monotonic loading (ML) at a constant strain, which resulted in a sharp increase or decrease in the deviator stress. Drained creep loading tests were also performed at several deviator stresses during otherwise monotonic loading and unloading along different stress paths. The amount of creep strain increased with an increase in the deviator stresses. The stress-strain behavior was nearly elastic for some stress range immediately after ML was restarted at a constant strain rate following each creep stage. The viscous properties of partially and fully saturated specimens were essentially the same.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCreep deformation.
=650  \0$aviscosity.
=650  \0$atriaxial test.
=650  \0$astrain rate.
=650  14$aViscosity.
=650  24$aTriaxial test.
=650  24$aCreep deformation.
=650  24$aStrain rate.
=700  1\$aTatsuoka, F.,$eauthor.
=700  1\$aKoseki, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12720.htm

=LDR  03121nab a2200577 i 4500
=001  GTJ12633
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12633$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12633$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aIsmail, MA.,$eauthor.
=245  12$aA New Setup for Measuring Go during Laboratory Compaction /$cMA. Ismail, KI. Rammah.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aSoil stabilization by compaction plays an important role in foundation engineering, both for construction and maintenance. Compaction specifications often require achievement of an in situ dry density (?d) of 90-95% of the maximum value obtained from laboratory standard or modified Proctor test. However, ?d is not a design parameter per se; it is rather used to infer other parameters such as strength and stiffness through some empirical relationships. This paper describes a setup and procedure by which the small-strain (dynamic) shear stiffness can be measured accurately by propagating elastic shear wave through the stabilized material during laboratory compaction. The method enables measurement of the shear modulus [Go(ij)] in both horizontal and vertical planes. The ratio between Go in these two orthogonal planes (i.e., Ghh and Ghv) is a measure of the degree of stiffness anisotropy, and this could be used as input parameter in deformation calculations. The setup is designed so that it can be readily incorporated into the familiar Proctor test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aCompaction.
=650  \0$aProctor test.
=650  \0$aShear modulus.
=650  \0$aSoil stabilization.
=650  \0$aSuction.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aCompaction.
=650  24$aShear modulus.
=650  24$aAnisotropy.
=650  24$aSoil stabilization.
=650  24$aProctor test.
=650  24$aSuction.
=700  1\$aRammah, KI.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12633.htm

=LDR  03071nab a2200553 i 4500
=001  GTJ100454
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100454$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100454$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aNg, AMY,$eauthor.
=245  10$aDesign, Fabrication, and Assembly of a Large Oedometer /$cAMY Ng, AT. Yeung, PKK Lee, LG. Tham.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aA typical Casagrande-type oedometer cell is 76 mm in diameter and 19 mm high. It may perform satisfactorily in the measurements of consolidation parameters of homogeneous fine-grained soil specimens up to a maximum applied vertical stress of approximately 3 MPa. However, when it is required to evaluate the load-deformation characteristics of soil specimens containing relative large-diameter grain particles and/or at a considerably higher stress level, the existing apparatus is evidently inadequate. Therefore, an oedometer of 425 mm in internal diameter was designed, fabricated, and assembled at The University of Hong Kong. The consolidation stress that can be applied is up to 13.5 MPa. Specimen preparation and measurement procedure have to be developed to cope with the new apparatus. The design, fabrication, and assembly of the large oedometer are documented and discussed in this paper. Moreover, experimental procedure developed and measurement data demonstrating the applicability of the new apparatus are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aHigh consolidation stress.
=650  \0$aLaboratory apparatus.
=650  \0$aLarge consolidometer.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aLarge consolidometer.
=650  24$aConsolidation.
=650  24$aHigh consolidation stress.
=650  24$aLaboratory apparatus.
=700  1\$aYeung, AT.,$eauthor.
=700  1\$aLee, PKK,$eauthor.
=700  1\$aTham, LG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100454.htm

=LDR  02589nab a2200565 i 4500
=001  GTJ100200
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100200$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100200$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aGaudin, C.,$eauthor.
=245  10$aCentrifuge Testing of Offshore Filters /$cC. Gaudin, PG. Watson, MR. Randolph.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThis paper presents original centrifuge tests performed to study the interaction between clay soils and various filter types proposed for use in the under-base pumping system on the Yolla A Platform foundations. The experimental device described allows a "suction" to be applied behind the face of the filter, and to study potential for (a) penetration of clay through the filter, and (b) blockage of the filter. Results have shown that tapered wire mesh filters may (at least partially) block during penetration into the clay, but that these could be unblocked by application of moderate pressures inside the filter.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge tests.
=650  \0$aClay.
=650  \0$aFilter.
=650  \0$aStandpipe.
=650  \0$aSuction.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aCentrifuge tests.
=650  24$aStandpipe.
=650  24$aFilter.
=650  24$aClay.
=650  24$aSuction.
=650  24$aYolla.
=700  1\$aWatson, PG.,$eauthor.
=700  1\$aRandolph, MR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100200.htm

=LDR  03363nab a2200589 i 4500
=001  GTJ100021
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100021$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100021$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP815
=082  04$a620.11$223
=100  1\$aMoffat, RA.,$eauthor.
=245  12$aA Large Permeameter for Study of Internal Stability in Cohesionless Soils /$cRA. Moffat, RJ. Fannin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aResults are reported from the commissioning of a large rigid-walled permeameter that was designed to examine hydromechanical conditions prevailing at the onset of seepage-induced failure in soils with a potential for internal instability. A technique of slurry mixing and discrete deposition is used to reconstitute a homogeneous, saturated test specimen. The test specimen is consolidated and then subject to seepage flow, under head-control, in either a downward or upward direction. Two arrays of pressure transducers, located on opposite sides of the specimen, establish the variation of hydraulic gradient along the specimen. The device is configured with a top and bottom load cell, and frictionless loading ram, in order to assess the influence of side-wall friction and thereby establish the distribution of vertical effective stress along the length of the specimen. Observations of hydraulic gradient and effective stress enable a characterization of the onset of instability, which is localized within the specimen. Results of multi-stage tests on glass beads are reported that illustrate novel features of the permeameter and instrumentation, the utility of the specimen reconstitution technique and a novel approach for quantifying the onset of internal instability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aErosion.
=650  \0$aFilters.
=650  \0$aGap gradation.
=650  \0$aInternal stability.
=650  \0$aLaboratory testing.
=650  \0$aSeepage.
=650  \0$aSuffosion.
=650  \0$aPermeameter.
=650  \0$aSoil permeability$vMeasurement.
=650  14$aInternal stability.
=650  24$aSuffosion.
=650  24$aErosion.
=650  24$aFilters.
=650  24$aGap gradation.
=650  24$aLaboratory testing.
=650  24$aSeepage.
=700  1\$aFannin, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100021.htm

=LDR  03042nab a2200553 i 4500
=001  GTJ100273
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100273$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100273$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aBai, B.,$eauthor.
=245  10$aConsolidation Characteristics and Undrained Strength of Saturated Soft Clay under Repeated Impact Loading /$cB. Bai.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe consolidation characteristics of saturated soft clay under repeated impact loading are studied by laboratory tests. Particularly, the influence of drainage conditions on consolidation and reconsolidation of soft clay are analyzed in detail. The uniqueness of the relationship between pore water pressure and reconsolidation volumetric strain is described, and the methods for determining the coefficient of reconsolidation volume compressibility and the reconsolidation compression index are given. It is demonstrated that the samples undergoing several stages of impact and reconsolidation show an apparent quasi-overconsolidation state, and have an increased shear strength. Models for predicting the deformation and the undrained strength of soft clay foundation from impact loading are also suggested. In the models, the conditions of partial drainage and stages of impact are taken into account. Calculated results by the present models are in good agreement with the test data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aImpact loading.
=650  \0$aPore pressure.
=650  \0$aReconsolidation.
=650  \0$aSaturated soft clay.
=650  \0$aShear strength.
=650  \0$aUndrained loading.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSaturated soft clay.
=650  24$aImpact loading.
=650  24$aReconsolidation.
=650  24$aPore pressure.
=650  24$aShear strength.
=650  24$aUndrained loading.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100273.htm

=LDR  03226nab a2200577 i 4500
=001  GTJ13302
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ13302$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ13302$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQP321
=082  04$a573.7/528$223
=100  1\$aValdes, JR.,$eauthor.
=245  10$aMonitoring the Hydraulic Conductivity of Crushing Sands /$cJR. Valdes, B. Caban.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aCrushing occurs when particles are subjected to sufficiently high external stresses. The crushing process leads to the production of fragments and to ensuring changes in void ratio, pore sizes, specific surface, and hydraulic conductivity. This paper presents a study of the changes in hydraulic conductivity that take place during particle crushing in sand specimens. A new one-dimensional compression cell modified for double-ring permeametry was used to measure the hydraulic conductivity of various sands during crushing and is described in detail in this paper. The device, procedures, and data analyses incorporate arching and localized crushing effects, and are presented as a development towards a new testing standard for determining hydraulic conductivity degradation curves that result from crushing of sands subjected to large stresses. Results show that the hydraulic conductivity degradation curve is dependent on sand type, in particular the particle shapes and mineral composition. The role of arching on the compression behavior and the associated post-crushing grain size distribution curves is also addressed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArching.
=650  \0$aDouble-ring permeameter.
=650  \0$aHydraulic conductivity.
=650  \0$aParticle forces.
=650  \0$aPermeability.
=650  \0$aSand crushing.
=650  \0$aMyoneural junction.
=650  \0$aNeuromuscular transmission.
=650  \0$aCell Membrane Permeability.
=650  14$aSand crushing.
=650  24$aPermeability.
=650  24$aHydraulic conductivity.
=650  24$aDouble-ring permeameter.
=650  24$aArching.
=650  24$aParticle forces.
=700  1\$aCaban, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ13302.htm

=LDR  03168nab a2200529 i 4500
=001  GTJ14315
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14315$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14315$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTK7872.D53
=082  04$a622.382/24$223
=100  1\$aLin, CP.,$eauthor.
=245  10$aDevelopment of TDR Penetrometer through Theoretical and Laboratory Investigations :$b2. Measurement of Soil Electrical Conductivity /$cCP. Lin, CC. Chung, SH. Tang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aA TDR penetrometer was introduced to allow simultaneous measurements of dielectric permittivity and electrical conductivity during cone penetration. This study focused on the theoretical development and experimental evaluation of electrical conductivity measurement using the TDR penetrometer. Theoretical development takes into account the cable resistance and nonconducting cone shaft, leading to a new data reduction equation and calibration procedure. Measurement sensitivity and spatial sampling bias were experimentally evaluated for various probe configurations. The results show that the measurement sensitivity of interest may be controlled by the geometric factor of the probe. The complication and implications of the spatial weighting bias are discussed. A prototype TDR penetrometer was calibrated and used to perform simulated penetration tests in a soil. Experimental results do not show significant errors in electrical conductivity due to the penetration disturbance, verifying the effectiveness of the TDR penetrometer for electrical conductivity measurement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDielectric permittivity.
=650  \0$aElectrical conductivity.
=650  \0$aTime domain reflectometry (TDR)
=650  \0$aDielectric devices.
=650  \0$aMathematical models.
=650  \0$aElectromagnetic waves.
=650  14$aDielectric permittivity.
=650  24$aElectrical conductivity.
=650  24$aTime domain reflectometry (TDR)
=650  24$aCPT.
=700  1\$aChung, CC.,$eauthor.
=700  1\$aTang, SH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14315.htm

=LDR  02953nab a2200517 i 4500
=001  GTJ14093
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14093$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14093$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC585
=082  04$a620.1/44/97$223
=100  1\$aLin, CP.,$eauthor.
=245  10$aDevelopment of TDR Penetrometer Through Theoretical and Laboratory Investigations :$b1. Measurement of Soil Dielectric Permittivity /$cCP. Lin, SH. Tang, CC. Chung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aTo better characterize a bulk soil electrically, both the electrical conductivity and dielectric permittivity should be measured. This study developed a time domain reflectometry (TDR) penetrometer to allow simultaneous measurements of dielectric permittivity and electrical conductivity during cone penetration. A TDR penetrometer is formed by placing a multiple-conductor waveguide around a nonconducting shaft. Probe design considerations and calibration methods for measuring dielectric constant were first theoretically discussed and then evaluated through laboratory investigations. A prototype TDR penetrometer was fabricated and used to perform simulated penetration tests in a calibration chamber. The effect of penetration disturbance on dielectric constant is quantitatively reported and explained. The implications of the data that can be measured by the TDR penetrometer are also discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDielectric permittivity.
=650  \0$aTime domain reflectometry (TDR)
=650  \0$aSemiconductors.
=650  \0$aelectrical conductivity.
=650  \0$aGlass Electric properties.
=650  14$aDielectric permittivity.
=650  24$aElectrical conductivity.
=650  24$aTime domain reflectometry (TDR)
=650  24$aCPT.
=700  1\$aTang, SH.,$eauthor.
=700  1\$aChung, CC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14093.htm

=LDR  02594nab a2200505 i 4500
=001  GTJ100226
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100226$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100226$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aPeng, JR.,$eauthor.
=245  12$aA Device to Cyclic Lateral Loaded Model Piles /$cJR. Peng, BG. Clarke, M. Rouainia.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aModel tests on small scale piles subject to cyclic lateral loading have been carried out with the purpose of simulating the pile soil behavior and its lateral resistance under environmental loads. An efficient mechanical loading system has been developed. This system is able to provide both one-way and two-way cyclic lateral loads. Frequencies and load levels in both directions can be varied in order to simulate different load conditions. There is no limitation on the number of cycles. A series of lateral cyclic loading tests for a monopile in dry sand have been carried out to demonstrate the efficiency and effectiveness of this loading system. The benefits of this innovative loading system are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loading.
=650  \0$aLateral load.
=650  \0$aPile foundation.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aPile foundation.
=650  24$aLateral load.
=650  24$aCyclic loading.
=700  1\$aClarke, BG.,$eauthor.
=700  1\$aRouainia, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100226.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10365J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10365J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aYuen, CMK,$eauthor.
=245  12$aA New Apparatus for Measuring the Principal Strains in Anisotropic Clays /$cCMK Yuen, KY. Lo, JHL Palmer, GA. Leonards.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aAn apparatus and an experimental arrangement were developed to provide an accurate measurement of the lateral deformation of soft sensitive clays. The apparatus contained light gage points and displacement transducers floated in a cell fluid in such a way that internal strains could be measured directly on the soil specimen with the least amount of disturbance. The performance data obtained from the testing of a soft sensitive clay indicated that the apparatus developed possessed adequate precision and stability for the study of the deformation behavior of clays.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aClays.
=650  \0$aDeformation gages.
=650  \0$aDisplacement transducers.
=650  \0$aFlotation.
=650  \0$aPrincipal strains.
=650  \0$aClay$xHistory.
=650  14$aClays.
=650  24$aAnisotropy.
=650  24$aDeformation gages.
=650  24$aPrincipal strains.
=650  24$aDisplacement transducers.
=650  24$aFlotation.
=700  1\$aLo, KY.,$eauthor.
=700  1\$aPalmer, JHL,$eauthor.
=700  1\$aLeonards, GA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10365J.htm

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=001  GTJ10367J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10367J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10367J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC903
=082  04$a551.5/253$223
=100  1\$aYoo, TS.,$eauthor.
=245  10$aRailroad Ballast Density Measurement /$cTS. Yoo, HM. Chen, ET. Selig.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aBecause existing methods were unsuitable for measuring the in-situ density of railroad ballast, studies were conducted to develop a new technique. A laboratory investigation was made of the various factors affecting the measurement of density in railroad ballast, which typically is composed of open-graded and coarse-grained aggregates. An approach employing water replacement in a lined hole was selected for extensive evaluation. Based on the laboratory results, a new apparatus has been devised and test procedures have been developed which subsequently have been successfully applied in the field at various railroad sites. This paper summarizes the research involved in the development of the density-measurement method. The details of the apparatus and procedures are provided in appendixes to the paper. The field tests confirmed the suitability of the method and provided new information on the physical state of ballast. The proposed new method is not limited to use with ballast but is also applicable to most other soil and aggregate materials.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aBoundary correction factor.
=650  \0$aCompaction.
=650  \0$aDensity.
=650  \0$aIn-situ measurement.
=650  \0$aRailroad.
=650  \0$aVoid ratio.
=650  \0$aMeasurement.
=650  \0$aAtmospheric temperature$xMeasurement.
=650  \0$aBallast.
=650  14$aAggregate.
=650  24$aBallast.
=650  24$aDensity.
=650  24$aCompaction.
=650  24$aBoundary correction factor.
=650  24$aIn-situ measurement.
=650  24$aRailroad.
=650  24$aVoid ratio.
=700  1\$aChen, HM.,$eauthor.
=700  1\$aSelig, ET.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10367J.htm

=LDR  02599nab a2200577 i 4500
=001  GTJ10363J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10363J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10363J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aGorman, CT.,$eauthor.
=245  10$aConstant-Rate-of-Strain and Controlled-Gradient Consolidation Testing /$cCT. Gorman, TC. Hopkins, RC. Deen, VP. Drnevich.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aControlled-gradient (CG), constant-rate-of-strain (CRS), and conventional incremental-loading (STD) consolidation testing are compared and evaluated. Undisturbed samples of three soils common to Kentucky were used in the testing program. Results of 15 CG, 14 CRS, and 32 STD consolidation tests are evaluated. The feasibility of these new test methods for routine testing is briefly discussed and recommendations are made for refinements in testing procedures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aConstant-rate-of-strain.
=650  \0$aControlled-gradient.
=650  \0$aPore pressure.
=650  \0$aStrain rate.
=650  \0$asoil mechanics.
=650  \0$aConsolidation Testing.
=650  14$aConsolidation.
=650  24$aSoil mechanics.
=650  24$aStrain rate.
=650  24$aConstant-rate-of-strain.
=650  24$aControlled-gradient.
=650  24$aPore pressure.
=700  1\$aHopkins, TC.,$eauthor.
=700  1\$aDeen, RC.,$eauthor.
=700  1\$aDrnevich, VP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10363J.htm

=LDR  02413nab a2200529 i 4500
=001  GTJ10369J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10369J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10369J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aT50
=082  04$a620/.0044$223
=100  1\$aSchmertmann, JH.,$eauthor.
=245  10$aExample of an Energy Calibration Report on a Standard Penetration Test (ASTM Standard D 1586-67) Drill Rig /$cJH. Schmertmann, TV. Smith, R. Ho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b1
=520  3\$aThis note provides an example of an energy calibration report on standard penetration test equipment. This calibration was designed to determine a standard hammer drop height that would produce 2100 in.·lb (237 N·m) of compression wave energy entering the drill rods as a result of the average hammer blow when using drop procedures as ordinarily used for the rig under calibration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic response.
=650  \0$aEnergy.
=650  \0$aStandard penetration test.
=650  \0$acalibrations.
=650  \0$aCalibration$vHandbooks, manuals, etc.
=650  \0$apenetration test.
=650  14$aCalibrations.
=650  24$aEnergy.
=650  24$aDynamic response.
=650  24$aStandard penetration test.
=700  1\$aSmith, TV.,$eauthor.
=700  1\$aHo, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10369J.htm

=LDR  02590nab a2200613 i 4500
=001  GTJ10366J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10366J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10366J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a620.43$223
=100  1\$aMehdiratta, GR.,$eauthor.
=245  10$aMinimum and Maximum Densities of Granular Materials /$cGR. Mehdiratta, GE. Triandafilidis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aLaboratory tests were conducted to determine minimum and maximum densities of arroyo sand, concrete sand, Ottawa sand, and glass beads. Minimum densities were determined by six different methods using two different molds. Maximum density tests were performed using an electromagnetic vibrator producing vertical simple harmonic motion. The vibration parameters investigated were frequency, acceleration, displacement, and the duration of vibrations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcceleration.
=650  \0$aDensity.
=650  \0$aDisplacement.
=650  \0$aFrequency.
=650  \0$aSoil mechanics.
=650  \0$aVelocity.
=650  \0$aVibratory compaction.
=650  \0$aGranular Materials.
=650  \0$aChemistry.
=650  \0$aScience.
=650  14$aVibratory compaction.
=650  24$aGranular materials.
=650  24$aDensity.
=650  24$aFrequency.
=650  24$aAcceleration.
=650  24$aVelocity.
=650  24$aDisplacement.
=650  24$aSoil mechanics.
=700  1\$aTriandafilidis, GE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10366J.htm

=LDR  02462nab a2200565 i 4500
=001  GTJ10364J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10364J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10364J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aLadd, RS.,$eauthor.
=245  10$aPreparing Test Specimens Using Undercompaction /$cRS. Ladd.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aA specimen preparation procedure is presented that offers an improved method of preparing reconstituted sand specimens for cyclic triaxial testing. The method leads to more consistent and repeatable test results. This procedure (1) minimizes particle segregation, (2) can be used for compacting most types of sands having a wide range in relative densities, and (3) permits determination of the optimum cyclic strength of a given sand at a given dry unit weight.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aDynamic testing.
=650  \0$aPercent undercompaction.
=650  \0$aSands.
=650  \0$aSpecimen preparation.
=650  \0$aTriaxial tests.
=650  \0$asand.
=650  \0$aTest Specimens.
=650  \0$aUndercompaction.
=650  14$aSands.
=650  24$aCompaction.
=650  24$aTriaxial tests.
=650  24$aSpecimen preparation.
=650  24$aPercent undercompaction.
=650  24$aDynamic testing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10364J.htm

=LDR  02035nab a2200493 i 4500
=001  GTJ10368J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10368J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10368J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a624.151362 ENGI$223
=100  1\$aPeng, SS.,$eauthor.
=245  10$aMethod of Test for Determining the Splitting Tensile Strength of Rocks /$cSS. Peng.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aA standard method of determining the splitting tensile strength of rock is proposed. It covers the specifications of the testing apparatus, specimen preparation, procedures, data reduction, and the report format.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus.
=650  \0$aTest specimens.
=650  \0$atest procedures.
=650  \0$aTensile Strength.
=650  \0$aRocks.
=650  14$aTensile strength.
=650  24$aTest procedures.
=650  24$aApparatus.
=650  24$aTest specimens.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10368J.htm

=LDR  03018nab a2200577 i 4500
=001  GTJ11423J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11423J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11423J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5091
=082  04$a625.1005$223
=100  1\$aRamalinga Raju, GV.,$eauthor.
=245  10$aExperimental Nailed Soil Walls /$cGV. Ramalinga Raju, IH. Wong, BK. Low.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aNormal gravity model tests were carried out in a trench to study the influence of several design parameters on the behavior of nailed soil-retaining walls. Six nailed walls were built by varying the nail length, nail inclination, and the method of nail installation. The construction of each wall involved gradual placement of 36 m3 of sand using a clamshell attached to an overhead traveling crane, followed by excavation (in front of the facing) and installation of model soil nails. Each completed nailed soil wall and its retained sand measured 3.0 by 3.0 m in plan and was 2.4 m high before placement of surcharge fill. This paper describes the method adopted for reducing side wall friction, the sand placement procedure, the checks on uniformity and reproducibility of the relative density of the sand, the instrumentation, and the stage-by-stage excavation and nailing process. A summary of monitored results of all the tests is presented, and the results of Test 1 are discussed in detail.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDisplacement.
=650  \0$aExcavation.
=650  \0$aModel tests.
=650  \0$aRetaining wall.
=650  \0$aSand.
=650  \0$asoil nailing.
=650  \0$amodel test.
=650  \0$aSoil stabilization.
=650  14$aSoil nailing.
=650  24$aExcavation.
=650  24$aRetaining wall.
=650  24$aModel tests.
=650  24$aSand.
=650  24$aDisplacement.
=700  1\$aWong, IH.,$eauthor.
=700  1\$aLow, BK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11423J.htm

=LDR  03127nab a2200577 i 4500
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=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11422J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11422J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aAnderson, WF.,$eauthor.
=245  10$aEquipment for One-Dimensional Compression and Triaxial Testing of Unsaturated Granular Soils at Low Stress Levels /$cWF. Anderson, AK. Goodwin, IC. Pyrah, TH. Salman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThis paper describes the design of equipment for examining the behavior of unsaturated granular soils at low stress levels. The one-dimensional compressibility is examined in a 254-mm-diameter compression cell whose unique features include the measurement and control of low-level stresses using load cells incorporated in the loading platen and the ability to determine suctions at the base and top of the specimen. Stiffness and strength behavior is examined in a new double wall triaxial cell that allows accurate determination of the volume change of the 150-mm-diameter unsaturated specimen. Facilities are incorporated in the cell for monitoring axial and radial strains on the central portion of the specimen. A technique for preparing compacted specimens without damaging the brittle high-entry ceramics in the base plates of the cells is described. The performance of the new equipment is discussed, and results of repeatability tests are reported.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression test.
=650  \0$aLaboratory equipment.
=650  \0$aTest procedure.
=650  \0$aTriaxial test.
=650  \0$aUnsaturated soils.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aLaboratory equipment.
=650  24$aUnsaturated soils.
=650  24$aCompression test.
=650  24$aTriaxial test.
=650  24$aTest procedure.
=700  1\$aGoodwin, AK.,$eauthor.
=700  1\$aPyrah, IC.,$eauthor.
=700  1\$aSalman, TH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11422J.htm

=LDR  02992nab a2200505 i 4500
=001  GTJ11424J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11424J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11424J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1637
=082  04$a621.36/7$223
=100  1\$aMacari, EJ.,$eauthor.
=245  10$aMeasurement of Volume Changes in Triaxial Tests Using Digital Imaging Techniques /$cEJ. Macari, JK. Parker, NC. Costes.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aConventional procedures for the determination of volume changes in triaxial tests are based on the amount of pore fluid changes into or out of the fully saturated cylindrical specimen. As a triaxial soil specimen shears, the total volume may increase or decrease depending on the soil density, current state of stress, and the stress history. The measurement of these changes in volume are of great importance in the characterization of the soil's mechanical properties. This paper presents an innovative or alternative technique that has been used for measuring the volumetric deformation that cylindrical specimens experience during the shearing stages of a triaxial test. This method incorporates digital imaging techniques and computer-aided analysis to assess the changes in volume throughout a test. A detailed description of the hardware and other equipment is provided along with the data analysis methodology used to simplify the operation. Comparisons are made between the observed results and those obtained from conventional measurement techniques.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aTriaxial testing.
=650  \0$aVolume change.
=650  \0$adigital imaging.
=650  \0$aImage processing$xDigital techniques.
=650  \0$aGeometry.
=650  14$aTriaxial testing.
=650  24$aDigital imaging.
=650  24$aVolume change.
=700  1\$aParker, JK.,$eauthor.
=700  1\$aCostes, NC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11424J.htm

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=001  GTJ11419J
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=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11419J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11419J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aO?berg, AL.,$eauthor.
=245  10$aDetermination of Shear Strength Parameters of Unsaturated Silts and Sands Based on the Water Retention Curve /$cAL. O?berg, G. Sa?llfors.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aGreat efforts have been made to understand and determine the stress parameters of unsaturated soils. However, this requires elaborate laboratory tests, which are both difficult and time consuming to perform. A hypothesis for determination of the shear strength of unsaturated soils is suggested. The hypothesis suggests a simple way of determining the shear strength based on the water retention curve and the angle of internal friction. Values of shear strengths have been taken from the literature and compared with shear strengths calculated according to this hypothesis. The shear strengths obtained from the hypothesis are in surprisingly good agreement with those found in the literature. The suggested hypothesis is critically examined and its limitations discussed. Finally, a reasonable way of applying the hypothesis in engineering practice is proposed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDegree of saturation.
=650  \0$aMatric suction.
=650  \0$aShear strength.
=650  \0$aUnsaturated soils.
=650  \0$aWater retention curve.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aUnsaturated soils.
=650  24$aMatric suction.
=650  24$aShear strength.
=650  24$aDegree of saturation.
=650  24$aWater retention curve.
=700  1\$aSa?llfors, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11419J.htm

=LDR  03300nab a2200529 i 4500
=001  GTJ11421J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11421J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11421J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aZ5853.H9
=082  04$a016.55148$223
=100  1\$aVitton, SJ.,$eauthor.
=245  10$aParticle-Size Analysis of Soils Using Laser Light Scattering and X-Ray Absorption Technology /$cSJ. Vitton, LY. Sadler.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe particle-size distribution for the fine-grained fraction of eleven soil samples was determined using four commercially available, state-of-the-art automated particle-size distribution analysis instruments. Two of the instruments operate on the principle of interaction of laser light with soil particles suspended in water in a highly agitated state, and two operate on the principle of the absorption of an X-ray beam by a suspension of soil particles settling in a quiescent column of water. The results from each instrument for each soil sample were compared to size analysis data determined by the hydrometer technique. The X-ray absorption instruments produced particle-size distributions very close to those of the hydrometer method, with the exception of soils with high mica concentrations. The laser-based instrument data did not agree as well with the hydrometer data, although for soils with significant mica contents the results were closer than the results from the X-ray absorption instruments. Based on these results, however, it appears that the automated X-ray absorption/sedimentation-based instruments show promise as alternatives or as a possible supplement for the manual hydrometer method of size analysis for soils without significant mica particle concentrations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaser light scattering.
=650  \0$aParticle-size analysis.
=650  \0$aX-ray absorption.
=650  \0$aHydrometer.
=650  \0$aHydraulic measurements.
=650  \0$asedimentation.
=650  14$aParticle-size analysis.
=650  24$aLaser light scattering.
=650  24$aX-ray absorption.
=650  24$aSedimentation.
=650  24$aHydrometer.
=700  1\$aSadler, LY.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11421J.htm

=LDR  02185nab a2200625 i 4500
=001  GTJ11427J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11427J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11427J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aTewatia, SK.,$eauthor.
=245  10$aDiscussion on "Consolidation Behavior of Soils" by A. Sridharan, K. Prakash, and S. R. Asha /$cSK. Tewatia, K. Venkatachalam.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCoefficients.
=650  \0$aConsolidation.
=650  \0$aDrainage.
=650  \0$aHydraulic conductivity.
=650  \0$aLaboratory test.
=650  \0$aLoad.
=650  \0$aSettlement.
=650  \0$aSlope.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=650  14$aCoefficients.
=650  24$aHydraulic conductivity.
=650  24$aClays.
=650  24$aConsolidation.
=650  24$aLaboratory test.
=650  24$aSlope.
=650  24$aSettlement.
=650  24$aLoad.
=650  24$aDrainage.
=700  1\$aVenkatachalam, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11427J.htm

=LDR  03035nab a2200673 i 4500
=001  GTJ11426J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11426J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11426J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aTewatia, SK.,$eauthor.
=245  10$aImproved ?t Method to Evaluate Consolidation Test Results /$cSK. Tewatia, K. Venkatachalam.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aTaylor (1948) suggested the method for determination of the settlement, ?, corresponding to 90% consolidation utilizing the characteristics of the degree of consolidation, U, versus the square root of the time factor, ?T, plot. Based on the properties of the slope of U versus ?T curve, a new method is proposed to determine ? corresponding to any U above 70% consolidation for evaluation of the coefficient of consolidation, Cv. The effects of the secondary consolidation on the Cv value at different percentages of consolidation can be studied. Cv, closer to the field values, can be determined in less time as compared to Taylor's method. At any U in between 75 and 95% consolidation, Cv(U) due to the new method lies in between Taylor's Cv and Casagrande's Cv.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCoefficients.
=650  \0$aConsolidation.
=650  \0$aDrainage.
=650  \0$aHydraulic conductivity.
=650  \0$aLaboratory test.
=650  \0$aLoad.
=650  \0$aRatio.
=650  \0$aSettlement.
=650  \0$aSlope.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aCoefficients.
=650  24$aHydraulic conductivity.
=650  24$aClays.
=650  24$aConsolidation.
=650  24$aLaboratory test.
=650  24$aSlope.
=650  24$aSettlement.
=650  24$aLoad.
=650  24$aDrainage.
=650  24$aRatio.
=700  1\$aVenkatachalam, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11426J.htm

=LDR  03122nab a2200529 i 4500
=001  GTJ11425J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11425J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11425J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aAydin, A.,$eauthor.
=245  10$aInfluence of Intersection Angle at Single-Well Flow Tests in Fracture-Wellbore Systems /$cA. Aydin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe intersection angle between a hydraulically effective fracture and an active wellbore influences the response observed in single-well tests. An experimental study was launched to investigate the ability of a semi-analytical model proposed to account for this influence. The setup designed for this purpose includes three distinct fracture-wellbore system models with 90° , 20° , and 10°  intersection angles, each assembled into a steel box frame to provide a constant fracture aperture during testing. The laboratory program involved testing each of these models for three different fracture apertures under steady, constant-flux, injection, and pumping conditions. The overall experimental setup successfully simulated the conceptual testing environment in which the mathematical model is expected to reproduce. Analysis of the test results confirmed the effectiveness of the conceptual model in refining the predictions of single-well tests. Important applications include the determination of anisotropic rock-mass permeability in a single, arbitrarily oriented wellbore by isolating fractures of different sets and of optimum wellbore orientation and spacing for maximum efficiency of producing wells.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcute intersection.
=650  \0$aHead loss.
=650  \0$aModeling.
=650  \0$aWell test.
=650  \0$afracture.
=650  \0$aRocks$xFracture.
=650  \0$aRock mechanics.
=650  14$aAcute intersection.
=650  24$aFracture.
=650  24$aHead loss.
=650  24$aModeling.
=650  24$aWell test.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11425J.htm

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=001  GTJ11420J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11420J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11420J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP815
=082  04$a620.11$223
=100  1\$aPetrov, RJ.,$eauthor.
=245  10$aComparison of Laboratory-Measured GCL Hydraulic Conductivity Based on Three Permeameter Types /$cRJ. Petrov, R. Kerry Rowe, RM. Quigley.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aSpecimen preparation, installation, and testing procedures are presented for testing a needle-punched geosynthetic clay liner (GCL) in a consolidation-type, fixed-ring constant-flow-rate hydraulic conductivity apparatus. The proposed approach is illustrated by reporting the results obtained for a GCL statically confined to effective stresses of ~3 and ~35 kPa, hydrated and permeated with distilled water and concentrated aqueous salt solutions (0.6 and 2.0 N NaCl), and sequentially permeated with concentrated aqueous salt solutions (0.6 and 2.0 N NaCl) after initial permeation with distilled water. The issue of potential preferential sidewall flow in the fixed-ring permeameter tests was then addressed by comparing results with those conducted under otherwise similar testing conditions in a double-ring and flexible-wall permeameter. Reasonable reproducibility of the test results was obtained between the different types of permeameters, suggesting that, if present, preferential sidewall flow was negligibly small and was not significant on the calculated hydraulic conductivity values. This conclusion was found to be valid for the range of permeant types (distilled water and 0.6 and 2.0 N NaCl), static-confining stresses, and hydrating mediums considered. Premature arrival of the salt solution front in the effluent (i.e., solute breakthrough) during fixed-ring hydraulic conductivity testing was explained as a probable diffusion-dominated transport mechanism through the relatively thin GCL specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite.
=650  \0$aCompatibility.
=650  \0$aDiffusion.
=650  \0$aFlexible-wall permeameter.
=650  \0$aGeosynthetic clay liner (GCL)
=650  \0$aHydraulic conductivity.
=650  \0$aPermeameter.
=650  \0$afixed-ring permeameter.
=650  \0$adouble-ring permeameter.
=650  14$aGeosynthetic clay liner (GCL)
=650  24$aBentonite.
=650  24$aHydraulic conductivity.
=650  24$aFixed-ring permeameter.
=650  24$aDouble-ring permeameter.
=650  24$aFlexible-wall permeameter.
=650  24$aDiffusion.
=650  24$aCompatibility.
=700  1\$aKerry Rowe, R.,$eauthor.
=700  1\$aQuigley, RM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11420J.htm

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=001  GTJ11418J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11418J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11418J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aCascante, G.,$eauthor.
=245  10$aLow Strain Measurements Using Random Noise Excitation /$cG. Cascante, C. Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aLow-strain wave propagation velocity and attenuation are effective measures of state in particulate media. The standard resonant column test procedure is modified to facilitate the study of wave propagation at low strains. The system uses band-limited random noise excitation in combination with signal averaging to control the signal-to-noise ratio. This procedure is efficiently implemented by replacing typical peripheral devices with a signal analyzer and computer control. The methodology permits testing at very low strains (? ? 10-8). The effect of non-linear system response on computed transfer functions is addressed. Other results include the analytical treatment of coupling between torsional and transverse modes, the evaluation of local low-strain shear parameters from solid specimens tested in torsion, and the use of multi-mode testing for the evaluation of field parameters.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAttenuation.
=650  \0$aMechanical waves.
=650  \0$aModal testing.
=650  \0$aNon-linear behavior.
=650  \0$aRandom vibration.
=650  \0$aResonant column.
=650  \0$aSands.
=650  \0$aTransfer function.
=650  \0$aVelocity.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aMechanical waves.
=650  24$aResonant column.
=650  24$aVelocity.
=650  24$aAttenuation.
=650  24$aRandom vibration.
=650  24$aSands.
=650  24$aTransfer function.
=650  24$aModal testing.
=650  24$aNon-linear behavior.
=700  1\$aSantamarina, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11418J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11416J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11416J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aSmith, TD.,$eauthor.
=245  10$aPressuremeter Testing in Arid Collapsible Soils /$cTD. Smith, KM. Rollins.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aAn introduction to soil mechanics limitations, testing concerns, and deposition of collapsible soil from the arid western states in the U.S. is presented. Laboratory evaluation of their properties for routine foundation engineering bearing capacity and settlement is of limited use. In situ testing is shown to be practical and successful in a wide range of soil types from uniform fine-grained soils to silty-sandy gravels. The hydraulic, monocell, prebored pressuremeter is proposed as an in situ test to establish dry, wet, and dry-wet geotechnical parameters for design by three testing procedures. Each procedure is given a detailed description, typical results are presented for collapsible debris fan deposits, and application of the procedures to routine foundation design is discussed. Simple collapse categories are introduced based on the pressurementer stiffness change from dry to wet conditions. Two minor modifications to the commercial pressuremeter probe end shoe and top support collar are recommended to ensure uniform radial water migration. Estimates of the depth of collapse from subsurface soil beneath existing foundations undergoing excessive settlement are also possible.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCollapsible soil.
=650  \0$aFoundation design.
=650  \0$aIn situ testing.
=650  \0$aPressuremeter.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aIn situ testing.
=650  24$aPressuremeter.
=650  24$aCollapsible soil.
=650  24$aFoundation design.
=700  1\$aRollins, KM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11416J.htm

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=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11417J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11417J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD795.7
=082  04$a628.445$223
=100  1\$aYesiller, N.,$eauthor.
=245  10$aUltrasonic Method for Evaluation of Annular Seals for Wells and Instrument Holes /$cN. Yesiller, TB. Edil, CH. Benson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aAn ultrasonic testing method employing the pulse-echo inspection technique was developed to assess the integrity of annular seals surrounding casings (i.e., instrument tubes or well casings). This nondestructive testing method permits testing a seal from inside a casing without disturbing the casing, seal, or formation. Seals constructed with cement-based and bentonite-based sealants surrounding various types and sizes of casings can be evaluated using the method. An evaluation is conducted by sending and receiving ultrasonic waves using a single piezoelectric transducer and commercially available hardware (a pulser receiver and a waveform analyzer). A probe was designed and constructed for downhole testing. Differences in the ultrasonic responses of the materials in contact with a casing are analyzed to determine the presence of different materials (seal or defects filled with air or water in a seal) outside a casing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnnular seals.
=650  \0$aBentonite.
=650  \0$aCasing.
=650  \0$aCement.
=650  \0$aCross contamination.
=650  \0$aInstrument boreholes.
=650  \0$aNondestructive testing.
=650  \0$aUltrasonic method.
=650  \0$aWell seals.
=650  \0$abentonites.
=650  \0$aSoil permeability.
=650  \0$aPolymeric composites.
=650  14$aAnnular seals.
=650  24$aWell seals.
=650  24$aInstrument boreholes.
=650  24$aUltrasonic method.
=650  24$aNondestructive testing.
=650  24$aCement.
=650  24$aBentonite.
=650  24$aCasing.
=650  24$aCross contamination.
=700  1\$aEdil, TB.,$eauthor.
=700  1\$aBenson, CH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11417J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11415J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11415J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQP93
=082  04$a612/.015$223
=100  1\$aKayyal, MK.,$eauthor.
=245  10$aDetermination of Ionic Strength and Equilibrium Concentrations of Heavy Metals by the Electrical Conductivity Method /$cMK. Kayyal, AMO Mohamed.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA laboratory investigation of several types of heavy metal-soil solutions was conducted to evaluate the possibility of determining ionic strength and equilibrium concentrations of heavy metals and exchangeable cations by means of the electrical conductivity method. The characteristics of the heavy metal-soil interactions including retention of metals and release of exchangeable cations by the illitic soil were examined, and electrical conductivity and pH measurements of the heavy metal-soil solutions were performed. Test results revealed that direct determination of equilibrium concentrations of certain ionic species could be realized by means of electrical conductivity measurements of soil suspensions. This laboratory technique is based on determining the relationship between the ionic strengths of the heavy metal-soil solutions and their electrical conductivity in order to derive the necessary correlations to estimate the equilibrium concentrations. The proposed technique is expected to aid in the direct calculation of equilibrium concentrations of metal ions and heavy metals from data collected during site investigation for remedial activity via electric conductivity or soil resistivity techniques.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdsorption.
=650  \0$aElectrical conductivity.
=650  \0$aExchangeable cations.
=650  \0$aHeavy metals.
=650  \0$aIonic strength.
=650  \0$aIsotherms.
=650  \0$aequilibrium concentration.
=650  \0$adesorption.
=650  \0$aAcid-Base Equilibrium.
=650  14$aHeavy metals.
=650  24$aExchangeable cations.
=650  24$aAdsorption.
=650  24$aDesorption.
=650  24$aIsotherms.
=650  24$aElectrical conductivity.
=650  24$aIonic strength.
=650  24$aPH.
=650  24$aEquilibrium concentration.
=700  1\$aMohamed, AMO,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11415J.htm

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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11057J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11057J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aHameed, RA.,$eauthor.
=245  10$aLateral Load Behavior of Jetted Piles /$cRA. Hameed, M. Gunaratne, S. Putcha, C. Kuo, S. Johnson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aWater jetting can be utilized as an effective aid to impact pile driving when hard strata are encountered above the designated tip elevation. When jetting, the immediate neighborhood of the pile is first liquefied due to high pore pressure induced by the water jet and subsequently densified with its dissipation. In addition, the percolating water also creates a filtration zone further away from the pile. Hence, jetting invariably causes substantial disturbance to the surrounding soil that results in a noticeable change in the lateral deformation behavior. Currently, no definitive criteria are available to quantify the possible reduction in the lateral strength of driven piles when jetting is employed. This paper presents the results of an experimental study performed with model piles installed using (1) impact driving and (2) jetting in a sandy soil (with 10% clay) compacted to different unit weights under unsaturated as well as saturated conditions. The beam theory and polynomial approximations are used to convert measured load-strain data to conventional lateral pressure-deformation characteristics (p-y curves). Then, the effect of jetting on the lateral load behavior of piles is presented in terms of non-dimensional empirical curves. An example is also provided to illustrate how the results can be utilized to synthesize p-y curves for jetted piles based on available p-y curves for impact-driven piles in the same soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDriving.
=650  \0$aJetting.
=650  \0$aLateral loads.
=650  \0$aPiles.
=650  \0$aCompilers (Computer programs)
=650  \0$aProgramming languages (Electronic computers)
=650  14$aPiles.
=650  24$aLateral loads.
=650  24$aJetting.
=650  24$aDriving.
=700  1\$aGunaratne, M.,$eauthor.
=700  1\$aPutcha, S.,$eauthor.
=700  1\$aKuo, C.,$eauthor.
=700  1\$aJohnson, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11057J.htm

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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11055J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11055J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a530.4$223
=100  1\$aFeng, Z-Y,$eauthor.
=245  10$aDynamic Properties of Granulated Rubber/Sand Mixtures /$cZ-Y Feng, KG. Sutter.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aProcessed waste tires mixed with soils are applicable in lightweight fills for slopes, retaining walls, and embankments that may be subjected to seismic loads. Rubber's high damping capacity permits consideration of granulated rubber/soil mixtures as part of a damping system to reduce vibration. The dynamic properties of granulated rubber/soil mixtures are essential for the design of such systems. This research investigates the shear modulus and damping ratio of granulated rubber/sand mixtures using a torsional resonant column. Specimens were constructed using different percentages of granulated tire rubber and Ottawa sand at several different percentages. The maximum shear modulus and minimum damping ratio are presented with the percentage of granulated rubber. It is shown that reference strain can be used to normalize the shear modulus into a less scattered band for granulated rubber/sand mixtures. The normalized shear modulus reduction for 50% granulated rubber (by volumme) is close to a typical saturated cohesive soil. Empirical estimation of maximum shear modulus of soil/rubber mixtures can be achieved by treating the volume of rubber as voids.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDamping ratio.
=650  \0$aDynamic property.
=650  \0$aOttawa sand.
=650  \0$aReference strain.
=650  \0$aResonant column test.
=650  \0$aRubber.
=650  \0$aShear modulus.
=650  \0$aTire chip.
=650  \0$aWaste tire.
=650  \0$aGranulated Rubber/Sand Mixtures.
=650  \0$aGranular materials.
=650  \0$amixture.
=650  14$aDynamic property.
=650  24$aShear modulus.
=650  24$aDamping ratio.
=650  24$aTire chip.
=650  24$aWaste tire.
=650  24$aRubber.
=650  24$aMixture.
=650  24$aReference strain.
=650  24$aResonant column test.
=650  24$aOttawa sand.
=700  1\$aSutter, KG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11055J.htm

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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11053J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11053J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aAlawneh, AS.,$eauthor.
=245  10$aEstimation of Post-Driving Residual Stresses Along Driven Piles in Sand /$cAS. Alawneh, AI. Husein Malkawi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aBased on both field data collected from engineering literature and measurements made using model piles, a correlation for the residual pressure at the pile tip point is presented. The resulting correlation suggested that pile flexibility is a key parameter controlling the magnitude of the residual point pressure, qres. The calculated residual point pressure values for the database piles using the developed correlation were compared with the measured values and with those calculated using Briaud and Tucker's (1984) method. The comparison indicated that predictions made using the proposed method were closer to the measurements than those obtained using Briaud and Tucker's (1984) method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPile flexibility.
=650  \0$aPiles.
=650  \0$aResidual load.
=650  \0$aResidual stresses.
=650  \0$aShaft friction.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aPiles.
=650  24$aResidual load.
=650  24$aResidual stresses.
=650  24$aShaft friction.
=650  24$aPile flexibility.
=700  1\$aHusein Malkawi, AI.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11053J.htm

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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11059J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11059J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aTang, GX.,$eauthor.
=245  12$aA Method for Testing Tensile Strength in Unsaturated Soils /$cGX. Tang, J. Graham.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThis paper presents a new method for testing tensile strength in unsaturated soils. A rigid tensile mold has been designed and simple testing procedures developed. A series of tension tests has been carried out on densely compacted unsaturated soil specimens to evaluate the method. The material tested in this study was a highly plastic 50:50 (by dry weight) mixture of sand and Na-rich bentonite. Cylindrical specimens were the same size and shape as those used for triaxial tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBrittle rupture.
=650  \0$aCracking.
=650  \0$aSand-bentonite mixture.
=650  \0$aSuctions.
=650  \0$aTensile strength.
=650  \0$aUnsaturated soils.
=650  \0$aSoil mechanics.
=650  \0$aPlastic analysis (Engineering)
=650  14$aTensile strength.
=650  24$aUnsaturated soils.
=650  24$aSand-bentonite mixture.
=650  24$aSuctions.
=650  24$aBrittle rupture.
=650  24$aCracking.
=700  1\$aGraham, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11059J.htm

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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11054J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11054J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$ade Sousa Coutinho, AGF,$eauthor.
=245  10$aInstrumentation of Bored Concrete Piles for Horizontal Load Tests /$cAGF de Sousa Coutinho, F. Toco Emilio, JL. de Almeida Garrett, E. Tavares Cardoso.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThis paper contains the fundamental outline of an experimental work developed over a period of several years covering the instrumentation and execution of horizontal load tests on bored reinforced concrete piles and pile groups. The instrumentation used is described, with particular emphasis on a system that is a completely original concept in strain measurement in piles of this kind. Hints are also given on system assemblage, insertion into the pile borehole, and preparation for automatic data acquisition. The paper also contains a description of the loading systems for piles and pile groups, giving special emphasis to the new aspects introduced. Finally, some references are made to the execution of the tests and some critical observations given on the results of the instrumentation equipment used.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFullscale horizontal load tests.
=650  \0$aInstrumentation of concrete piles.
=650  \0$aLoading systems.
=650  \0$aLow friction swivels.
=650  \0$aPile groups.
=650  \0$aStrain measurements.
=650  \0$aCompilers (Computer programs)
=650  \0$aProgramming languages (Electronic computers)
=650  14$aInstrumentation of concrete piles.
=650  24$aPile groups.
=650  24$aFullscale horizontal load tests.
=650  24$aStrain measurements.
=650  24$aLoading systems.
=650  24$aLow friction swivels.
=700  1\$aToco Emilio, F.,$eauthor.
=700  1\$ade Almeida Garrett, JL.,$eauthor.
=700  1\$aTavares Cardoso, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11054J.htm

=LDR  02618nab a2200589 i 4500
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=024  7\$a10.1520/GTJ11056J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11056J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aKim, M-H,$eauthor.
=245  10$aPerformance of Drilled Shafts with Isolation Tubes in an Expansive Environment /$cM-H Kim, MW. O'Neill, SL. Kramer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aAn experimental study that included detailed observation of four 305-mm-diameter test shafts, one reference shaft of standard design, and three test shafts with isolation tubes to mitigate skin friction in the vadose zone, is described. The shafts were loaded by naturally expanding and contracting soil over a period of 17 months. The soil at the test site was instrumented to track suction changes to permit development of a computational model predicting soil heave and shrinkage that occur during suction changes at the field site.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aDrilled shaft.
=650  \0$aExpansive soil.
=650  \0$aIsolation tube.
=650  \0$aSuction.
=650  \0$aSwell.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aExpansive soil.
=650  24$aDrilled shaft.
=650  24$aIsolation tube.
=650  24$aSuction.
=650  24$aSwell.
=650  24$aClay.
=700  1\$aO'Neill, MW.,$eauthor.
=700  1\$aKramer, SL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11056J.htm

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=006  m|||||o|||||||||||
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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11051J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11051J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQM23.2
=082  04$a611$223
=100  1\$aAlshibli, KA.,$eauthor.
=245  10$aAssessment of Localized Deformations in Sand Using X-Ray Computed Tomography /$cKA. Alshibli, S. Sture, NC. Costes, ML. Frank, MR. Lankton, SN. Batiste, RA. Swanson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (26 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe internal fabric and localized deformation patterns of triaxial sand specimens were investigated using computed tomography (CT). Three displacement-controlled, conventional, drained axisymmetric (triaxial) experiments were conducted on dry Ottawa sand specimens at very low effective confining stresses (0.05, 0.52, and 1.30 kPa) in a microgravity environment aboard the Space Shuttle during the NASA STS-79 mission. CT scanning was performed on these flight specimens, as well as on an uncompressed specimen and a specimen tested in a terrestrial laboratory at 1.30 kPa effective confining stress. CT demonstrated high accuracy in detecting specimen inhomogeneity and localization patterns. Formation of deformation patters is dependent on the effective confining stress and gravity. Multiple symmetrical radial shear bands were observed in the specimens tested in a microgravity environment. In the axial direction, two major conical surfaces were developed. Nonsymmetrical spatial deformation was observed in the 1-G specimen. Analysis tools were developed to quantify the spatial density change. Void ratio variation within and outside the shear bands is calculated and discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxisymmetric.
=650  \0$aComputed tomography.
=650  \0$aHomogeneity.
=650  \0$aLocalized deformations.
=650  \0$aSand.
=650  \0$aShear bands.
=650  \0$aStability.
=650  \0$aStrength.
=650  \0$aTriaxial.
=650  \0$aVoid ratio.
=650  \0$aTomography, X-Ray Computed.
=650  \0$aAnatomy.
=650  \0$aRadiotherapy.
=650  14$aComputed tomography.
=650  24$aSand.
=650  24$aShear bands.
=650  24$aVoid ratio.
=650  24$aTriaxial.
=650  24$aAxisymmetric.
=650  24$aHomogeneity.
=650  24$aLocalized deformations.
=650  24$aStability.
=650  24$aStrength.
=700  1\$aSture, S.,$eauthor.
=700  1\$aCostes, NC.,$eauthor.
=700  1\$aFrank, ML.,$eauthor.
=700  1\$aLankton, MR.,$eauthor.
=700  1\$aBatiste, SN.,$eauthor.
=700  1\$aSwanson, RA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11051J.htm

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=001  GTJ11050J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11050J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11050J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aTalesnick, ML.,$eauthor.
=245  13$aAn Investigation of the Elastic Stress-Strain Behavior of a Banded Sandstone and a Sandstone-Like Material /$cML. Talesnick, A. Katz, M. Ringel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA complete methodology has been presented and implemented that enables the independent determination of the five mechanical parameters required to describe the elastic behavior of a transverse isotropic rock. The uniqueness of the methodology is that only one specimen is required. A single hollow specimen is subjected to a series of specific stress conditions. From each stress condition a different parameter or parameters may be determined. The most important advantage of the methodology is that the difficulty of material variability between specimens is to a large extent eliminated. Testing of multiple specimens allows for a better formulation of the nature of the material isotropy and the variability in material parameters.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aConcrete.
=650  \0$aElasticity.
=650  \0$aLaboratory testing.
=650  \0$aSandstone.
=650  \0$aTorsion.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aAnisotropy.
=650  24$aTorsion.
=650  24$aSandstone.
=650  24$aLaboratory testing.
=650  24$aElasticity.
=650  24$aConcrete.
=700  1\$aKatz, A.,$eauthor.
=700  1\$aRingel, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11050J.htm

=LDR  02976nab a2200577 i 4500
=001  GTJ11058J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11058J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11058J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.3
=082  04$a631.4/3$223
=100  1\$aSivakumar Babu, GL.,$eauthor.
=245  10$aModel for Capillary-Induced Radial Flow in Cohesionless Soils /$cGL. Sivakumar Babu, PJ. Fox.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aCapillary phenomena in cohesionless soils play an important role in the migration of liquids through the unsaturated zone above and close to groundwater sources. The purpose of this paper is to present the results of a theoretical and experimental study of capillary flow in the radial direction. A closed-form solution for the time-dependent advance of wetting front radius is derived as a function of porosity, degree of saturation, hydraulic conductivity, and capillary head. A laboratory test called the "radial horizontal capillarity test" was developed to measure the radial movement of the wetting front as a function of time and experiments were conducted. Values of capillary-induced hydraulic conductivity and capillary head from the theory and experiments on sands and silt are close to those obtained from linear horizontal capillarity tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillarity.
=650  \0$aCapillary head.
=650  \0$aDegree of saturation.
=650  \0$aHorizontal radial flow.
=650  \0$aHydraulic conductivity.
=650  \0$aPorosity.
=650  \0$aSoils.
=650  \0$aSoils$xEnvironmental aspects.
=650  \0$aSoil physics$xMethodology.
=650  14$aCapillarity.
=650  24$aHydraulic conductivity.
=650  24$aCapillary head.
=650  24$aHorizontal radial flow.
=650  24$aDegree of saturation.
=650  24$aPorosity.
=700  1\$aFox, PJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11058J.htm

=LDR  03343nab a2200685 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11052J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11052J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aPerkins, SW.,$eauthor.
=245  14$aThe Influence of Biofilm on the Mechanical Behavior of Sand /$cSW. Perkins, P. Gyr, G. James.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe growth of microbes on the surface of an object results in the formation of a biofilm, which in sand can lead to a reduction of hydraulic conductivity and can be used for groundwater containment and remediation. Sample preparation and testing techniques for triaxial and oedometer experiments were devised for the purpose of examining the influence of biofilm on the stress-strain-time properties of Ottawa sand. Results have shown that biofilm has a negligible influence on the strength and stiffness of the sand but increases time-dependent creep deformation. An elasto-viscoplastic constitutive model was calibrated for biofilm and non-biofilm sand and implemented into a finite-element code for the purpose of predicting creep deformation of a slope and a foundation resting on level ground. Numerical simulations showed that additional creep behavior of the biofilm sand had a negligible influence on the behavior of these geotechnical engineering facilities.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBiobarrier.
=650  \0$aBiofilm.
=650  \0$aConstitutive modeling.
=650  \0$aCreep.
=650  \0$aFinite-element modeling.
=650  \0$aMechanical behavior.
=650  \0$aMicrobial bacteria.
=650  \0$aOedometer testing.
=650  \0$aSand.
=650  \0$aTriaxial testing.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aMicrobial bacteria.
=650  24$aBiofilm.
=650  24$aBiobarrier.
=650  24$aSand.
=650  24$aTriaxial testing.
=650  24$aOedometer testing.
=650  24$aMechanical behavior.
=650  24$aCreep.
=650  24$aConstitutive modeling.
=650  24$aFinite-element modeling.
=700  1\$aGyr, P.,$eauthor.
=700  1\$aJames, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11052J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10385J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10385J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a620.43$223
=100  1\$aLivneh, M.,$eauthor.
=245  12$aA Modified California Bearing Ratio Test for Granular Materials /$cM. Livneh, J. Greenstein.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aIt is known that laboratory and field tests, under saturation conditions, yield different California Bearing Ratio (CBR) test values for granular material. This is due primarily to the higher laboratory strength of the specimen confined in a rigid cylinder. A laboratory procedure is outlined by which specimens are subjected to controlled lateral pressure. A formula is proposed for determining design values from the modified laboratory data on the basis of theoretical bearing capacity considerations through the theory of plasticity. Test results are reported and the verification of the suggested method for determining the design CBR value of granular material is shown.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacities.
=650  \0$aCalifornia Bearing Ratio test.
=650  \0$aPavements.
=650  \0$aPlasticity.
=650  \0$aGranular Materials.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  14$aSoil tests.
=650  24$aGranular materials.
=650  24$aBearing capacities.
=650  24$aPavements.
=650  24$aCalifornia Bearing Ratio test.
=650  24$aPlasticity.
=700  1\$aGreenstein, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10385J.htm

=LDR  02729nab a2200553 i 4500
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10383J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10383J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE24.I8
=082  04$a624.151$223
=100  1\$aPyke, R.,$eauthor.
=245  10$aSome Effects of Test Configuration on Measured Soil Properties Under Cyclic Loading /$cR. Pyke.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe effects on soil properties measured under cyclic loading of some of the differences between the stress and deformation conditions in cyclic simple shear tests and cyclic triaxial tests are discussed. The importance of differences in the deformation conditions is emphasized. An approximate method is presented for computing the equivalent linear shear modulus of a cross-anisotropic triaxial test specimen. Experimental data on the properties of Monterey No. 0 sand measured in cyclic simple shear and cyclic triaxial tests are presented, and it is shown that in spite of some difficulties caused by the nonlinear behavior of the test specimens it was possible to obtain good agreement between the results of the two types of test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aCyclic loads.
=650  \0$aShear tests.
=650  \0$aSoil tests.
=650  \0$aTriaxial tests.
=650  \0$aSoils$xTesting.
=650  \0$aSoilmechanics.
=650  \0$asoil physical properties.
=650  14$aSoil tests.
=650  24$aTriaxial tests.
=650  24$aShear tests.
=650  24$aSoil physical properties.
=650  24$aAnisotropy.
=650  24$aCyclic loads.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10383J.htm

=LDR  02476nab a2200517 i 4500
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=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10387J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10387J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aCarroll, RG.,$eauthor.
=245  10$aEquivalence of Air and Water Permeability Tests in Evaluating Engineering Fabrics /$cRG. Carroll.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aPermeability characteristics of civil engineering filter fabrics are currently evaluated by three types of tests: air permeability and falling-head and constant-head water permeability. Test procedures for the falling-head and constant-head water permeability tests are discussed, and results from these tests are correlated to air permeability results for filter fabrics. Several commercially available filter media were tested by these methods and a high degree of linearity between the tests was observed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir permeability tests.
=650  \0$aFalling-head permeameter.
=650  \0$aFilter materials.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$aPermeability Tests.
=650  14$aSoil tests.
=650  24$aFilter materials.
=650  24$aFalling-head permeameter.
=650  24$aConstant-head permeameter photogrammetry.
=650  24$aAir permeability tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10387J.htm

=LDR  03196nab a2200577 i 4500
=001  GTJ10384J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10384J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10384J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aOkrasinski, TA.,$eauthor.
=245  10$aDielectric Constant Determination of Soils at L Band Microwave Frequencies /$cTA. Okrasinski, RM. Koerner, AE. Lord.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe use of microwaves as a nondestructive testing method for penetrating the ground and detecting subsurface details and anomalies is currently receiving active consideration. All variations of the technique require knowledge of the dielectric constant of the soil being penetrated by the microwaves. This paper presents a method for determining the dielectric constant of soils under various density and moisture conditions at L band frequencies, namely, 0.39 to 1.5 GHz. Using a technique based on open wire transmission line theory it was found that: 1. Dielectric constant decreases linearly as porosity increases. 2. Dielectric constant increases rapidly as moisture content increases. 3. Dielectric constant is soil type-dependent. 4. Microwave properties in soils are conveniently related to volumetric water content, a term which includes both porosity and water content characteristics. 5. Temperatures above freezing have little effect on dielectric constant. 6. The open wire transmission line test is convenient, rapid, and easy to perform for remolded soils in the laboratory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDielectrics.
=650  \0$aMicrowaves.
=650  \0$aNondestructive tests.
=650  \0$aOpen wire transmission lines.
=650  \0$aRadar.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$aMicrowave Frequencies.
=650  14$aSoil tests.
=650  24$aDielectrics.
=650  24$aNondestructive tests.
=650  24$aMicrowaves.
=650  24$aOpen wire transmission lines.
=650  24$aRadar.
=700  1\$aKoerner, RM.,$eauthor.
=700  1\$aLord, AE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10384J.htm

=LDR  02679nab a2200553 i 4500
=001  GTJ10382J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10382J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10382J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aJohnson, LD.,$eauthor.
=245  10$aPrediction of Potential Heave of Swelling Soil /$cLD. Johnson, DR. Snethen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aMethods of characterizing swell behavior and predicting total potential heave of foundation soils were compared with field measurements for three test sections. The methods used included nine empirical procedures, three types of consolidometer tests, and a thermocouple psychrometric soil suction method. It was found that simple classification tests can provide reasonable estimates of field heaves. Predictions of potential heave using the consolidometer were sometimes low and may often represent minimal heaves when compared to field observations. Predictions based on the soil suction method provided reasonable upper limits for all test sites.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary pressures.
=650  \0$aExpansion.
=650  \0$aNegative pore water pressure.
=650  \0$aSwelling foundation soil.
=650  \0$asoil tests.
=650  \0$aexpansive clays.
=650  \0$aSwelling Soil.
=650  14$aSoil tests.
=650  24$aExpansion.
=650  24$aCapillary pressures.
=650  24$aExpansive clays.
=650  24$aNegative pore water pressure.
=650  24$aSwelling foundation soil.
=700  1\$aSnethen, DR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10382J.htm

=LDR  02832nab a2200613 i 4500
=001  GTJ10386J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10386J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10386J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aSaxena, SK.,$eauthor.
=245  10$aGeotechnical Properties of Hackensack Valley Varved Clays of New Jersey /$cSK. Saxena, J. Hedberg, CC. Ladd.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aA special testing program was conduted on 127-mm (5-in.) diameter samples of varved clay from Hackensack Meadows, the site of a glacial lake near Secaucus, New Jersey. The program included constant rate-of-strain consolidation tests, measurement of K0 versus OCR, permeability tests on cubic samples to determine kh/kv, undrained-unconsolidated triaxial compression tests run on specimens cut at various inclinations, K0 consolidated-undrained direct simple shear tests to establish su (?vc)1/2 versus OCR, and K0 consolidated-undrained triaxial compression and extension tests on normally consolidated samples.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aConsolidated-undrained tests.
=650  \0$aDirect shear tests.
=650  \0$aSoil tests.
=650  \0$aSoils.
=650  \0$aTriaxial shear tests.
=650  \0$aUnconsolidated-undrained tests.
=650  \0$aVarved clays.
=650  \0$aClay$xHistory.
=650  14$aSoils.
=650  24$aClays.
=650  24$aVarved clays.
=650  24$aSoil tests.
=650  24$aConsolidated-undrained tests.
=650  24$aUnconsolidated-undrained tests.
=650  24$aDirect shear tests.
=650  24$aTriaxial shear tests.
=700  1\$aHedberg, J.,$eauthor.
=700  1\$aLadd, CC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10386J.htm

=LDR  02672nab a2200565 i 4500
=001  GTJ10236J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10236J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10236J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aAl-Douri, RH.,$eauthor.
=245  10$aStatic and Cyclic Direct Shear Tests on Carbonate Sands /$cRH. Al-Douri, HG. Poulos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (20 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aThis paper examines the static and cyclic behavior of different types of carbonate sediments and one type of silica sand under direct shear test conditions. For both static and cyclic loading, the effects of interface surface roughness, overburden pressure, void ratio, size and shape of grains, and saturation are studied. It is found that the static shear resistance is influenced by most of these factors and that the cyclic behavior depends significantly on the number of cycles and the cyclic displacement amplitude. The amount of crushing caused by cyclic loading is found to depend strongly on particle shape and grading characteristics.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcareous soils.
=650  \0$aDirect shear tests.
=650  \0$aLoading.
=650  \0$aParticle crushing.
=650  \0$aPile foundations.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aCalcareous soils.
=650  24$aLoading.
=650  24$aDirect shear tests.
=650  24$aLaboratory tests.
=650  24$aParticle crushing.
=650  24$aPile foundations.
=700  1\$aPoulos, HG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10236J.htm

=LDR  02619nab a2200613 i 4500
=001  GTJ10232J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10232J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10232J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aMcCallister, LD.,$eauthor.
=245  10$aLeach Tests on Lime-Treated Clays /$cLD. McCallister, TM. Petry.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThis paper describes the design, use, and results of a multiple leach-cell operation to test the changes in permeability and calcium removal of a lime-treated expansive clay under continuous water leaching. Seventy laboratory-prepared lime-treated clay specimens were subjected to continuous accelerated leaching for periods of 45 and 90 days with varying lime contents and compactive moisture contents. Permeability, leachate pH, and leachate cation changes were continuously recorded during the leach process.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcium concentration.
=650  \0$aColumn testing.
=650  \0$aExpansive clay.
=650  \0$aLeachate.
=650  \0$aLeaching.
=650  \0$aLime modification.
=650  \0$aLime.
=650  \0$aPermeability.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aLeaching.
=650  24$aLime.
=650  24$aPermeability.
=650  24$aLime modification.
=650  24$aColumn testing.
=650  24$aCalcium concentration.
=650  24$aLeachate.
=650  24$aExpansive clay.
=700  1\$aPetry, TM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10232J.htm

=LDR  02614nab a2200541 i 4500
=001  GTJ10239J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10239J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10239J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aLo Presti, DCF,$eauthor.
=245  10$aMaximum Dry Density of Cohesionless Soils by Pluviation and by ASTM D 4253-83 :$bA Comparative Study /$cDCF Lo Presti, S. Pedroni, V. Crippa.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aMaximum dry densities of a variety of granular soils, ranging from silty sand to sandy gravel (Dmax = 9.5 mm), were determined by ASTM Test Methods for Maximum Index Density of Soils Using a Vibrating Table (D 4253-83) and by pluviation. The effects of various test conditions during pluviation were also investigated. The pluviation method offers several advantages compared to that of the ASTM method: higher dry density, no particle crushing, less effect of segregation, and better repeatability. In addition, the pluviation method can be performed with greater facility in less time.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeposition intensity.
=650  \0$aDiffusers.
=650  \0$aMaximum dry density.
=650  \0$aPluviation.
=650  \0$aSand spreader.
=650  \0$aSand.
=650  14$aMaximum dry density.
=650  24$aPluviation.
=650  24$aDeposition intensity.
=650  24$aDiffusers.
=650  24$aSand spreader.
=700  1\$aPedroni, S.,$eauthor.
=700  1\$aCrippa, V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10239J.htm

=LDR  02931nab a2200553 i 4500
=001  GTJ10240J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10240J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10240J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aNicholson, PG.,$eauthor.
=245  13$aAn Injection-Correction System to Mitigate Membrane Compliance /$cPG. Nicholson, HA. Anwar, RB. Seed.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aA computer-controlled injection correction system has been developed to continuously mitigate the adverse effects of membrane compliance for undrained testing of granular soils. The system was developed with the explicit idea that it could be quickly and easily adapted to almost any up-to-date triaxial testing apparatus. Methodology of the system is based on the direct and repeatable relationship between effective confining stress and volumetric compliance. A closed loop computer-controlled system continuously monitors changes in specimen effective confining stresses such that precalculated volumetric compliance errors may be continuously offset by injecting or removing volumes of water equal to those errors throughout the duration of each test. Implementation of the injection-correction system was demonstrated for a uniformly graded medium sand, exemplifying the potential usefulness of such a system.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEffective stress.
=650  \0$aMembrane compliance.
=650  \0$aMembranes.
=650  \0$aMitigation.
=650  \0$aTriaxial tests.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aMembranes.
=650  24$aMembrane compliance.
=650  24$aTriaxial tests.
=650  24$aMitigation.
=650  24$aEffective stress.
=700  1\$aAnwar, HA.,$eauthor.
=700  1\$aSeed, RB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10240J.htm

=LDR  02859nab a2200577 i 4500
=001  GTJ10238J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10238J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10238J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aRossato, G.,$eauthor.
=245  10$aProperties of Some Kaolin-Based Model Clay Soils /$cG. Rossato, NL. Ninis, RJ. Jardine.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b54
=520  3\$aKaolin has been widely used both in fundamental studies of soil behavior and in physical model tests. However, the properties of pure kaolin are somewhat atypical of natural clay soils. In the first part of this paper we compare the mechanical properties of sedimented kaolin to median trends established from tests on natural clays and argue that artificial soils incorporating a substantial granular fraction reflect more closely the behavior of "destructured" real clays. In the second part we report a laboratory investigation of one particular mixture and describe the stress-strain behavior and strength properties observed in a series of K0 consolidated triaxial tests in which local strain instrumentation was used to better define the stiffness characteristics at small strains.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aGeotechnical materials.
=650  \0$aModel soils.
=650  \0$aSoil structure.
=650  \0$aTriaxial tests.
=650  \0$aUndrained stiffness.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aModel soils.
=650  24$aTriaxial tests.
=650  24$aGeotechnical materials.
=650  24$aSoil structure.
=650  24$aUndrained stiffness.
=700  1\$aNinis, NL.,$eauthor.
=700  1\$aJardine, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10238J.htm

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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10231J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10231J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aReddy, KR.,$eauthor.
=245  10$aDevelopment of a True Triaxial Testing Apparatus /$cKR. Reddy, SK. Saxena, JS. Budiman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA stress-controlled, flexible boundary, true (or cubical) triaxial apparatus has been developed to investigate the behavior of cemented sand under various stress paths which are not achievable using conventional axisymmetric triaxial apparatus. The apparatus components, specimen preparation, and test procedure are described. Tests were performed on cemented sand along different stress paths which included hydrostatic compression, conventional triaxial compression, and along different directions on octahedral planes. The test results indicate that stress-strain and volumetric response of cemented sand depends on stress path.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCementation.
=650  \0$aFailure envelope.
=650  \0$aLaboratory tests.
=650  \0$aSands.
=650  \0$aShear strength.
=650  \0$aStress paths.
=650  \0$aStress.
=650  \0$aStress-strain behavior.
=650  \0$aTriaxial tests.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aLaboratory tests.
=650  24$aTriaxial tests.
=650  24$aStress.
=650  24$aStress paths.
=650  24$aSands.
=650  24$aCementation.
=650  24$aStress-strain behavior.
=650  24$aShear strength.
=650  24$aFailure envelope.
=700  1\$aSaxena, SK.,$eauthor.
=700  1\$aBudiman, JS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10231J.htm

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=006  m|||||o|||||||||||
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=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10237J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10237J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aArenicz, RM.,$eauthor.
=245  10$aEffect of Reinforcement Layout on Soil Strength /$cRM. Arenicz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThis paper presents the results of a laboratory investigation of the shear strength of soil reinforced with metal strips. The investigations were conducted using a large, specific purpose-built shear box. The effects of reinforcement layout, as well as type of strips and quantity of reinforcement, on soil shear strength at failure were tested. The investigations involved three reinforcement layouts (along the shear surface, across the shear surface, and spread evenly in both directions), two types of strips (smooth, ribbed), and three quantities of reinforcement (strips of different widths). The results indicate the importance of reinforcement layout in soil shear strength enhancement, with strips spaced equally in both directions found to be most effective. Other practical conclusions regarding the effects of type and width of strips on soil strength improvement were also presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear test.
=650  \0$aReinforced soil.
=650  \0$aReinforcement.
=650  \0$aShear strength.
=650  \0$aSoil reinforcement.
=650  \0$aSoils.
=650  \0$aStrip reinforcement.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aReinforced soil.
=650  24$aReinforcement.
=650  24$aSoils.
=650  24$aSoil reinforcement.
=650  24$aStrip reinforcement.
=650  24$aShear strength.
=650  24$aDirect shear test.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10237J.htm

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=001  GTJ10233J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10233J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10233J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aTadepalli, R.,$eauthor.
=245  10$aMeasurements of Matric Suction and Volume Changes During Inundation of Collapsible Soil /$cR. Tadepalli, H. Rahardjo, DG. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aReduction in soil volume due to inundation under a constant total stress is a phenomenon referred to as collapse. Collapse is exhibited by soils during a change of state from an unsaturated to a saturated condition. Several researchers have postulated various theories to explain collapse behavior. Recent published research has attempted to explain the collapse phenomenon using theories of unsaturated soil mechanics. However, the theoretical explanations require further verification by experimental data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCollapsing soils.
=650  \0$aInundation.
=650  \0$aMatric suction.
=650  \0$aMatrix.
=650  \0$aUnsaturated.
=650  \0$aVolume change.
=650  \0$aVolume.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aCollapsing soils.
=650  24$aMatrix.
=650  24$aVolume.
=650  24$aUnsaturated.
=650  24$aMatric suction.
=650  24$aVolume change.
=650  24$aInundation.
=700  1\$aRahardjo, H.,$eauthor.
=700  1\$aFredlund, DG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10233J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10241J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10241J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aGambin, M.,$eauthor.
=245  10$aDiscussion on "Prediction of Embankment Settlements by In-Situ Tests," by D. T. Bergado, P. M. Daria, C. L. Sampaco, and M. C. Alfaro /$cM. Gambin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (1 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation coefficient.
=650  \0$aConsolidation test.
=650  \0$aConsolidation.
=650  \0$aDeformation modulus.
=650  \0$aField tests.
=650  \0$aMarine clay.
=650  \0$aPreloading.
=650  \0$aPressuremeter test.
=650  \0$aPressures.
=650  \0$aScrew plate test.
=650  \0$aSettlement analysis.
=650  \0$aSettlement.
=650  \0$aTime-settlement relationship.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=650  14$aPressures.
=650  24$aSettlement.
=650  24$aConsolidation.
=650  24$aScrew plate test.
=650  24$aPressuremeter test.
=650  24$aDeformation modulus.
=650  24$aMarine clay.
=650  24$aConsolidation coefficient.
=650  24$aConsolidation test.
=650  24$aSettlement analysis.
=650  24$aPreloading.
=650  24$aTime-settlement relationship.
=650  24$aField tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10241J.htm

=LDR  02411nab a2200553 i 4500
=001  GTJ10234J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10234J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10234J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aHouston, SL.,$eauthor.
=245  10$aEffect of Clod Size on Hydraulic Conductivity of Compacted Clay /$cSL. Houston, JS. Randeni.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aA study has been conducted to identify the causes for field-measured values of hydraulic conductivity of clay liners being typically two orders of magnitude greater than laboratory-measured values. It has been found through laboratory testing on large specimens that the size and gradation of clods and clumps of clay, prior to compaction, can significantly affect the measured hydraulic conductivity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClod size.
=650  \0$aCompacted clay.
=650  \0$aHydraulic conductivity.
=650  \0$aLaboratory tests.
=650  \0$aPermeability.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aHydraulic conductivity.
=650  24$aPermeability.
=650  24$aLaboratory tests.
=650  24$aCompacted clay.
=650  24$aClod size.
=700  1\$aRandeni, JS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10234J.htm

=LDR  02888nab a2200685 i 4500
=001  GTJ10235J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10235J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10235J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aJoer, H.,$eauthor.
=245  10$a"1?2?" :$bA New Shear Apparatus to Study the Behavior of Granular Materials /$cH. Joer, J. Lanier, J. Desrues, E. Flavigny.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aIn this paper, we present a new kinematic shearing apparatus named "1?2?," which has been developed at the Institut de Me?canique de Grenoble (IMG) with the financial support of the GRECO Ge?omate?riaux. Thanks to its kinematic control, a specimen may be subjected to conditions found in general plane strain. Our aim is to study the rheology of granular material in situations with rotation of strain or stress principal axes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBidimensional materials.
=650  \0$aCohesionless soils.
=650  \0$aConstant volume test.
=650  \0$aLiquefaction.
=650  \0$aPlane strain.
=650  \0$aPrincipal stress rotation.
=650  \0$aShear apparatus.
=650  \0$aStrain.
=650  \0$aStress.
=650  \0$aStress-strain behavior.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aCohesionless soils.
=650  24$aStress.
=650  24$aStrain.
=650  24$aBidimensional materials.
=650  24$aStress-strain behavior.
=650  24$aPrincipal stress rotation.
=650  24$aShear apparatus.
=650  24$aPlane strain.
=650  24$aConstant volume test.
=650  24$aLiquefaction.
=700  1\$aLanier, J.,$eauthor.
=700  1\$aDesrues, J.,$eauthor.
=700  1\$aFlavigny, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10235J.htm

=LDR  02840nab a2200613 i 4500
=001  GTJ10480J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10480J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10480J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aSingh, G.,$eauthor.
=245  10$aDesign of Polyvinyl Chloride Tar Mixes for Resistance to Permanent Deformation /$cG. Singh, MW. Dhliwayo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe problem of shortages of normally acceptable materials can be alleviated by using low- and marginal-quality materials through selective use of stabilization. In areas where coal is prevalent coke-oven tar, modified with small quantities of polyvinyl chloride (PVC), can be mixed with sand to produce good paving material. Static and dynamic tests performed on PVC tar-sand mixtures show that the addition of PVC produces vast improvements in the Marshall properties and the resistance to permanent deformation, with only marginal influence on the compatibility. Mix design based on repeated loading tests at various temperatures suggests that the addition of PVC reduces the optimum binder content.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAsphalt.
=650  \0$aCoal.
=650  \0$aDynamic loading.
=650  \0$aMarshall properties.
=650  \0$aMix design.
=650  \0$aPermanent deformation.
=650  \0$asands.
=650  \0$aSandstone.
=650  \0$aPolyvinyl Chloride.
=650  14$aSands.
=650  24$aCoal.
=650  24$aAsphalt.
=650  24$aDynamic loading.
=650  24$aMarshall properties.
=650  24$aMix design.
=650  24$aPolyvinyl chloride.
=650  24$aPermanent deformation.
=650  24$aTar.
=700  1\$aDhliwayo, MW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10480J.htm

=LDR  02599nab a2200577 i 4500
=001  GTJ10478J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10478J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10478J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aDusseault, MB.,$eauthor.
=245  10$aPreparation Techniques for Oil-Sand Testing /$cMB. Dusseault, H. Soderberg, K. Sterne.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aEvaluation of technologies for oil-sand mining and enhanced oil recovery in oil sands and other uncemented sandstone reservoirs requires high-quality undisturbed samples and special sampling, preparation, and testing techniques to minimize the effects of sample disturbance by expansion. This paper presents some methods developed for storage, preparation, and laboratory testing of the geomechanical properties of oil sands. These techniques have application to the handling of other earth materials that are difficult to prepare for testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aOil sands.
=650  \0$aPermeability.
=650  \0$aSample preparation.
=650  \0$aSandstones.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$atest procedures.
=650  14$aOil sands.
=650  24$aSandstones.
=650  24$aTest procedures.
=650  24$aPermeability.
=650  24$aCompressibility.
=650  24$aSample preparation.
=700  1\$aSoderberg, H.,$eauthor.
=700  1\$aSterne, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10478J.htm

=LDR  02907nab a2200529 i 4500
=001  GTJ10479J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10479J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10479J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871.27
=082  04$a622.3381$223
=100  1\$aHopkins, TC.,$eauthor.
=245  10$aIdentification of Shales /$cTC. Hopkins, RC. Deen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aEngineering tests were performed on 40 different types of shales. Both hard and soft shales, as well as shales having histories of embankment failures and shales having little known involvements, were tested. The suitability of ten different slake-durability test procedures was evaluated as a means of broadly characterizing the engineering performance of Kentucky shales. Two procedures devised during the study appeared to better characterize slake-durability properties than procedures previously proposed. Natural water contents and jar slake tests were performed to determine if such tests might provide a fairly rapid means of identifying troublesome shales. The natural water content of a shale was a strong indicator of the slake-durability properties. Swelling properties of ten shale types were examined. A good correlation was obtained between a newly devised slake-durability index and the water content of a shale after swelling was completed. When exposed to water, most of the shales exhibited high swell pressures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay shales.
=650  \0$aMoisture content.
=650  \0$aSlaking.
=650  \0$ashales.
=650  \0$aShaleshakers.
=650  \0$aswelling pressures.
=650  14$aShales.
=650  24$aSwelling pressures.
=650  24$aMoisture content.
=650  24$aSlaking.
=650  24$aClay shales.
=700  1\$aDeen, RC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10479J.htm

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=001  GTJ10483J
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10483J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10483J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aScott, JC.,$eauthor.
=245  10$aEffects of Dust Suppressants on Tailing Sand Permeability /$cJC. Scott.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aPermeability test results using tailing sand and six dust suppressants are presented. Dust suppressant dilution and application rates used were those recommended by the chemical manufacturers for tailing deposits. Each specimen was placed at a dry density of 15.6 kN/m3 (99.2 pcf) and a moisture content of 8% in standard U.S. Bureau of Reclamation (USBR) percolation cylinders. These initial conditions represented average values measured in tailing dam sand beaches.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDust suppressants.
=650  \0$aPermeability test methods.
=650  \0$aTailing dams.
=650  \0$aTailing sands.
=650  \0$apermeability.
=650  \0$adust control.
=650  \0$asands.
=650  14$aPermeability.
=650  24$aDust control.
=650  24$aSands.
=650  24$aDust suppressants.
=650  24$aTailing sands.
=650  24$aTailing dams.
=650  24$aPermeability test methods.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10483J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10482J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10482J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aBriaud, J-L,$eauthor.
=245  10$aSuggested Practice for Drilling Boreholes for Pressuremeter Testing /$cJ-L Briaud, M. Gambin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b1
=520  3\$aA standard practice is suggested for the preparation of the borehole in which the pressuremeter probe is to be inserted. The practice covers the required diameter of the hole, the various drilling tools and methods used to place the probe, the test spacing and testing sequence, and the way to judge the quality of the borehole and of the test. This practice is an adjunct to the suggested practice for pressuremeter testing in soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBoreholes.
=650  \0$aPressurementer.
=650  \0$aSoils.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$afield tests.
=650  14$aSoil tests.
=650  24$aField tests.
=650  24$aSoils.
=650  24$aBoreholes.
=650  24$aPressurementer.
=700  1\$aGambin, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10482J.htm

=LDR  03157nab a2200661 i 4500
=001  GTJ10481J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10481J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10481J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.1/1832$223
=100  1\$aKolias, S.,$eauthor.
=245  10$aEstimation of the Modulus of Elasticity of Cement Stabilized Materials /$cS. Kolias, RIT Williams.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA method of rapid estimation of the modulus of elasticity of cement stabilized materials from data that are usually available, without the need to resort to laboratory modulus determinations, is desirable especially for use in pavement analysis. This paper describes the derivation of a method for continuously graded materials, which is based on a single number grading index, that is, the gradation modulus, which can readily be calculated from the grading curve of the material to be stabilized. Another method derived empirically and based on the bulk density and optimum moisture content of the stabilized material is also presented. Predicting accuracy of the methods is compared with data available from the literature and is judged satisfactory for pavement analysis purposes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aCement stabilized materials.
=650  \0$aDensity.
=650  \0$aElasticity modulus.
=650  \0$aGradation modulus.
=650  \0$aMean aggregate size.
=650  \0$aOptimum moisture content.
=650  \0$aPavement design.
=650  \0$aSoil cement.
=650  \0$aStrength.
=650  \0$amechanical testing.
=650  \0$aComposite materials$xMechanical properties.
=650  14$aElasticity modulus.
=650  24$aDensity.
=650  24$aOptimum moisture content.
=650  24$aSoil cement.
=650  24$aPavement design.
=650  24$aAnisotropy.
=650  24$aGradation modulus.
=650  24$aMean aggregate size.
=650  24$aStrength.
=650  24$aCement stabilized materials.
=700  1\$aWilliams, RIT,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10481J.htm

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=005  20161219061000.0
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=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10293J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10293J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aShin, EC.,$eauthor.
=245  10$aBearing Capacity of Strip Foundation on Geogrid-Reinforced Clay /$cEC. Shin, BM. Das, VK. Puri, S-C Yen, EE. Cook.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aLaboratory model test results are presented for the ultimate bearing capacity of a strip foundation supported by a saturated clay layer reinforced by layers of geogrid. The tests were conducted in one type of clay. The average moisture content of the clay was varied, yielding varying undrained shear strengths. Laboratory tests were conducted to determine the critical nondimensional values for the depth and width of the geogrid reinforcement layers and also the location of the first layer of geogrid with respect to the bottom of the foundation to obtain the maximum possible bearing capacity ratio.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacities.
=650  \0$aBearing capacity ratio.
=650  \0$aClays.
=650  \0$aGeogrid.
=650  \0$aStrip foundation.
=650  \0$aUndrained shear strength.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aBearing capacities.
=650  24$aBearing capacity ratio.
=650  24$aGeogrid.
=650  24$aStrip foundation.
=650  24$aUndrained shear strength.
=700  1\$aDas, BM.,$eauthor.
=700  1\$aPuri, VK.,$eauthor.
=700  1\$aYen, S-C,$eauthor.
=700  1\$aCook, EE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10293J.htm

=LDR  02728nab a2200673 i 4500
=001  GTJ10281J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10281J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10281J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aLo Presti, DCF,$eauthor.
=245  10$aMonotonic and Cyclic Loading Behavior of Two Sands at Small Strains /$cDCF Lo Presti, O. Pallara, R. Lancellotta, M. Armandi, R. Maniscalco.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b62
=520  3\$aThe shear modulus of freshly deposited specimens of two different sands was measured in a resonant column (RC)-torsional shear (TOS) apparatus. The soil specimens studied included a calcareous, crushable, well-graded, coarse-to-medium sand containing about 2% fines (Quiou sand) and a silica, uniform, coarse-to-medium sand without fines (Ticino sand).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcareous sands.
=650  \0$aCyclic tests.
=650  \0$aMonotonic tests.
=650  \0$aResonance.
=650  \0$aResonant column.
=650  \0$aSands.
=650  \0$aShear.
=650  \0$aSilica sand.
=650  \0$aTorsional shear.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSands.
=650  24$aResonance.
=650  24$aShear.
=650  24$aResonant column.
=650  24$aTorsional shear.
=650  24$aCyclic tests.
=650  24$aMonotonic tests.
=650  24$aSilica sand.
=650  24$aCalcareous sands.
=700  1\$aPallara, O.,$eauthor.
=700  1\$aLancellotta, R.,$eauthor.
=700  1\$aArmandi, M.,$eauthor.
=700  1\$aManiscalco, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10281J.htm

=LDR  02251nab a2200505 i 4500
=001  GTJ10291J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10291J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10291J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aCokca, E.,$eauthor.
=245  10$aDetermination of Cation Exchange Capacity of Clayey Soils by the Methylene Blue Test /$cE. Cokca, A. Birand.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe methylene blue adsorption test (MBAT) for determining the cation exchange capacity (CEC) of clays is described. An attempt has been made to respond to previously expressed uncertainties in the MBAT itself and then to apply this test to determine the CEC values of the three geologically different soil types encountered in Ankara (alluvial soils, terrace deposits, and residual soils).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCation exchange.
=650  \0$aClays.
=650  \0$aMethylene blue value.
=650  \0$aSoils.
=650  \0$aSand.
=650  14$aCation exchange.
=650  24$aClays.
=650  24$aSoils.
=650  24$aMethylene blue value.
=700  1\$aBirand, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10291J.htm

=LDR  02767nab a2200553 i 4500
=001  GTJ10292J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10292J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10292J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aAl-Ameen, SI.,$eauthor.
=245  14$aThe Continuous Abrasion Index for the Assessment of Rock Abrasion /$cSI. Al-Ameen, MD. Waller.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe continuous abrasion test is a new and simple test for evaluating the abrasive potential of rock material where attrition or low-stress sliding wear problems exist. The test is sensitive to the abrasive mineral content in the host rock and was found to be very suitable in comparing the degree of abrasiveness of various sedimentary rocks and in particular coal measures rocks. The wear area generated on a tested ball bearing is used as the Continuous Abrasive Index value for the tested rock. Several types of abrasive wear pattern were recognized on the tested steel ball; these can be used as a guide for the assessment of the abrasive potential of the rock. The exploitation of this new test has led to a new rock classification index according to the abrasive potential of the rock.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbrasion index.
=650  \0$aAbrasion.
=650  \0$aAbrasive minerals.
=650  \0$aCoal measures.
=650  \0$aRock.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aRocks.
=650  24$aAbrasion index.
=650  24$aCoal measures.
=650  24$aAbrasive minerals.
=650  24$aRock.
=650  24$aAbrasion.
=700  1\$aWaller, MD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10292J.htm

=LDR  02428nab a2200541 i 4500
=001  GTJ10284J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10284J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10284J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aFilz, GM.,$eauthor.
=245  10$aCompactor Force and Energy Measurements /$cGM. Filz, TL. Brandon.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aTwo hand-operated compactors (a vibrating plate compactor and a rammer compactor) were instrumented to measure the dynamic contact force and energy transfer between compactor and soil. The instrumentation schemes, data acquisition techniques, and data reduction methods are described. The instrumented compactors were operated on two soils: a moist, silty sand and a dry, clean fine sand. The measured forces and energies are presented and compared to the manufacturer's ratings.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerometers.
=650  \0$aCompaction equipment.
=650  \0$aData acquisition.
=650  \0$aInstrumentation.
=650  \0$aLoad cells.
=650  \0$aCompaction.
=650  14$aAccelerometers.
=650  24$aCompaction.
=650  24$aInstrumentation.
=650  24$aCompaction equipment.
=650  24$aLoad cells.
=650  24$aData acquisition.
=700  1\$aBrandon, TL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10284J.htm

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=001  GTJ10283J
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=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10283J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10283J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aFilz, GM.,$eauthor.
=245  10$aDrift of Flush-Mounted Pressure Cell Readings /$cGM. Filz, JM. Duncan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aReadings from earth pressure cells that were flushmounted in an instrumented retaining wall exhibited progressive change with time (drift) after backfill placement. The test procedures and conditions precluded the possibility that temperature effects could account for the drift. A series of experiments showed that the drift was caused by moisture migration from the backfill to the concrete retaining wall. It appears that the moisture causes a slight expansion of the concrete around the cells, resulting in distortion of the cells and decrease of the fluid pressure inside the cells. A surface treatment reduced the magnitude of the drift. A pressure cell design is proposed to mitigate this source of drift in new installations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aEarth pressures.
=650  \0$aInstrumentation.
=650  \0$aLoad cells.
=650  \0$aPressure cells.
=650  \0$aRetaining walls.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCalibrations.
=650  24$aEarth pressures.
=650  24$aInstrumentation.
=650  24$aLoad cells.
=650  24$aPressure cells.
=650  24$aRetaining walls.
=700  1\$aDuncan, JM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10283J.htm

=LDR  02812nab a2200637 i 4500
=001  GTJ10285J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10285J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10285J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aHsuan, YG.,$eauthor.
=245  10$aNotched Constant Tensile Load (NCTL) Test for High-Density Polyethylene Geomembranes /$cYG. Hsuan, RM. Koerner, AE. Lord.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aA modification of an old test method, the notched constant tensile load (NCTL) test, is reintroduced to evaluate the stress-cracking performance of high-density polyethylene (HDPE) geomembranes. In this modified test, notched dumbbell-shaped specimens are subjected to a range of constant tensile loads in a 10% Igepal (CO-630) solution at 50° C. The method has been proposed to ASTM and is being considered by a task group within Committee D-35 on Geosynthetics. This paper presents the test procedures, results of a reproducibility study, and four sets of interlaboratory tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBrittle.
=650  \0$aDuctile.
=650  \0$aGeomembranes.
=650  \0$aHigh-density polyethylene.
=650  \0$aStress cracking.
=650  \0$aStress.
=650  \0$aTransition stress.
=650  \0$aTransition time.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aStress.
=650  24$aHigh-density polyethylene.
=650  24$aGeomembranes.
=650  24$aStress cracking.
=650  24$aDuctile.
=650  24$aBrittle.
=650  24$aTransition time.
=650  24$aTransition stress.
=700  1\$aKoerner, RM.,$eauthor.
=700  1\$aLord, AE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10285J.htm

=LDR  02973nab a2200589 i 4500
=001  GTJ10282J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10282J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10282J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aMeier, RW.,$eauthor.
=245  13$aAn Initial Study of Surface Wave Inversion Using Artificial Neural Networks /$cRW. Meier, GJ. Rix.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aAn artificial neural network is proposed as an expeditious alternative to the trial-and-error and least-squares surface wave inversion techniques that are currently available. To use an artificial neural network for surface wave inversion, synthetic dispersion curves are calculated for representative shear wave velocity profiles using a theoretical wave propagation algorithm. An artificial neural network is then "taught" to map these dispersion curves back into their respective shear wave velocity profiles. Once the network has been successfully trained on these synthetic dispersion curves, experimental dispersion curves can be inverted by passing them through the neural network. Because the neural network requires only a single forward pass of the data, it performs inversions much more quickly than iterative procedures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDispersion curves.
=650  \0$aInversion.
=650  \0$aNeural networks.
=650  \0$aSeismic investigations.
=650  \0$aShear wave velocity.
=650  \0$aShear wave.
=650  \0$aSurface waves.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSeismic investigations.
=650  24$aShear wave.
=650  24$aInversion.
=650  24$aSurface waves.
=650  24$aDispersion curves.
=650  24$aShear wave velocity.
=650  24$aNeural networks.
=700  1\$aRix, GJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10282J.htm

=LDR  02319nab a2200589 i 4500
=001  GTJ10295J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10295J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10295J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aAl-Douri, RH.,$eauthor.
=245  10$aInfluence of Test Chamber Boundary Conditions on Sand Bed Response /$cRH. Al-Douri, TS. Hull, HG. Poulos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aTwo series of tests were performed on calcareous and silica sands in different test chamber sizes and with different base conditions to investigate the influence of test chamber boundary conditions on model pile foundation behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcareous soils.
=650  \0$aConsolidation.
=650  \0$aModel tests.
=650  \0$aPiles.
=650  \0$aSands.
=650  \0$aSoil mechanics.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aCalcareous soils.
=650  24$aConsolidation.
=650  24$aSands.
=650  24$aFoundations.
=650  24$aModel tests.
=650  24$aPiles.
=650  24$aSoil mechanics.
=700  1\$aHull, TS.,$eauthor.
=700  1\$aPoulos, HG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10295J.htm

=LDR  02151nab a2200577 i 4500
=001  GTJ10296J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10296J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10296J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aMarinho, FAM,$eauthor.
=245  10$aDiscussion on "The Behavior at the Shrinkage Limit of Clay Undergoing Drying" by David J. Williams and John W. Sibley /$cFAM Marinho, RJ. Chandler.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (1 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aHeat of wetting.
=650  \0$aShrinkage desiccation.
=650  \0$aShrinkage limit.
=650  \0$aTensile strength.
=650  \0$aThermal resistivity.
=650  \0$aTotal suction.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=650  14$aClays.
=650  24$aShrinkage desiccation.
=650  24$aHeat of wetting.
=650  24$aShrinkage limit.
=650  24$aTensile strength.
=650  24$aThermal resistivity.
=650  24$aTotal suction.
=700  1\$aChandler, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10296J.htm

=LDR  03115nab a2200661 i 4500
=001  GTJ10287J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10287J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10287J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aAbduljauwad, SN.,$eauthor.
=245  10$aDetermination of Swell Potential of Al-Qatif Clay /$cSN. Abduljauwad, GJ. Al-Sulaimani.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aKnowledge of the swell potential of expansive soil at the outset of an investigation can be helpful in avoiding possible damage to the structure. A review is presented of several methods that have been proposed to identify swell potential and test techniques, which are used to quantify the amount of swell. A site investigation was conducted to obtain hand-carved block specimens from a fresh excavation site near Al-Qatif, Eastern Province of Saudi Arabia. Laboratory tests were used to determine geotechnical and physicochemical properties and mineralogical composition. The results of a range of laboratory tests, including oedometer types, filter paper, triaxial, and new stainless steel tank apparatus, showed the problems associated with investigating swell behavior of soils. A field swelling test was conducted, and results are compared with laboratory tests to establish guidelines for estimation of swell potential.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aExpansive soils.
=650  \0$aField.
=650  \0$aHeave.
=650  \0$aOedometer.
=650  \0$aSimulation.
=650  \0$aSuction.
=650  \0$aSwell potential.
=650  \0$aSwelling.
=650  \0$aTriaxial.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aSwelling.
=650  24$aExpansive soils.
=650  24$aSwell potential.
=650  24$aSuction.
=650  24$aOedometer.
=650  24$aTriaxial.
=650  24$aSimulation.
=650  24$aHeave.
=650  24$aField.
=700  1\$aAl-Sulaimani, GJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10287J.htm

=LDR  03191nab a2200493 i 4500
=001  GTJ10286J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10286J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10286J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.9.A25
=082  04$a005.8$223
=100  1\$aJefferies, MG.,$eauthor.
=245  10$aUse of CPTu to Estimate Equivalent SPT N60 /$cMG. Jefferies, MP. Davies.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aAlthough the CPTu offers many advantages over the SPT, it may be desirable in some instances to use SPT-based experience of soil behavior. An algorithm is presented here for estimation of equivalent N60 values directly from the CPTu without resort to soil sampling. The proposed algorithm is based on data and trends reported in the literature; the algorithm is tested against new data obtained for cross-calibration of the CPTu/SPT in a wide variety of soil types, penetration resistances, and depths. As part of the evaluation of the algorithm, replicate trials of both SPT and CPTu were carried out. The data show the CPTu is five times more precise than the SPT. Further, the equivalent N60 derived from the CPTu using the proposed algorithm is shown to be at least as reliable as values directly determined by the SPT; the much improved precision of the CPTu outweighs the uncertainty in the CPTu/SPT calibration, and the calibration in itself averages the testing error of the SPT. The proposed algorithm is tested for bias against depth, soil type, penetration resistance, and friction ratio; the algorithm is unbiased. Cumulative probability density functions are given for repeatability of the SPT, the CPTu, and an estimation of equivalent SPT values from the CPTu.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetrometer.
=650  \0$aCorrelation techniques.
=650  \0$aPenetration tests.
=650  \0$aPenetration testing (Computer security)
=650  \0$aComputer networks$vSecurity measures$vTesting.
=650  14$aCone penetrometer.
=650  24$aPenetration tests.
=650  24$aCorrelation techniques.
=700  1\$aDavies, MP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10286J.htm

=LDR  03282nab a2200541 i 4500
=001  GTJ10290J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10290J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10290J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.432028$223
=100  1\$aPotts, BD.,$eauthor.
=245  10$aGeotechnical Tomography :$bThe Effects of Diffraction /$cBD. Potts, C. Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aTomographic imaging is the inversion of a field parameter using boundary observations. Current techniques make different simplifying hypotheses. In geotechnical tomography the straight ray assumption is most common. Problems arise when the wavelength is of the same order of magnitude as the size of the inclusion. In this case, the physics of diffraction creates significant effects behind the anomaly, limiting the applicability of ray assumptions. This experimental study addresses the effect of diffraction and its potential consequences on inversion problems. The investigation is conducted using inclusion size to wavelength ratios between 1 and 10, with objects of various relative velocity and impedance. Travel times, power density, and signal duration are analyzed. Results demonstrate the healing effects of diffraction, frequency and impedance-dependent backscatter, and energy focusing. Hand-picked and cross-correlation-based travel times are compared. It is shown that both low- and high-velocity inclusions may become undetectable at some distance behind the object, that there is little effect of frequency on travel time but significant effect on power spectral density, and that high-velocity inclusions may be detected as low-velocity inclusions when travel time data are used.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCrosshole testing.
=650  \0$aDiffraction.
=650  \0$aGeophysical methods.
=650  \0$aInversion.
=650  \0$aTomography.
=650  \0$aSoil moisture$vMeasurement.
=650  \0$aSoil porosity$vMeasurement.
=650  14$aGeophysical methods.
=650  24$aTomography.
=650  24$aInversion.
=650  24$aDiffraction.
=650  24$aCrosshole testing.
=700  1\$aSantamarina, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10290J.htm

=LDR  02892nab a2200661 i 4500
=001  GTJ10288J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10288J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10288J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aCampanella, RG.,$eauthor.
=245  12$aA New Approach to Measuring Dilatancy in Saturated Sands /$cRG. Campanella, MJ. Kokan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe determination of in situ properties of sand has proven to be a difficult objective, especially when it includes assessing volume change characteristics like dilatancy. Difficulty in obtaining representative undisturbed specimens as well as problems with extrapolating laboratory test results to the field has caused many to place increased reliance on in situ testing. One such test that is continuing to gain acceptance is the piezocone penetration test (CPTU). While the CPTU is particularly good for stratigraphic detailing and evaluating many geotechnical parameters, the assessment of volume change characteristics is, as yet, not well defined.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetrometer.
=650  \0$aDensity.
=650  \0$aDilatancy.
=650  \0$aGeophysical.
=650  \0$aGeotechnical.
=650  \0$aIn situ testing.
=650  \0$aProperties.
=650  \0$aResistivity.
=650  \0$aSand.
=650  \0$aVolume change.
=650  \0$aPenetrometer.
=650  \0$aSoil penetration test.
=650  14$aCone penetrometer.
=650  24$aResistivity.
=650  24$aDilatancy.
=650  24$aVolume change.
=650  24$aDensity.
=650  24$aSand.
=650  24$aGeophysical.
=650  24$aGeotechnical.
=650  24$aProperties.
=650  24$aIn situ testing.
=700  1\$aKokan, MJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10288J.htm

=LDR  02720nab a2200457 i 4500
=001  GTJ10294J
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=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10294J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10294J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aBasma, AA.,$eauthor.
=245  10$aPrediction of Expansion Degree for Natural Compacted Clays /$cAA. Basma.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThis paper presents a laboratory study aimed at developing a reliable method to predict the expansion degree of clays. The work herein is intended to complement, not replace, existing research in this area. Utilizing test data for 128 natural soils, a regression analysis was performed to assess the use of the liquid limit, the plasticity index, the percent clay, the percent colloids, and activity of a soil as single variables to estimate the swell potential under a 1-psi (6.9-kPa) pressure of a specimen compacted to maximum dry unit weight based on the standard AASHTO test at optimum water content. Through multiple regression analysis, combinations of the aforementioned variables were also used to evaluate the swelling potential and to predict the degree of expansion. These relationships were used to establish nomographic charts for quantitative and qualitative evaluation of swell characteristics. The results of the proposed charts are shown to be in good agreement with swell test data provided by various researchers.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aExpansion.
=650  \0$aCompaction.
=650  14$aClays.
=650  24$aExpansion.
=650  24$aCompaction.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10294J.htm

=LDR  03290nab a2200589 i 4500
=001  GTJ10289J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10289J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10289J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aFinno, RJ.,$eauthor.
=245  10$aConsolidation, Pre- and Post-Peak Shearing Responses from Internally Instrumented Biaxial Compression Device /$cRJ. Finno, Y. Rhee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aAn internally instrumented, servo-controlled biaxial compression device is described for evaluating shear band formation in soils. Internally measured vertical and lateral soil displacements as well as lateral deformations of a very low friction bottom sled allow one to observe the progressive development of shear bands in a specimen. Anisotropically consolidated specimens of relatively insensitive, soft Chicago glacial clay were sheared under undrained conditions. Differences in responses based on the internal and globally derived stress and strain quantities illustrate the uniformities which are attained during both consolidation and shear. Small, outward lateral displacements were observed during K0 consolidation, which was based on globally observed axial and volumetric strains; yet, observed Ko values were similar to those measured by other means. Observed lateral deformations during undrained shear and bottom sled movements showed the progressive development of a shear band in all tests. Nonuniformity of the deformations arose after attaining a peak shear stress. The globally observed strain-softening response was both constitutive and geometric in nature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBiaxial compression.
=650  \0$aClays.
=650  \0$aKo consolidation.
=650  \0$aPore pressures.
=650  \0$aPost-peak behavior.
=650  \0$aShear band.
=650  \0$aShear.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aShear.
=650  24$aPore pressures.
=650  24$aShear band.
=650  24$aBiaxial compression.
=650  24$aKo consolidation.
=650  24$aPost-peak behavior.
=700  1\$aRhee, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10289J.htm

=LDR  03813nab a2200637 i 4500
=001  GTJ100936
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100936$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100936$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aBhadriraju, Venkat,$eauthor.
=245  10$aLaboratory Procedure to Obtain Well-Mixed Soil Binder Samples of Medium Stiff to Stiff Expansive Clayey Soil for Deep Soil Mixing Simulation /$cVenkat Bhadriraju, Anand J. Puppala, Raja Sekhar Madhyannapu, Richard Williammee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b46
=520  3\$aThis paper presents a laboratory procedure to prepare well-mixed soil binder samples for simulation of deep soil mixing to stabilize medium stiff to stiff expansive clayey soils. Two natural clays were selected, and stabilized with lime, cement, and combinations of both at various proportions and dosages. Results obtained from tests conducted on identical specimens showed that the current soil-binder mixing and specimen preparation procedures have yielded homogenous and uniform treated clayey specimens. Engineering properties measured on the treated soil specimens were analyzed and ranked to arrive at the optimum binder dosages for field implementation. Concurrent mineralogical studies on selected specimens using X-ray diffraction and scanning electron micrograph studies revealed the presence of pozzalonic compounds and interwoven threads in the treated samples indicative of the mixing and stabilizing phenomenon. The recommended chemical dosages were later implemented in a field deep mixing study to construct two test pads. Several in situ wet grab samples were collected from the treated ground and were subjected to strength and stiffness tests in the laboratory. Comparisons between test results from field cores and laboratory fabricated specimens showed a good match suggesting that the formulated test protocol has provided a reasonable simulation of the DM process.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeep soil mixing.
=650  \0$aExpansive soils.
=650  \0$aGround improvement.
=650  \0$aQuality control.
=650  \0$aShear modulus.
=650  \0$aShear wave velocity.
=650  \0$aShrinkage.
=650  \0$aSwell.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aDeep soil mixing.
=650  24$aExpansive soils.
=650  24$aQuality control.
=650  24$aShrinkage.
=650  24$aSwell.
=650  24$aGround improvement.
=650  24$aShear wave velocity.
=650  24$aShear modulus.
=700  1\$aPuppala, Anand J.,$eauthor.
=700  1\$aMadhyannapu, Raja Sekhar,$eauthor.
=700  1\$aWilliammee, Richard,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100936.htm

=LDR  03321nab a2200601 i 4500
=001  GTJ101259
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101259$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101259$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aYeung, Albert T.,$eauthor.
=245  12$aA New Laboratory Apparatus to Evaluate Hydrodynamic Dispersibility of Soil During Ocean Dumping /$cAlbert T. Yeung, Maxwell S. W., Ivan W. H. Fung, S. K. Alfred Au.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aHydrodynamic dispersion of soft marine dredging during ocean dumping may cause ecologic damage of the marine environment. The dispersibility of the fine-grained marine deposit may be mitigated by soil treatment, so as to eliminate the potential ecologic damage. An apparatus is specifically designed, fabricated, and assembled to simulate the ocean dumping process, in particular the process of how the material settles through water, to evaluate the viability, feasibility, and practicality of ocean dumping of cement-treated marine deposit, and to develop a better understanding of various complex hydrodynamic and dispersion processes during ocean dumping of soft marine deposit. The design criteria and details of each component of the new apparatus are presented. The distinct advantages of the newly developed apparatus are discussed. Typical experimental results obtained by the apparatus are presented to demonstrate its simplicity of operation and versatility in the measurement of various parameters at temporal intervals.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement-treatment clay.
=650  \0$aExperimental apparatus.
=650  \0$aLaboratory studies.
=650  \0$aMarine environment protection.
=650  \0$aOcean dumping.
=650  \0$aSoil dispersion.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aSoil dispersion.
=650  24$aOcean dumping.
=650  24$aMarine environment protection.
=650  24$aExperimental apparatus.
=650  24$aCement-treatment clay.
=650  24$aLaboratory studies.
=700  1\$aW., Maxwell S.,$eauthor.
=700  1\$aFung, Ivan W. H.,$eauthor.
=700  1\$aAlfred Au, S. K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101259.htm

=LDR  02989nab a2200577 i 4500
=001  GTJ101325
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101325$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101325$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aMeehan, Christopher L.,$eauthor.
=245  10$aMeasuring "Fast" Shear Strengths Along Slickensided Surfaces in the Bromhead Ring Shear /$cChristopher L. Meehan, Thomas L. Brandon, J. Michael Duncan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aFast and slow ring shear tests were performed in the Bromhead ring shear device to examine the effect of the displacement rate on the shear strength measured along slickensided discontinuities in Rancho Solano Fat Clay. For each test, initial drained shearing was performed at a displacement rate of 0.018 mm/min, fast shearing was performed at a rate of 44.5 mm/min, and drained shearing was recommenced at a displacement rate of 0.018 mm/min. Significant variations in measured post-peak shear strengths were observed, and problems with the pore pressure response in the soil surrounding the slickensided plane are discussed. As a result of these problems, it was concluded that fast Bromhead ring shear tests may not be suitable for evaluating the effects of fast shearing on the strengths of slickensided surfaces.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aFast shearing.
=650  \0$aLaboratory test.
=650  \0$aResidual strength.
=650  \0$aRing shear tests.
=650  \0$aSlickensides.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aRing shear tests.
=650  24$aClays.
=650  24$aResidual strength.
=650  24$aSlickensides.
=650  24$aFast shearing.
=650  24$aLaboratory test.
=700  1\$aBrandon, Thomas L.,$eauthor.
=700  1\$aMichael Duncan, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101325.htm

=LDR  03327nab a2200541 i 4500
=001  GTJ100896
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100896$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100896$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aKumar, Jyant,$eauthor.
=245  10$aCorrelation Between Miniature Cone Tip Resistance and Shear Strength Parameters of Clean and Silty Sand Using a Conventional Triaxial Setup /$cJyant Kumar, K. V. S. B. Raju.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aThe ultimate tip resistance of the cone was determined by employing a miniature cone penetrometer of diameter 19.5 mm in conventional triaxial equipment. A number of penetration tests were carried out for clean and silty sands. The variation of the tip resistance was determined with respect to changes in effective vertical stress (?v). It was seen that with this laboratory experimental setup, it is possible to make a reasonable prediction of the ultimate cone tip resistance (qcu). As expected, the tip resistance increases with an increase in (?v). For the same range of the relative density, an increase in proportion of silt was found to generally cause a reduction in the tip resistance. By considering the effect of the overburden stress on internal friction angle of soil mass, it was noted that the magnitude of qcu/?v increases almost linearly with friction angle. The obtained values of qcu compare reasonably well with two different widely used correlations in literature. It is expected that the study will be useful for deriving correlations between shear strength parameters and the cone tip resistance for cohesionless deposits at different values of the effective overburden pressure especially for loose to medium dense states.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetrometer test.
=650  \0$aLaboratory investigations.
=650  \0$aSand.
=650  \0$aShear strength.
=650  \0$aSilt.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aCone penetrometer test.
=650  24$aLaboratory investigations.
=650  24$aSand.
=650  24$aShear strength.
=650  24$aSilt.
=700  1\$aRaju, K. V. S. B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100896.htm

=LDR  03293nab a2200589 i 4500
=001  GTJ101152
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101152$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101152$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aFakhimi, A.,$eauthor.
=245  10$aDevelopment of a Modified in situ Direct Shear Test Technique to Determine Shear Strength Parameters of Mine Rock Piles /$cA. Fakhimi, K. Boakye, D. J. Sperling, V. T. McLemore.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aA modified direct shear test apparatus was designed and used to measure cohesion and friction angle of rock pile materials. Two test apparatuses were constructed, a 30-cm square metal shear box and a 60-cm square metal shear box. In addition to the shear box, the testing apparatus has a metal top plate, a fabricated roller plate, normal and shear dial gages with wooden supports, and two hydraulic jacks and cylinders with a maximum oil pressure of 70 MPa (10,000 psi) and a load capacity of ten tons. The main difference between the in situ shear box and its conventional laboratory equivalent is that the in situ shear box consists of a single box that confines an excavated block of rock pile material. The lower half of the block consists of the rock pile material underneath the shear plane that is a semi-infinite domain. This modification in the shear test apparatus reduces the time needed for block preparation, helps perform several tests at different levels of the same sample block, and allows for accommodating large shear displacement with no reduction in the area of the shear plane.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesion.
=650  \0$aFriction.
=650  \0$aIn situ shear test.
=650  \0$aQuesta mine.
=650  \0$aRock pile.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aIn situ shear test.
=650  24$aShear strength.
=650  24$aFriction.
=650  24$aCohesion.
=650  24$aRock pile.
=650  24$aQuesta mine.
=700  1\$aBoakye, K.,$eauthor.
=700  1\$aSperling, D. J.,$eauthor.
=700  1\$aMcLemore, V. T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101152.htm

=LDR  02927nab a2200517 i 4500
=001  GTJ101397
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101397$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101397$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aChen, Dar Hao,$eauthor.
=245  10$aDetecting Subsurface Voids Using Ground-Coupled Penetrating Radar /$cDar Hao Chen, Tom Scullion.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aDetecting the presence and extent of subsurface voids under a roadway structure is critical in preventing major failures from occurring. In this study, a 400 MHz Ground-coupled Penetrating Radar (GCPR) was utilized in four projects to locate voids. The air voids present a strong dielectric contrast to GPR waves and therefore these anomalies are clearly identified on GCPR results/plots. In one study, a large void more than 1.8 m in depth was located under the continuous reinforced concrete pavement on IH40 in the Amarillo District of Texas. In total, 3.8 cubic metres of flowable fill was used to fill the void. Voids with depths from 50 to 400 mm were identified and verified in studies on SH6, IH35, and Spur 380. The voids are typically located directly under the surface pavement layer. This study has successfully demonstrated that the GCPR is able to identify void locations. However, drilling and coring should also be done to determine the extent and depth of the void.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGround penetrating radar.
=650  \0$aNondestructive testing.
=650  \0$aPipeline.
=650  \0$aSubsurface voids.
=650  \0$aEarth pressure.
=650  \0$aSoil mechanics.
=650  14$aSubsurface voids.
=650  24$aGround penetrating radar.
=650  24$aNondestructive testing.
=650  24$aPipeline.
=700  1\$aScullion, Tom,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101397.htm

=LDR  02866nab a2200553 i 4500
=001  GTJ100859
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100859$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100859$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aZhang, Bingyin,$eauthor.
=245  10$aSimple Shear Test for Interfaces Between Core and Filter Soils in Rock-Fill Dams /$cBingyin Zhang, Yuzhen Yu, Jian Fu, Liming Hu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe mechanical behavior of the interface between core and filter soils plays an important role in the construction of rock-filled dams with a composite earth core as a permeability barrier. This paper describes the use of a laminar-ring simple shear apparatus that was developed to test interface properties, a device that uses stacked steel rings to contain the specimen. A series of interface tests between core and filter soils were conducted using the developed apparatus. During the test, the normal stress was kept constant, and the shear stress and the relative displacement were measured. Furthermore, the deformation features of specimen were measured using LVDTs placed at each of the laminar-rings. Test results show that the shear strength of the interface is controlled by the weaker of the two individual soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFilter.
=650  \0$aInterface.
=650  \0$aRock-fill dam.
=650  \0$aSimple shear test.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSimple shear test.
=650  24$aInterface.
=650  24$aCore.
=650  24$aFilter.
=650  24$aRock-fill dam.
=700  1\$aYu, Yuzhen,$eauthor.
=700  1\$aFu, Jian,$eauthor.
=700  1\$aHu, Liming,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100859.htm

=LDR  04061nab a2200637 i 4500
=001  GTJ100991
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100991$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100991$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aNehdi, M.,$eauthor.
=245  10$aToe-Driven Tapered Fiber-Reinforced Polymer Self-Consolidating Concrete Composite Piles :$bNew High-Performance Technology for Deep Foundations /$cM. Nehdi, M. Sakr, M.-H. El Naggar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aField experience shows that it has been often difficult to assure the structural integrity and uniformity of the cross-sectional area of cast-in-place concrete piles since cavities and soil pockets tend to form due to the lack of visibility and accessibility during construction. Moreover, corrosion in pre-stressed concrete, reinforced concrete, and steel shell piles has been very costly, exceeding$2 billion of annual repairs in the United States alone. This paper summarizes the findings of a comprehensive research program that was undertaken to develop novel technology that addresses both construction and durability related problems of piles. A new toe-driving technique was developed to install empty fiber-reinforced polymer (FRP) shells into dense soils. A specially developed cost-effective self-consolidating concrete (SCC), a material that flows under gravity and assures the integrity of piles is subsequently cast into the FRP tubes, which provide corrosion-resistant reinforcement. Driving tests were carried out on large-scale model FRP-SCC and steel piles installed in dense dry sand enclosed in a pressure chamber using the new technique along with conventional hammering at the pile head. FRP-sand interface characteristics were evaluated. The pile specimens were instrumented to investigate their dynamic behavior during driving, and their response to static compressive, uplift, and lateral loading. Both cylindrical and tapered FRP-SCC piles were tested. It is shown that the new toe-driving technique is very suitable for installing FRP and other thin-walled piles in dense soils. Results from dynamic pile driving and static load tests indicate that FRP-SCC composite piles are a very competitive and attractive option for deep foundation applications.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxial load.
=650  \0$aDynamic.
=650  \0$aInterface.
=650  \0$aLateral load.
=650  \0$aPile driving.
=650  \0$aPile.
=650  \0$aSelf-consolidating concrete.
=650  \0$aUplift load.
=650  \0$aPiling (Civil engineering)
=650  \0$aFoundations.
=650  14$aPile.
=650  24$aFRP.
=650  24$aSelf-consolidating concrete.
=650  24$aPile driving.
=650  24$aInterface.
=650  24$aAxial load.
=650  24$aLateral load.
=650  24$aUplift load.
=650  24$aDynamic.
=700  1\$aSakr, M.,$eauthor.
=700  1\$aEl Naggar, M.-H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100991.htm

=LDR  02965nab a2200529 i 4500
=001  GTJ100005
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100005$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100005$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aChung, Jinhyung,$eauthor.
=245  10$aModified Fluid Loss Test as an Improved Measure of Hydraulic Conductivity for Bentonite /$cJinhyung Chung, David E. Daniel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe Modified Fluid Loss test (MFL) was developed to measure hydraulic conductivity using the filter press method. Based upon modification of conventional filtration models, the average hydraulic conductivity of a bentonite filter cake can be obtained from the filtrate-time relationship and the water content of the filter cake. At higher effective stresses (>100 kPa), the hydraulic conductivity from MFL method showed higher values than those from flexible wall permeameter (FWP) method. In comparison to the FWP method, the MFL method-based hydraulic conductivities are on the conservative side for the stress range associated with typical bottom liners in solid waste landfills. The MFL test was found to be a convenient test method to assess the hydraulic conductivity of bentonite, especially at low effective stresses. The MFL test can be used to obtain the hydraulic conductivity of bentonite within about a day instead of several days to weeks required for the FWP test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite.
=650  \0$aHydraulic conductivity.
=650  \0$aIndex test.
=650  \0$aModified fluid loss test.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aHydraulic conductivity.
=650  24$aBentonite.
=650  24$aModified fluid loss test.
=650  24$aIndex test.
=700  1\$aDaniel, David E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100005.htm

=LDR  02756nab a2200445 i 4500
=001  GTJ100722
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100722$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100722$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aKim, Woosung,$eauthor.
=245  10$aUniformity of Axial Displacement in Element Testing /$cWoosung Kim, Joseph Labuz, Bruce Chadbourn, Marc Loken.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aUniform axial deformation is a basic assumption in element testing, where axial strain typically is determined from displacement measurements. In applying force through rigid platens, however, some rotation may occur such that the fundamental stress field is perturbed. Thus, nonuniformity among measures of axial displacement may be present, and the response may consist of a component due to uniform deformation and a component due to rotation. To estimate this nonuniformity for cylindrical specimens, at least three sensors are needed, and in general, the axial strain cannot be estimated without error from only two sensors. For equiangular placement of three sensors, it is shown that the mean of the displacement readings is equal to the displacement from the uniform component. The rotation does not affect the average value, but the rotation must be calculated to estimate the nonuniformity. The ratio of the measured maximum and minimum displacement does not provide an objective evaluation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=700  1\$aLabuz, Joseph,$eauthor.
=700  1\$aChadbourn, Bruce,$eauthor.
=700  1\$aLoken, Marc,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100722.htm

=LDR  02573nab a2200637 i 4500
=001  GTJ10854J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10854J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10854J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQP321
=082  04$a612.745$223
=100  1\$aCyrul, T.,$eauthor.
=245  12$aA Low-Cost Ring Dynamometer for Monitoring the Performance of Roof Bolts /$cT. Cyrul.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aA steel ring dynamometer, which is placed at the end of a roof bolt, was evaluated. The diametral loading causes deformation of the ring caused by the change in loading of the bolt. This deformation is measured in the normal direction of loading with a high sensitivity dial gage. The steel that the ring is made of exhibits linear load-deformation characteristics and makes the ring appropriate for long-term monitoring.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCosts.
=650  \0$aDeformation.
=650  \0$aErrors.
=650  \0$aEstimation.
=650  \0$aLoad change.
=650  \0$aNormal distribution.
=650  \0$aSensitivity.
=650  \0$aTruncation point.
=650  \0$adynamometers.
=650  \0$adial gages.
=650  \0$aRoof Bolts.
=650  14$aDynamometers.
=650  24$aDeformation.
=650  24$aDial gages.
=650  24$aSensitivity.
=650  24$aCosts.
=650  24$aErrors.
=650  24$aLoad change.
=650  24$aNormal distribution.
=650  24$aEstimation.
=650  24$aTruncation point.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10854J.htm

=LDR  02306nab a2200541 i 4500
=001  GTJ10857J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10857J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10857J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aStrachan, P.,$eauthor.
=245  10$aAlternative Test Method for Ensuring Full Saturation in Triaxial Samples /$cP. Strachan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aUnder certain circumstances, the measurement of the B value does not prove a reliable guide for ensuring that a triaxial sample is fully saturated. In such cases, an alternative method, that of monitoring compressional-wave signals, is suggested. The amount of instrumentation required is modest, and the method has proven dependable over a large number of tests on sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeophysics.
=650  \0$aSaturation.
=650  \0$aTriaxial tests.
=650  \0$aUltrasonics.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$alaboratory tests.
=650  14$aLaboratory tests.
=650  24$aSoil tests.
=650  24$aTriaxial tests.
=650  24$aSaturation.
=650  24$aGeophysics.
=650  24$aUltrasonics.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10857J.htm

=LDR  03362nab a2200649 i 4500
=001  GTJ10852J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10852J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10852J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aAlmeida, MSS,$eauthor.
=245  10$aSmall Cone Penetrometer Tests and Piezocone Tests in Laboratory Consolidated Clays /$cMSS Almeida, RHG Parry.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aSmall vane, 10-mm-diameter cone penetrometer and 12.7-mm-diameter piezocone devices have been developed to measure soil properties in centrifuge models during flight. This paper presents tests with these devices on kaolin and Gault clay in a normal gravity field. Empirical cone factors were shown to increase with increasing overconsolidation ratio but were found to depend on other factors such as cone size and testing rates. The values also differed considerably between the two clays used. Tests with the small piezocone have shown that the ratio of pore pressure to point resistance decreases slightly with the overconsolidation ratio, but not enough for this ratio be used as a method for determining overconsolidation ratio (OCR). As shown by other workers, pore pressures acting around the tip influence measured tip resistance and should be taken into account when interpreting cone resistances in clays. Dissipation tests with the piezocone have yielded values of coefficient of consolidation agreeing very well with those from swelling tests on clay cakes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCoefficient of consolidation.
=650  \0$aCone penetrometer.
=650  \0$aCone resistance.
=650  \0$aDissipation.
=650  \0$aOverconsolidation ratio.
=650  \0$aPiezocone.
=650  \0$aPore pressures.
=650  \0$aRate of penetration.
=650  \0$aVanes.
=650  \0$aClay$xHistory.
=650  14$aClays.
=650  24$aCone penetrometer.
=650  24$aPore pressures.
=650  24$aVanes.
=650  24$aCoefficient of consolidation.
=650  24$aCone resistance.
=650  24$aDissipation.
=650  24$aOverconsolidation ratio.
=650  24$aPiezocone.
=650  24$aRate of penetration.
=700  1\$aParry, RHG,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10852J.htm

=LDR  02782nab a2200541 i 4500
=001  GTJ10856J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10856J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10856J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aChung, RM.,$eauthor.
=245  10$aPrediction of Pore-Water Pressure Buildup During Undrained Resonant Column Testing of Virgin Sand Specimens /$cRM. Chung, FY. Yokel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aPrediction of pore-water pressure buildup of a saturated sand deposit subjected to dynamic load is important for dynamic stability analysis of the deposit. Empirical equations, proposed by Drnevich to correlate the predicted pore-water pressure buildup with that measured during undrained resonant column tests on saturated Ottawa silica sand, were used to predict the results of tests on virgin Monterey No. 0 sand specimens. It was found that, with a modification of the coefficient in the empirical equation, there is good correlation between predicted and measured excess pore-water pressures when a high degree of saturation (B >= 0.96) was achieved in the specimen preparation. The correlation is poor for specimens with a lower degree of saturation (B < 0.96).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aReference strain.
=650  \0$aResonant column testing.
=650  \0$aSands.
=650  \0$aShear strain.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$apore-water pressures.
=650  14$aPore-water pressures.
=650  24$aSands.
=650  24$aShear strain.
=650  24$aReference strain.
=650  24$aResonant column testing.
=700  1\$aYokel, FY.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10856J.htm

=LDR  02417nab a2200517 i 4500
=001  GTJ10851J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10851J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10851J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aCosta Filho, LDM,$eauthor.
=245  10$aMeasurement of Axial Strains in Triaxial Tests on London Clay /$cLDM Costa Filho.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b41
=520  3\$aEquipment for measuring axial strains directly on the center part of triaxial test specimens is described. The accuracy to which axial strains can be computed using this equipment is determined. The results of a series of tests on London clay provide a comparison between the axial strains computed using this equipment and conventional techniques. It is concluded that bedding problems can introduce significant errors in the determination of deformation moduli at small strains for stiff clays.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxial strains.
=650  \0$aDeformation modulus.
=650  \0$aDisplacement transducers.
=650  \0$aSoil tests.
=650  \0$aTriaxial tests.
=650  \0$aClay$xHistory.
=650  14$aSoil tests.
=650  24$aTriaxial tests.
=650  24$aDeformation modulus.
=650  24$aAxial strains.
=650  24$aDisplacement transducers.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10851J.htm

=LDR  02535nab a2200541 i 4500
=001  GTJ10855J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10855J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10855J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA559
=082  04$a516/.15$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aImproved Rectangular Hyperbola Method for the Determination of Coefficient of Consolidation /$cA. Sridharan, K. Prakash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aFrom the Terzaghi's theory of consolidation, it can be shown that the T/U versus T relation is a rectangular hyperbola over a fairly wide range of degree of consolidation. In the plot of T/U versus T, a straight line is fitted for the range of 60 to 90% degree of consolidation with a high precision. A method of calculating the coefficient of consolidation Cv is presented. The results are compared with the results obtained by the conventional methods, viz, square root of time fitting method and logarithm of time fitting method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aConsolidation coefficient.
=650  \0$aRectangular hyperbola.
=650  \0$aTime dependence.
=650  \0$aHyperbola.
=650  \0$aParabola.
=650  \0$asoil tests.
=650  14$aClays.
=650  24$aConsolidation coefficient.
=650  24$aSoil tests.
=650  24$aTime dependence.
=650  24$aRectangular hyperbola.
=700  1\$aPrakash, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10855J.htm

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=001  GTJ10853J
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=005  20161219061000.0
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=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10853J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10853J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aFranklin, JA.,$eauthor.
=245  12$aA Direct Shear Machine for Testing Rock Joints /$cJA. Franklin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b1
=520  3\$aMost direct shear machines are designed for soil testing or research and have serious limitations when used for rock joint testing by commercial testing laboratories. To overcome some of these limitations, a machine has been designed that uses split cylindrical specimen holders to encapsulate rock specimens in the field, protecting them against drying, swelling, and mechanical damage in transit to the laboratory and in storage. Molten sulfur is used as an encapsulating material. Field encapsulation saves "downtime" during laboratory testing and virtually eliminates specimen disturbance. The holders are uncoupled only when in the test machine and after a normal load has been applied.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear tests.
=650  \0$aLaboratory tests.
=650  \0$aSampling methods.
=650  \0$aSulfur encapsulation.
=650  \0$aTesting machines.
=650  \0$aRocks.
=650  \0$aMineralogy.
=650  \0$arock tests.
=650  14$aRocks.
=650  24$aLaboratory tests.
=650  24$aDirect shear tests.
=650  24$aTesting machines.
=650  24$aRock tests.
=650  24$aSulfur encapsulation.
=650  24$aSampling methods.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10853J.htm

=LDR  03109nab a2200541 i 4500
=001  GTJ10644J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10644J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10644J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aGardner, TN.,$eauthor.
=245  14$aThe Measurement of Gas Bubble Size Distributions in a Three Phase Laboratory Gassy Soil /$cTN. Gardner, MJ. Goringe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe technique developed can be used to measure the total void, gas void, or particle size distribution in both gassy and saturated sediments provided the void spaces, or particles, can be approximated to spheres. Here the technique is demonstrated for measuring gas bubble size distribution in a reconstituted estuarine silty clay, which has been impregnated with methane gas using the method described by Nagaswaran. The process involves specimen preparation of a resin impregnated specimen to provide images using a scanning electron microscope (SEM). An average planar size distribution is obtained from the SEM images by computerized measurement of pixels on a monitor distinguished by luminance intensity phasing. Conversion from the planar to a spherical size distribution is carried out by a statistical method of probability. Results are presented that illustrate the consistency and accuracy of the measurement technique as a whole. Observations are made regarding the structure of the laboratory gassy soil which may be relevant to an in-situ sea bed gassy soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBubble size distribution.
=650  \0$aScanning electron microscope.
=650  \0$aVapor phase replacement.
=650  \0$aVoids.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$agassy soils.
=650  14$aGassy soils.
=650  24$aVoids.
=650  24$aBubble size distribution.
=650  24$aScanning electron microscope.
=650  24$aVapor phase replacement.
=700  1\$aGoringe, MJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10644J.htm

=LDR  02947nab a2200601 i 4500
=001  GTJ10641J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10641J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10641J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE205
=082  04$a625.8/028$223
=100  1\$aHuang, A-B,$eauthor.
=245  12$aA Calibration Chamber for Cohesive Soils /$cA-B Huang, RD. Holtz, J-L Chameau.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe paper describes the design and performance of a calibration chamber system for testing in-situ test devices in cohesive soils. Techniques for preparing "undisturbed" clay specimens from a slurry and consolidating them under zero lateral strain K0 conditions are presented. The chamber was used for strain controlled model pressurementer tests during which pore pressure was monitored. Duplicate model pressuremeter tests performed in normally consolidated (NC) kaolinite (?'vc = 276 kPa) resulted in essentially identical expansion curves. The specimens had an average water content of 44.9% and a coefficient of variation of 1.5%. Also, the predicted lateral stresses essentially coincide with those applied to the chamber specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration chamber.
=650  \0$aIn-situ tests.
=650  \0$aPore pressure monitoring.
=650  \0$aPressuremeter testing.
=650  \0$aSlurry consolidometer.
=650  \0$aUndisturbed specimens.
=650  \0$aCohesive Soils.
=650  \0$aDynamic tests.
=650  \0$aModulus of elasticity.
=650  14$aCalibration chamber.
=650  24$aCohesive soils.
=650  24$aIn-situ tests.
=650  24$aSlurry consolidometer.
=650  24$aUndisturbed specimens.
=650  24$aPressuremeter testing.
=650  24$aPore pressure monitoring.
=700  1\$aHoltz, RD.,$eauthor.
=700  1\$aChameau, J-L,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10641J.htm

=LDR  02815nab a2200577 i 4500
=001  GTJ10643J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10643J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10643J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN837
=082  04$a553.2/1$223
=100  1\$aMorin, P.,$eauthor.
=245  10$aCompressibility Properties of a Horticultural Peat /$cP. Morin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThe compressibility of a typical horticultural peat has been studied in the laboratory. Compressibility is an important factor in the processing of this material since volume governs the cost of shipping. The final reconstituted volume and the appearance of the peat after shipping must also be taken into account for marketing. Compression tests have been carried out on a horticultural peat from Newfoundland. Simple equations relating initial water content, relative volume change, and vertical applied pressure are proposed. A fluff factor has been defined, and it was found to decrease with the maximum applied pressure. Finally the results obtained in the laboratory are applied to storage and processing examples that are encountered in the horticultural peat industry.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aConsolidation test.
=650  \0$aHorticultural peat.
=650  \0$aNewfoundland.
=650  \0$aPeat properties.
=650  \0$aPeat testing.
=650  \0$aPeat.
=650  \0$aPeat$xPhysiology.
=650  \0$aPeat$xEnvironmental aspects.
=650  14$aPeat.
=650  24$aPeat properties.
=650  24$aPeat testing.
=650  24$aConsolidation test.
=650  24$aCompressibility.
=650  24$aHorticultural peat.
=650  24$aNewfoundland.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10643J.htm

=LDR  03313nab a2200637 i 4500
=001  GTJ10639J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10639J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10639J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aRuygrok, PA.,$eauthor.
=245  10$aEvaluation of the Gamma and Neutron Radiation Scattering and Transmission Methods for Soil Density and Moisture Determination /$cPA. Ruygrok.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aIn order to warrant the accuracy of soil density and moisture data from measurements by means of the gamma and neutron radiation attenuation methods several influencing factors have to be taken into account, for example, the soil hydrogen content, the soil inhomogeneity, the resolution characteristics of the measuring device and the probe travel velocity. Some interpretation concepts, related to the total hydrogen content in soil, are discussed in view of a calibration protocol. An iterative calculation procedure is proposed for the case of saturated soil, especially for the case that local organic content information is lacking. Further, a probe-travel velocity criterion and a possible approach to increase the resolution of a measured density profile are presented. Interpretation problems associated with data from inhomogeneous soil, measured with different devices, are discussed in relation with the difference in spatial averaging characteristics, which influence the significance of the measured quantity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity perturbation.
=650  \0$aDensity.
=650  \0$aGamma radiation.
=650  \0$aNeutron radiation.
=650  \0$aOrganic content.
=650  \0$aProbe resolution.
=650  \0$aProfile resolution.
=650  \0$aSoil inhomogeneity.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$asoil moisture.
=650  14$aSoil tests.
=650  24$aDensity.
=650  24$aSoil moisture.
=650  24$aOrganic content.
=650  24$aGamma radiation.
=650  24$aNeutron radiation.
=650  24$aSoil inhomogeneity.
=650  24$aDensity perturbation.
=650  24$aProbe resolution.
=650  24$aProfile resolution.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10639J.htm

=LDR  03245nab a2200637 i 4500
=001  GTJ10648J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10648J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10648J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD111
=082  04$a545.22$223
=100  1\$aHiggs, NB.,$eauthor.
=245  10$aMethylene Blue Adsorption as a Rapid and Economical Method of Detecting Smectite /$cNB. Higgs.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aMethylene blue adsorption (MBA) is found to be an effective method of indicating when smectite (group name for the mont-morillonite minerals) is present in major amounts in mudrocks or along discontinuities. The basic relationship is that MBA values greater than 15 indicate that smectite is present as 15 is the maximum value found for illite, the next most adsorptive mineral as compared with smectite. For example, the Pierre shale, which typically contains 30 to 40% smectite along with 25 to 45% mixed-layered smectite-illite has a MBA value of 48.5; whereas, the Palastine shale, which has illite rather than smectite as its chief component has a MBA value of only 7.0. The abundant smectite constituted samples are of materials involved either in slope stability or slaking in foundations, or both. MBA requires only a 2-g specimen, and thus clays along discontinuities and clays along thin slip zones of slides can also be analyzed as to type of clay. The method is less expensive than X-ray diffraction analyzes but also can supplement X-ray diffraction investigations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDiscontinuities.
=650  \0$aIllite.
=650  \0$aMethylene blue adsorption.
=650  \0$aMudrocks.
=650  \0$aSlaking.
=650  \0$aSlope stability.
=650  \0$aSpot tested.
=650  \0$aTuffs.
=650  \0$atitration.
=650  \0$aVolumetric analysis.
=650  \0$asmectite.
=650  14$aSmectite.
=650  24$aIllite.
=650  24$aMudrocks.
=650  24$aTuffs.
=650  24$aMethylene blue adsorption.
=650  24$aTitration.
=650  24$aSlaking.
=650  24$aSlope stability.
=650  24$aDiscontinuities.
=650  24$aSpot tested.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10648J.htm

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=024  7\$a10.1520/GTJ10642J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10642J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHC110.C3
=082  04$a363.0973$223
=100  1\$aLeshchinsky, D.,$eauthor.
=245  10$aStress Path and Permanent Deformations in Sand Subjected to Repeated Load /$cD. Leshchinsky, DL. Rawlings.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThe development of permanent deformations in soil has been studied by a number of researchers using triaxial systems. In most cases soil specimens were subjected to a pulsating axial stress while the confining pressure was maintained constant. This loading path simulates a very limited number of practical cases. Thus, there is a question as to the generality of the results obtained from conventional laboratory studies.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPermanent deformation.
=650  \0$aRailroads.
=650  \0$aRepeated loading.
=650  \0$aTriaxial tests.
=650  \0$ahighways.
=650  \0$aStress Path.
=650  \0$aplastic strains.
=650  14$aTriaxial tests.
=650  24$aStress path.
=650  24$aRepeated loading.
=650  24$aPermanent deformation.
=650  24$aPlastic strains.
=650  24$aHighways.
=650  24$aRailroads.
=700  1\$aRawlings, DL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10642J.htm

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=024  7\$a10.1520/GTJ10649J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10649J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aHo, CL.,$eauthor.
=245  10$aStabilization of Liquefiable Samples During Transport /$cCL. Ho, JS. Sarmiento, E. Kavazanjian.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThis technical note presents a new method to transport liquefiable soils from the investigation site to the laboratory. The development of this method resulted from research on liquefiable soils from the Imperial Valley, CA. This method is based upon the application of a slight vacuum on the pore water of the soil. The vacuum decreases the pore pressure, and therefore increases the effective confining stress. Sample recovery and integrity were compared with experiences of others. Comparisons were made in the sample quality after extrusion and sample preparation, as well as the variability of the test results. This method proved to be an improvement over previous techniques.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSample transport.
=650  \0$aSample tubes.
=650  \0$aVibration.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aliquefiable soils.
=650  14$aLiquefiable soils.
=650  24$aSample transport.
=650  24$aSample tubes.
=650  24$aVibration.
=700  1\$aSarmiento, JS.,$eauthor.
=700  1\$aKavazanjian, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10649J.htm

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=024  7\$a10.1520/GTJ10646J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10646J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624.1/51362$223
=100  1\$aCrawford, CB.,$eauthor.
=245  10$aOn the Importance of Rate of Strain in the Consolidation Test /$cCB. Crawford.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aIn many consolidation tests the imposed rate of strain is several orders of magnitude faster than field rates even though it is well known that some of the parameters derived from laboratory tests are strain rate dependent. For this reason it is essential that the standard test procedure provides adequate guidance on the acceptable rate of strain for various classes of natural soils. This paper reviews the problem, describes the approach taken by several authors, and suggests further research that will lead to improvements in consolidation technology.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPrimary consolidation.
=650  \0$aSecondary consolidation.
=650  \0$aSoil consolidation.
=650  \0$aSoilconsolidationtest.
=650  \0$apore pressures.
=650  \0$astrain rate.
=650  14$aSoil consolidation.
=650  24$aStrain rate.
=650  24$aPore pressures.
=650  24$aPrimary consolidation.
=650  24$aSecondary consolidation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10646J.htm

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=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10647J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10647J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aLee, DH.,$eauthor.
=245  10$aUse of Permeability as an Index to Characterize Internal Structural Changes and Fracture Mechanism /$cDH. Lee, C. Hsein Juang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThis study investigated the possibility of using variation in the permeability as an index to characterize internal structural changes and fracture mechanism of a soft rock under triaxial loadings. Extensive triaxial tests were carried out on soft rock specimens to examine this idea. These tests include (1) triaxial compression tests with low and high confining pressures, (2) triaxial tests with relaxations, and (3) cyclic triaxial tests. The results of the study confirm that observation of change in the permeability provides an excellent way of characterizing the internal structural changes and fracture mechanism of the soft rock under triaxial loadings.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCracks.
=650  \0$aFracture.
=650  \0$apermeability.
=650  \0$atriaxial tests.
=650  \0$arocks.
=650  14$aPermeability.
=650  24$aTriaxial tests.
=650  24$aRocks.
=650  24$aFracture.
=650  24$aCracks.
=700  1\$aHsein Juang, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10647J.htm

=LDR  02913nab a2200541 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10645J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10645J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN967
=082  04$a553.516$223
=100  1\$aArabi, M.,$eauthor.
=245  10$aAssessment of the Unconfined Compressive Strength of a Lime Stabilized Soil by an Abrasion Test /$cM. Arabi, R. Delpak, S. Wild.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aStabilization by lime, which is frequently carried out to improve the mechanical properties of soils, results from the formation and development of cementitious calcium silicate aluminate hydrate gel. The gel produces interlocking and bonding of the soil particles, hence increasing the strength and abrasion resistance. The proposed method to assess the compressive strength of the existing structure of lime stabilized soil using a simple mechanical abrasion technique, provides an alternative means by which the strength characteristics can be assessed. The advantages of employing the abrasion method are (1) the relative ease of specimen collection and preparation as the test is not particularly sensitive to specimen size and shape and (2) the ease of application to existing structures as large-scale mechanical testing equipment would not be required once a calibration chart has been established, and testing could be carried out on site.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbrasion.
=650  \0$aSoils.
=650  \0$aStabilization.
=650  \0$aLime.
=650  \0$aLimestone.
=650  \0$acompressive strength.
=650  14$aSoils.
=650  24$aLime.
=650  24$aStabilization.
=650  24$aCompressive strength.
=650  24$aAbrasion.
=700  1\$aDelpak, R.,$eauthor.
=700  1\$aWild, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10645J.htm

=LDR  02969nab a2200661 i 4500
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10640J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10640J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aAxelrod, MC.,$eauthor.
=245  12$aA Monte Carlo Investigation of a Proposed Screen for NX-Borehole Jack Data /$cMC. Axelrod, SP. Verrill, WC. Patrick, JL. Yow.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aHeuze has submitted a draft standard guide to the ASTM Subcommittee D18.12 on Rocks and Soils for using the NX-borehole ("Goodman") jack and calculating the in-situ deformation modulus of rock masses. One aspect of the proposed standard is a "data screen" based on a full platen seating criterion. This article describes a computer simulation study that was performed to test the effect of the screen on the modulus estimate. The study demonstrates that the screen can actually degrade the quality of the estimate. It is concluded that the section of the proposed standard guide that deals with the screening of data should not be adopted.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aData screen.
=650  \0$aDeformation modulus.
=650  \0$aGoodman jack.
=650  \0$aJacks (foundation)
=650  \0$aMonte Carlo method.
=650  \0$aNX-borehole jack.
=650  \0$aRock mass.
=650  \0$aRock modulus.
=650  \0$arocks.
=650  \0$aMineralogy.
=650  \0$adrill holes.
=650  14$aDrill holes.
=650  24$aJacks (foundation)
=650  24$aRock mass.
=650  24$aRock modulus.
=650  24$aDeformation modulus.
=650  24$aGoodman jack.
=650  24$aNX-borehole jack.
=650  24$aData screen.
=650  24$aMonte Carlo method.
=700  1\$aVerrill, SP.,$eauthor.
=700  1\$aPatrick, WC.,$eauthor.
=700  1\$aYow, JL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10640J.htm

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=024  7\$a10.1520/GTJ11309J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11309J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC974.2
=082  04$a627 .45$223
=100  1\$aBergado, DT.,$eauthor.
=245  10$aElectro-Osmotic Consolidation of Soft Bangkok Clay Using Copper and Carbon Electrodes with PVD /$cDT. Bergado, I. Sasanakul, S. Horpibulsuk.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aElectro-osmotic consolidation of Bangkok clay using copper and carbon electrodes with prefabricated vertical drain was studied. A laboratory testing program was conducted on undisturbed and reconstituted samples in a small cylinder cell and a large consolidometer in order to assess the probable effectiveness of electro-osmotic treatment. The tests were performed under the voltage gradients of 60 and 120 V/m with a polarity reversal of every 24 h. The time to achieve 90% degree of consolidation induced by electro-osmosis ranges from 1.4 to 2.1 and 1.2 to 2.2 times faster than the normal consolidation using PVD only for undisturbed and reconstituted samples, respectively. The faster rate of consolidation and higher magnitude of settlement were achieved at a higher voltage gradient. Higher reduction of water content up to 9% and increase in shear strength up to 144% were obtained using electro-osmotic consolidation with PVD compared to using PVD only, especially when using the carbon electrode. The liquid limit, plastic limit, and plasticity index were increased due to increased salinity during electro-osmotic consolidation. With its total dissolved salts of 4050 ppm well below the 6000 ppm limit, the soft Bangkok clay is considered to be suitable for electro-osmotic consolidation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aElectro-osmosis.
=650  \0$aLaboratory tests.
=650  \0$aPrefabricated vertical drain.
=650  \0$avertical drains.
=650  \0$awick drains.
=650  \0$aSand drains.
=650  14$aElectro-osmosis.
=650  24$aConsolidation.
=650  24$aPrefabricated vertical drain.
=650  24$aLaboratory tests.
=700  1\$aSasanakul, I.,$eauthor.
=700  1\$aHorpibulsuk, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11309J.htm

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=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11302J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11302J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN281
=082  04$a622.24$223
=100  1\$aChapuis, RP.,$eauthor.
=245  10$aVariable-Head Field Permeability Tests in Driven Flush-Joint Casings :$bPhysical and Numerical Modeling /$cRP. Chapuis, D. Chenaf.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aTwo types of variable-head permeability tests in driven flush-joint casings, the end-of-casing test and the lateral injection test (Lefranc test), were performed in two sand tanks. Hydraulic conditions in the sand tanks included a constant vertical hydraulic gradient that was null, positive, or negative. The gradients were monitored by lateral piezometers, which confirmed that the large-scale hydraulic conductivity (k) value of the sand layer remained constant throughout the test program. Any interpretation method for these variable-head tests implicitly requires an assumed piezometric level (APL) for analysis. According to a common practice, the elevation of the ponded water surface above the sand deposit was taken as the APL to plot the test results as the logarithm of the difference in total head versus time. After each casing installation, permeability tests were performed for the three gradient conditions. When the vertical gradient was null in the tank, the test data provided straight lines as assumed in theory. When the gradient was positive or negative, the test data provided curved graphs that may be interpreted as giving k values that vary with time. The velocity graph method, however, provided the same constant k value for the three gradient conditions. It also detected the error in the APL and provided in all cases a local piezometric level (PL) equal to that given by lateral piezometer monitoring. Thus, the velocity graph method, a graphical representation of the conservation equation, eliminated the potential for misanalysis of variable-head tests. The experimental k values, as determined by the two types of tests, usually ranged between 0.5 and 2 times the larger-scale values determined independently by the monitored flow rates and gradients in the sand tanks. The variability in experimental k values was partly due to the local variations of void ratio and effective diameter of the sand, and partly due to the influence of casing installation. Numerical simulations of the tests confirmed the validity of the velocity graph method for providing k and the local piezometric level for a test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField.
=650  \0$aModel tests.
=650  \0$aPermeability.
=650  \0$aPiezometric level.
=650  \0$aborehole.
=650  \0$anumerical modelling.
=650  \0$aBorehole mining.
=650  14$aPermeability.
=650  24$aField.
=650  24$aBorehole.
=650  24$aModel tests.
=650  24$aPiezometric level.
=650  24$aNumerical modelling.
=700  1\$aChenaf, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11302J.htm

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=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11300J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11300J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aSeah, TH.,$eauthor.
=245  10$aAnisotropic Consolidation Behavior of Soft Bangkok Clay /$cTH. Seah, S. Koslanant.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe anisotropic consolidation behavior of soft Bangkok clay is investigated by means of constant rate of strain consolidation tests with vertical and radial drainage conditions. Conventional oedometer tests were performed to verify the results of constant rate of strain consolidation tests in the vertical flow condition. Better-defined compression curves were obtained from the CRS tests, resulting in better estimation of preconsolidation pressure. A new method of determining the preconsolidation pressure based on the pore pressure ratio gave values close to those obtained from the Casagrande construction of compression curves. The results of CRS tests under different drainage conditions indicated that soft Bangkok clay is slightly anisotropic, with the ratio of coefficients of consolidation and permeability in the horizontal to vertical directions of about unity at in-situ stress. The difference increases with increasing stress due to stress-induced anisotropy of the soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aClays.
=650  \0$aConsolidation.
=650  \0$aPermeability.
=650  \0$aTime dependence.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aAnisotropy.
=650  24$aClays.
=650  24$aConsolidation.
=650  24$aPermeability.
=650  24$aTime dependence.
=700  1\$aKoslanant, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11300J.htm

=LDR  03649nab a2200577 i 4500
=001  GTJ11310J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11310J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11310J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aBo, MW.,$eauthor.
=245  10$aCompression Tests of Ultra-Soft Soil Using an Hydraulic Consolidation Cell /$cMW. Bo, WK. Sin, V. Choa, TC. Ing.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aCompression behavior and compression parameters in the ultra-soft soil stage are still not well understood. In ultra-soft soil stage, the process of compression does not follow Terzaghi's unique relationship of deformation and effective stress gain principle, and the large deformation with little or no effective stress gain occurred in this stage. One-step loading compression tests were conducted, using a large diameter hydraulic consolidation cell (Rowe Cell). Vertical displacement and pore pressure behavior were measured during the deformation process. The transition point between slurry and soil stage determined from various methods are discussed. Approximate determination of compression indices in slurry stage from one-step high pressure loading was described in the paper. Step loading compression tests were also carried out with hydraulic consolidation cells on an ultra-soft soil with radial drainage conditions. Based on these test results, new compression parameters C*c1, C*c2, and C*c3 are introduced in this paper. The correlation between e*10 and void ratio at liquid limit eL is proposed. With this information, the total settlement at various loadings can be determined using the proposed equations. The prediction of time-rate of settlement could even be made using the coefficient of large strain consolidation CF estimated from the void ratio-permeability relationship. The computed magnitude and time rate of settlement agreed well with measured data. The dimensionless time factor curves for various radial drainage conditions are also proposed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aDeformation.
=650  \0$aEffective stress.
=650  \0$aPore pressure.
=650  \0$aUltra-soft soil.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aCompression.
=650  24$aUltra-soft soil.
=650  24$aDeformation.
=650  24$aEffective stress.
=650  24$aPore pressure.
=700  1\$aSin, WK.,$eauthor.
=700  1\$aChoa, V.,$eauthor.
=700  1\$aIng, TC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11310J.htm

=LDR  03688nab a2200565 i 4500
=001  GTJ11307J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11307J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11307J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aYin, J-H,$eauthor.
=245  12$aA Double Cell Triaxial System for Continuous Measurement of Volume Changes of an Unsaturated or Saturated Soil Specimen in Triaxial Testing /$cJ-H Yin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThis paper presents an improved Double Cell Triaxial System (DCTS) for continuous measurement of the volume change of an unsaturated or saturated soil specimen in triaxial testing. The DCTS developed by the author overcomes the two critical shortcomings of the conventional triaxial system and has advantages over the existing modified triaxial cells for measuring the volume changes of unsaturated/saturated soils during water flushing, consolidation, and compression. The calibration of the DCTS has been done using both a dummy solid copper specimen and a fully saturated marine clay specimen. The water volume changes of the inner cell and the outer cell are measured and compared on the copper specimen under compression of the inner/outer cell pressure up to 400 kPa. It is found that the volume changes of the outer cell are significant, while the volume changes of the inner cell are negligible. On the saturated marine clay, volume changes of the clay specimen under isotropic consolidation and drained axial compression are measured using two methods: the conventional method (Method A) by measuring the volume of water coming out from inside the specimen and the method (Method B) by using the DCTS to measure the internal cell water volume changes. The volume changes using the two methods are compared. It is found that the differences of the volume changes using the two methods are within 5.6%. The calibration results using both the solid copper specimen and the saturated marine clay specimen show that the DCTS is accurate and reliable for continuously measuring the volume changes of unsaturated or saturated soil specimens during consolidation and compression.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aSaturated.
=650  \0$aSoil.
=650  \0$aTriaxial.
=650  \0$aUnsaturated.
=650  \0$aVolume.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aTriaxial.
=650  24$aVolume.
=650  24$aCompression.
=650  24$aSaturated.
=650  24$aUnsaturated.
=650  24$aSoil.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11307J.htm

=LDR  03017nab a2200553 i 4500
=001  GTJ11306J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11306J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11306J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHF5548.4.M523
=082  04$a005.54$223
=100  1\$aDaniel, CR.,$eauthor.
=245  10$aDevelopment of a Spreadsheet for Modeling SPT Stress Wave Data /$cCR. Daniel, RS. Jackson, JA. Howie, B. Walker.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe advantages of measuring and correcting for variations of Standard Penetration Test (SPT) stress wave energy are well documented. Despite this fact, geotechnical engineers are often hesitant to measure SPT energy, due to high cost and uncertainty about data quality or the reliability of energy calculation methods. Two spreadsheets that model the propagation of stress waves through simple and safety hammers (and attached rod strings) were developed to address the issue of data quality. This paper describes the development of the spreadsheets, including critical aspects of hammer-anvil interaction that are not well documented in the geotechnical literature. Spreadsheet output is verified by comparison to stress wave data collected under controlled laboratory conditions. The safety hammer spreadsheet is then used to assess the quality of stress wave data collected during an actual field investigation. In all cases, the modeled and measured data are in good-to-excellent agreement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic energy.
=650  \0$aModeling.
=650  \0$aStress wave.
=650  \0$aspreadsheet.
=650  \0$aElectronic spreadsheets.
=650  \0$aSpreadsheet software.
=650  14$aSPT.
=650  24$aStress wave.
=650  24$aModeling.
=650  24$aDynamic energy.
=650  24$aSpreadsheet.
=700  1\$aJackson, RS.,$eauthor.
=700  1\$aHowie, JA.,$eauthor.
=700  1\$aWalker, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11306J.htm

=LDR  02994nab a2200505 i 4500
=001  GTJ11305J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11305J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11305J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC645
=082  04$a537$223
=100  1\$aWang, Y-H,$eauthor.
=245  10$aResonant Column Testing :$bThe Inherent Counter EMF Effect /$cY-H Wang, G. Cascante, JC. Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe standard magnet-coil driving system in resonant column devices provides the required cyclic excitation; however, it inherently produces a counter electromotive force that opposes the motion. In this study, the resonant column is modeled as an electro-mechanical system to quantitatively examine the counter electromotive effect and to explore its effect on resonant frequency and damping ratio computed from voltage-based measurements. The model is verified with two independent sets of experiments. Experimental and analytical results show that the measurement bias is more pronounced on the damping ratio than on the resonant frequency, the damping bias is not a device constant but varies with frequency, and the error is particularly relevant in low-loss and low-stiffness specimens (such as dry sands at low confinement). The electro-mechanical model permits developing device-specific correction charts that can be used to reexamine previously published damping ratio data gathered with voltage-based resonant column procedures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMagnet-coil driving system.
=650  \0$aResonant column testing.
=650  \0$amagnet-coil.
=650  \0$aelectro-mechanical model.
=650  \0$aElectrodynamics$xInduction coil.
=650  14$aResonant column testing.
=650  24$aEMF effect.
=650  24$aMagnet-coil driving system.
=700  1\$aCascante, G.,$eauthor.
=700  1\$aSantamarina, JC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11305J.htm

=LDR  03365nab a2200565 i 4500
=001  GTJ11301J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11301J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11301J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a552/.5$223
=100  1\$aLo, S-CR,$eauthor.
=245  13$aAn Experimental Study of the Mechanics of Two Weakly Cemented Soils /$cS-CR Lo, PV. Lade, SPR Wardani.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aThe effects of a cementing agent on the mechanical behavior of a quartz sand and a natural silt were studied with drained triaxial tests. The cementing agent was a cement fly ash slurry, and the specimens so formed were weakly cemented. The higher stiffness of the cemented specimens can be explained by the presence of structure, but it may not be always valid to equate structure to the contribution of a cementing agent. Special zero effective confinement tests were conducted to directly measure the contribution of bonding between grains to the strength and stiffness of the two cemented soils. Test results unambiguously indicated the occurrence of progressive bond breakage prior to failure. At a stress state remote from failure, a cemented soil has lower dilatancy relative to the parent soil because of the presence of significant bonding. However, bond breakage occurring at higher shear stress led to a more dilatant soil fabric. The shear strength data followed a curved failure surface that merged back, at high stress, to that of the parent soil. This feature can be captured by a failure function that models the contribution of a cementing agent to strength as two parts, true bonding between soil grains and increase in dilatancy at failure. Both parts degrade with increasing effective confining pressure, but at different rates.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBonding.
=650  \0$aCementation.
=650  \0$aDilatancy.
=650  \0$aStrength.
=650  \0$aStructure.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aBonding.
=650  24$aCementation.
=650  24$aStructure.
=650  24$aDilatancy.
=650  24$aStrength.
=700  1\$aLade, PV.,$eauthor.
=700  1\$aWardani, SPR,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11301J.htm

=LDR  02955nab a2200541 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11304J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11304J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a625.732$223
=100  1\$aSassa, K.,$eauthor.
=245  10$aPerforming Undrained Shear Tests on Saturated Sands in a New Intelligent Type of Ring Shear Apparatus /$cK. Sassa, G. Wang, H. Fukuoka.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThe design and construction of an undrained ring shear apparatus, which was newly developed at Disaster Prevention Research Institute, Kyoto University, are presented in detail. This apparatus is suited for undrained shear tests under all types of loading, and enables observing the undrained shear behavior of soils in high-speed motion (maximum rotating speed 2.24 m/s) to an endless displacement level. Using rubber edges and a gap control system, leakage of pore water was effectively prevented, and the friction of rubber edges was controlled with high credibility during shearing. For undrained shearing tests on sand, the related experimental procedures are introduced and the undrained shear behavior of sand in ring shear test is presented. Test results showed that high pore water pressures could be built up in both loose and dense sands, given the shear displacement is great enough.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExcess pore pressure.
=650  \0$aLiquefaction.
=650  \0$aUndrained ring shear apparatus.
=650  \0$asilty sands.
=650  \0$aSoil stabilization.
=650  \0$ashear resistance.
=650  14$aUndrained ring shear apparatus.
=650  24$aExcess pore pressure.
=650  24$aShear resistance.
=650  24$aLiquefaction.
=650  24$aSilty sands.
=700  1\$aWang, G.,$eauthor.
=700  1\$aFukuoka, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11304J.htm

=LDR  02794nab a2200661 i 4500
=001  GTJ11303J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11303J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11303J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/33$223
=100  1\$aStetson, KP.,$eauthor.
=245  10$aDesign of an Instrumented Flat Dilatometer /$cKP. Stetson, J. Benoi?t, MJ. Carter.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aTo better understand the mechanics of the flat plate dilatometer expansion, a probe has been developed to measure the continuous pressure-displacement soil response during the test. This paper presents details of a specially designed Marchetti dilatometer with sensors to record the continuous displacement of the membrane, unload-reload cycles, the pore water pressure, the total pressure, and the penetration thrust. With minimal impact on the original blade design, the resulting instrumented dilatometer was tested at the University of Massachusetts-Amherst National Geotechnical Experimentation Site.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDilatometer.
=650  \0$aExpansion.
=650  \0$aFlat.
=650  \0$aMarchetti.
=650  \0$aModulus.
=650  \0$aPressures.
=650  \0$aSoft clay.
=650  \0$aUnload-reload.
=650  \0$aEmbankments.
=650  \0$aSlope stability.
=650  \0$aGround settlement.
=650  14$aMarchetti.
=650  24$aDilatometer.
=650  24$aFlat.
=650  24$aDMT.
=650  24$aExpansion.
=650  24$aPressures.
=650  24$aUnload-reload.
=650  24$aModulus.
=650  24$aSoft clay.
=650  24$aNGES.
=700  1\$aBenoi?t, J.,$eauthor.
=700  1\$aCarter, MJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11303J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11308J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11308J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aPorcino, D.,$eauthor.
=245  10$aInterface Behavior of Sands from Constant Normal Stiffness Direct Shear Tests /$cD. Porcino, V. Fioravante, VN. Ghionna, S. Pedroni.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aThis paper reports an experimental study concerning the frictional behavior of sand-solid structure interfaces. The study was performed using a constant normal stiffness (CNS) direct shear box. Three natural silica sands and four aluminium plates with different roughnesses were investigated. A comparison between constant normal load (CNL) and CNS tests is reported. The influence of the main factors controlling the frictional behavior of the investigated materials such as constant normal stiffness, roughness of solid surface, particle size, and relative density, and initial effective normal stress are analyzed and discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant normal stiffness.
=650  \0$aDirect shear box.
=650  \0$aFriction.
=650  \0$aInterface.
=650  \0$aSand-solid.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aFriction.
=650  24$aInterface.
=650  24$aSand-solid.
=650  24$aConstant normal stiffness.
=650  24$aDirect shear box.
=700  1\$aFioravante, V.,$eauthor.
=700  1\$aGhionna, VN.,$eauthor.
=700  1\$aPedroni, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11308J.htm

=LDR  03005nab a2200577 i 4500
=001  GTJ11076J
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=006  m|||||o|||||||||||
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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11076J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11076J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aStanding, JR.,$eauthor.
=245  12$aA Miniature Soil Inclusion for Measuring Axial Force and Radial Stress /$cJR. Standing, JB. Burland.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThis paper describes the design, development, and manufacture of a miniature soil inclusion 175 mm long and 8 mm in diameter for measuring axial force and radial stress at three points along its length. The individual devices rely on strain gages for their operation and were found to be stable in a laboratory environment. The axial force and radial stress measurements can be resolved to less than 1 N and 1 kPa, respectively. The model inclusion has been used in a study to investigate the development of shear stress along a soil nail. The instrumentation allowed the influence of arching to be positively identified. The paper includes discussion of factors such as calibrating for cross-effects, converting the electrical outputs to engineering units, and cell-action effects. These factors along with the soil stiffness govern the accuracy of measurement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCell-action effects.
=650  \0$aCross-effects.
=650  \0$aInstrumentation.
=650  \0$aLaboratory model testing.
=650  \0$aRadial stress and axial force cells.
=650  \0$aSoil inclusion.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aInstrumentation.
=650  24$aSoil inclusion.
=650  24$aLaboratory model testing.
=650  24$aRadial stress and axial force cells.
=650  24$aCross-effects.
=650  24$aCell-action effects.
=700  1\$aBurland, JB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11076J.htm

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=001  GTJ11079J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11079J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11079J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/33$223
=100  1\$aFeng, T-W,$eauthor.
=245  10$aEffects of Small Cement Content on Consolidation Behavior of a Lacustrine Clay /$cT-W Feng.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aNatural soft clays are frequently encountered in civil engineering projects. Such soils possess large compression potential that needs to be alleviated by means of effective ground improvement techniques. Current knowledge on mixing soft clay with small cement content to improve its consolidation properties is limited. This study looks into the consolidation behavior of undisturbed lacustrine soft clay treated with small cement contents. Based on the pH values of soft clay and cement mixtures, small cement contents of 3 and 6% were chosen to prepare soft clay-cement oedometer specimens. The oedometer test results show that the preconsolidation pressure may be decreased or increased, depending on the cement content added. The secondary compression index is reduced and the ratio of secondary compression index to compression index is also reduced, indicating a change in grain size characteristics. The coefficient of consolidation is reduced for consolidation pressures near the effective overburden pressure and is about equal or slightly increased for consolidation pressures higher than the preconsolidation pressure. These data indicate that treating natural soft clay with cement at small cement contents can be effective in reducing both primary and secondary settlements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aConsolidation.
=650  \0$aSettlement.
=650  \0$aSoft clay.
=650  \0$aSoil improvement.
=650  \0$aEmbankments.
=650  \0$aSlope stability.
=650  \0$aGround settlement.
=650  14$aSoft clay.
=650  24$aSoil improvement.
=650  24$aConsolidation.
=650  24$aSettlement.
=650  24$aCement.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11079J.htm

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=001  GTJ11077J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11077J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11077J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA292
=082  04$a515/.24$223
=100  1\$aZeng, X.,$eauthor.
=245  14$aThe Influence of Variation of Centrifugal Acceleration and Model Container Size on Accuracy of Centrifuge Test /$cX. Zeng, SL. Lim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (20 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aCentrifuge modeling has become a popular and powerful experimental tool in geotechnical engineering. The centrifugal acceleration, which is used to simulate the gravitational acceleration, varies within a model in both magnitude and direction. As a result, the stress field in a centrifuge model is different from that in the prototype being simulated. This paper presents the results of a numerical simulation of the effect of the variation in radial centrifugal acceleration on the stress distribution in a centrifuge model, and its impact on the accuracy of test results. The influence of the centrifuge radius and the size of a model container is investigated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccuracy.
=650  \0$aCentrifuge test.
=650  \0$aModel container.
=650  \0$aAcceleration.
=650  \0$aNumerical analysis$xAcceleration of convergence.
=650  \0$anumerical simulation.
=650  14$aAccuracy.
=650  24$aCentrifuge test.
=650  24$aModel container.
=650  24$aNumerical simulation.
=700  1\$aLim, SL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11077J.htm

=LDR  03162nab a2200517 i 4500
=001  GTJ11084J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11084J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11084J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aCC77.5
=082  04$a930.1/028$223
=100  1\$aKechavarzi, C.,$eauthor.
=245  10$aDetermination of Water Saturation Using Miniature Resistivity Probes During Intermediate Scale and Centrifuge Multiphase Flow Laboratory Experiments /$cC. Kechavarzi, K. Soga.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aPhysical modeling is essential to the conceptual understanding of the mechanisms governing multiphase flow in porous media. However, the need for accurate data is hampered by the limited amount of appropriate instrumentation designed to measure fluid saturation in three-fluid phase flow experiments. In centrifuge testing, this is accentuated by the fact that the instruments must be small and resistant to the effects of increased gravity. Miniature resistivity probes, developed at Cambridge University Engineering Department (CUED), were used to determine water saturation variations during a centrifuge test and a 1 g two-dimensional multiphase flow experiment. These experiments were conducted to study the migration of light non-aqueous phase liquids (LNAPL) in unsaturated sands. Prior to the tests, the resistivity probes were calibrated against the water saturation of unsaturated sand samples. The calibration relationship was compared to Archie's law. The miniature probes proved to be a valuable tool for monitoring water saturation variations during three-fluid phase flow under 1 g conditions, as well as under the accelerated gravity field of 20 g.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotechnical centrifuge.
=650  \0$aLNAPL.
=650  \0$awater saturation.
=650  \0$aunsaturated zone.
=650  \0$aresistivity.
=650  14$aResistivity.
=650  24$aWater saturation.
=650  24$aLNAPL.
=650  24$aUnsaturated zone.
=650  24$aGeotechnical centrifuge.
=700  1\$aSoga, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11084J.htm

=LDR  03342nab a2200673 i 4500
=001  GTJ11078J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11078J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11078J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD797.7
=082  04$a363.72/88$223
=100  1\$aYang, S.,$eauthor.
=245  10$aMechanical Properties of Shredded Tires /$cS. Yang, RA. Lohnes, BH. Kjartanson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe use of scrap tires as construction materials in civil engineering applications is one of the most promising ways of recycling this troublesome waste material. Design of scrap tire structures, however, requires data on engineering characteristics of tire-derived materials. Confined compression, direct shear, and triaxial tests were carried out to evaluate the mechanical characteristics of tire chips approximately 2 to 10 mm in size. These test results were synthesized with data from previous shredded tire studies to generate empirical relationships between normal stress and direct shear strength and between confining pressure and initial tangent modulus from triaxial testing. It was found that the shear strength of shredded tires is independent of the particle size of the material, and the strength envelope is a power function for normal stresses from 0 to 90 kPa. The initial tangent modulus relates to confining pressure through a quadratic equation, and the lateral strain ratio is independent of confining stress.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesion.
=650  \0$aDirect shear test.
=650  \0$aFriction angle.
=650  \0$aMohr-Coulomb envelope.
=650  \0$aShredded tires.
=650  \0$aTire chips.
=650  \0$aTire shreds.
=650  \0$aTriaxial test.
=650  \0$aYoung's modulus.
=650  \0$ascrap tires.
=650  \0$aWaste tires.
=650  \0$aScrap materials.
=650  14$aScrap tires.
=650  24$aShredded tires.
=650  24$aTire chips.
=650  24$aTire shreds.
=650  24$aDirect shear test.
=650  24$aTriaxial test.
=650  24$aYoung's modulus.
=650  24$aFriction angle.
=650  24$aCohesion.
=650  24$aMohr-Coulomb envelope.
=700  1\$aLohnes, RA.,$eauthor.
=700  1\$aKjartanson, BH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11078J.htm

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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11085J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11085J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aFeng, T-W,$eauthor.
=245  10$aDiscussion on "Percussion and Cone Methods of Determining the Liquid Limit of Soils :$bControlling Mechanisms" by A. Sridharan and K. Prakash /$cT-W Feng.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aLaboratory tests.
=650  \0$aLiquid limit.
=650  \0$aSands.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=650  14$aLiquid limit.
=650  24$aLaboratory tests.
=650  24$aClays.
=650  24$aSands.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11085J.htm

=LDR  03422nab a2200649 i 4500
=001  GTJ11083J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11083J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11083J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE205
=082  04$a625.8/028$223
=100  1\$aPuppala, AJ.,$eauthor.
=245  10$aEvaluation of a Modified Soluble Sulfate Determination Method for Fine-Grained Cohesive Soils /$cAJ. Puppala, C. Viyanant, AP. Kruzic, L. Perrin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aSoluble sulfate measurement in subgrade soils is an integral part of geotechnical investigations due primarily to sulfate-induced heave distress problems experienced by certain chemically treated sulfate soils. Sulfate measurements will assist engineers in the selection of appropriate soil stabilization methods in construction projects. There are no ASTM test methods that provide sulfate measurements in soils. Current methods including the University of Texas at Arlington (UTA) method, which are based on gravimetric procedures, often provide test results with high standard deviations. A modified UTA method, which was developed by addressing the limitations of the earlier methods, is presented in this paper. This procedure is evaluated for reproducible and reliable sulfate measurements in three artificial soils and one natural soil. The modified procedure provided reproducible sulfate measurements for all soils with coefficients of variations (COV) less than 10%. These results matched with ion chromatography measurements, which indicate that the modified method provided reliable measurements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesive soils.
=650  \0$aGravimetric method.
=650  \0$aHeaving.
=650  \0$aIllite.
=650  \0$aIon chromatography.
=650  \0$aKaolinite.
=650  \0$aMontomorillonite.
=650  \0$aSulfates.
=650  \0$aRoad materials$xTesting.
=650  \0$aModulus of elasticity.
=650  \0$aDynamic tests.
=650  14$aSulfates.
=650  24$aCohesive soils.
=650  24$aKaolinite.
=650  24$aIllite.
=650  24$aMontomorillonite.
=650  24$aHeaving.
=650  24$aGravimetric method.
=650  24$aIon chromatography.
=700  1\$aViyanant, C.,$eauthor.
=700  1\$aKruzic, AP.,$eauthor.
=700  1\$aPerrin, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11083J.htm

=LDR  03172nab a2200625 i 4500
=001  GTJ11082J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11082J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11082J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aNalbantoglu, Z.,$eauthor.
=245  10$aUtilization of an Industrial Waste in Calcareous Expansive Clay Stabilization /$cZ. Nalbantoglu, E. Gucbilmez.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThe calcareous expansive soil in Cyprus has caused serious damage to structures. High-quality Soma fly ash admixture has shown tremendous potential as an economical method for the stabilization of the soil. Fly ash and lime-fly ash admixtures reduce the water absorption capacity and compressibility of the treated soils. Unlike some of the previously published research, an increase in hydraulic conductivity of the treated soils was obtained with an increase in percent fly ash and curing time. X-ray diffractograms indicate that pozzolanic reactions cause an alteration in the mineralogy of the treated soils, and new mineral formations with more stable silt-sand-like structures are produced. In the present study, an attempt has been made to use cation exchange capacity (CEC) values to substantiate the findings that, with increasing percentage of fly ash and curing time, soils become more granular in nature and show higher hydraulic conductivity values.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCation exchange capacity.
=650  \0$aCementation.
=650  \0$aCompressibility.
=650  \0$aExpansive soil.
=650  \0$aFly ash.
=650  \0$aHydraulic conductivity.
=650  \0$aStabilization.
=650  \0$aSwell.
=650  \0$aExpansive Clay.
=650  \0$aClay.
=650  \0$aSwelling soils.
=650  14$aFly ash.
=650  24$aHydraulic conductivity.
=650  24$aSwell.
=650  24$aCompressibility.
=650  24$aCementation.
=650  24$aStabilization.
=650  24$aCation exchange capacity.
=650  24$aExpansive soil.
=700  1\$aGucbilmez, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11082J.htm

=LDR  03352nab a2200625 i 4500
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=006  m|||||o|||||||||||
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=024  7\$a10.1520/GTJ11081J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11081J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE205
=082  04$a625.8/028$223
=100  1\$aWhite, DJ.,$eauthor.
=245  10$aEmpirical Performance Classification for Cohesive Embankment Soils /$cDJ. White, KL. Bergeson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aIn response to recent evidence of poor highway embankment quality caused in part by improper soil identification and placement during construction, field-testing and laboratory analysis were conducted to develop a simple performance-based soil classification system that can be conducted in a field laboratory. Development of the Empirical Performance Classification (EPC) system is based on swell potential and frost susceptibility relationships of soils derived from liquid limit, plasticity index, and fines content (<= 75 µm). From these parameters the EPC system is used to classify soils into one of three categories: select, suitable, or unsuitable. This paper presents the background for the development of this system and procedures for its use. A field trial in Iowa indicates that Iowa Department of Transportation field personnel can effectively use the EPC system to classify soils in the field and to link design with construction activities better. Increased field soil classification is expected to improve long-term performance of cohesive earth embankments.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aCohesive soils.
=650  \0$aEmbankment.
=650  \0$aEmpirical correlations.
=650  \0$aFrost susceptibility.
=650  \0$aRapid soil classification.
=650  \0$aSoil classification.
=650  \0$aSwell potential.
=650  \0$aRoad materials$xTesting.
=650  \0$aModulus of elasticity.
=650  \0$aDynamic tests.
=650  14$aSoil classification.
=650  24$aCohesive soils.
=650  24$aSwell potential.
=650  24$aFrost susceptibility.
=650  24$aEmbankment.
=650  24$aAtterberg limits.
=650  24$aEmpirical correlations.
=650  24$aRapid soil classification.
=700  1\$aBergeson, KL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11081J.htm

=LDR  03111nab a2200589 i 4500
=001  GTJ11080J
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=006  m|||||o|||||||||||
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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11080J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11080J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE539.2.E42
=082  04$a551.22$223
=100  1\$aJaksa, MB.,$eauthor.
=245  13$aAn Improved Statistically Based Technique for Evaluating the CPT Friction Ratio /$cMB. Jaksa, WS. Kaggwa, PI. Brooker.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThis paper examines a statistical technique known as the cross-correlation function (CCF) for determining the shift distance associated with the cone penetration test (CPT). When evaluating the friction ratio, FR ( = fr/qc), for soil classification purposes, it is essential that the measured values of ), for soil classification purposes, it is essential that the measured values of qc and fs are shifted relative to one another because of the physical offset between the cone and the friction sleeve. Generally, the shift distance is estimated by means of empirical and subjective methods, a value of 75 to 100 mm is adopted, or it is ignored all together. Using a series of case studies, this paper demonstrates that the CCF is a useful and objective technique for estimating the shift distance. In addition, a phenomenon associated with sleeve friction measurements related to elastic rebound of clay soils is discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetration test.
=650  \0$aCross-correlation function.
=650  \0$aElastic rebound.
=650  \0$aFriction ratio.
=650  \0$aSoil classification.
=650  \0$aSoil profiling.
=650  \0$aelastic.
=650  \0$aElastic rebound theory.
=650  \0$aEarthquakes.
=650  14$aCone penetration test.
=650  24$aFriction ratio.
=650  24$aCross-correlation function.
=650  24$aSoil classification.
=650  24$aSoil profiling.
=650  24$aElastic rebound.
=700  1\$aKaggwa, WS.,$eauthor.
=700  1\$aBrooker, PI.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11080J.htm

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=024  7\$a10.1520/GTJ11075J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11075J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.F4313
=082  04$a624/.1513$223
=100  1\$aAversa, S.,$eauthor.
=245  12$aA Triaxial and Oedometer Apparatus for Testing Unsaturated Soils /$cS. Aversa, MV. Nicotera.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b48
=520  3\$aThe paper describes a new system for testing unsaturated soils designed at the University of Naples Federico II. The system is modular and can be configured either as an oedometer or a triaxial cell. Triaxial specimens are 68 mm in diameter and 140 mm in height, and oedometer specimens have a diameter of 56 mm and a height of 20 mm. The suction control is based on the axis translation technique. Radial strains are determined by an accurate measurement of the difference in pressures between the water filling an inner cell coaxial to the sample and that filling a reference double-walled burette, submitted to the same pressure. The water content variations are determined by measuring the difference in pressure in two double-walled burettes, one of which being connected to the drainage circuit, the other one operating as a reference. The calibration of all the devices, as well as their precision and accuracy, is widely discussed in the paper. Finally, the results of tests performed on an unsaturated pyroclastic soil are presented in order to highlight the features of both apparatuses.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aCompliance.
=650  \0$aOedometric tests.
=650  \0$aRadial strain measurement device.
=650  \0$aTesting device.
=650  \0$aTriaxial tests.
=650  \0$aUnsaturated soils.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soils.
=650  24$aTriaxial tests.
=650  24$aOedometric tests.
=650  24$aTesting device.
=650  24$aRadial strain measurement device.
=650  24$aWater content changes measurement device.
=650  24$aCalibration.
=650  24$aCompliance.
=700  1\$aNicotera, MV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11075J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10456J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10456J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aSilver, ML.,$eauthor.
=245  10$aAutomated Data Acquisition, Transducers, and Dynamic Recording for the Geotechnical Testing Laboratory /$cML. Silver.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aAutomated data acquisition systems combined with appropriate test transducers and dynamic recording equipment can provide the benefits of improved measurement of test values and better use of laboratory personnel in geotechnical testing laboratories. This paper suggests requirements for such data acquisition systems and discusses characteristics that should be designed into the systems to avoid operational difficulties. Tables are provided showing suggested transducer performance characteristics and data acquisition response characteristics.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComputers.
=650  \0$aData acquisition.
=650  \0$aData loggers.
=650  \0$aInstrumentation.
=650  \0$aLaboratory tests.
=650  \0$aRecording systems.
=650  \0$aTransducers.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$aTesting Laboratory.
=650  14$aSoil tests.
=650  24$aRecording systems.
=650  24$aInstrumentation.
=650  24$aComputers.
=650  24$aLaboratory tests.
=650  24$aData acquisition.
=650  24$aData loggers.
=650  24$aTransducers.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10456J.htm

=LDR  02443nab a2200613 i 4500
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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10461J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10461J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE24.I8
=082  04$a624.151$223
=100  1\$aSayward, JM.,$eauthor.
=245  10$aSmall-Scale Testing of Soils for Frost Action /$cJM. Sayward.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA method is described for convenient study of frost action, including soil heaving and needle ice formation. The apparatus is simple and small and the procedure requires only 25-cm3 soil specimens. The method could be useful for screening either large numbers or limited quantities of soils or soil additives for frost susceptibility.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFrost action.
=650  \0$aFrost control.
=650  \0$aFrost heave.
=650  \0$aNeedle ice.
=650  \0$aSoil tests.
=650  \0$aSoil water migration.
=650  \0$aThickeners.
=650  \0$aSoils $x Testing.
=650  \0$asoil treatment.
=650  \0$asoil additives.
=650  14$aSoil tests.
=650  24$aFrost action.
=650  24$aFrost heave.
=650  24$aSoil treatment.
=650  24$aSoil additives.
=650  24$aSoil water migration.
=650  24$aNeedle ice.
=650  24$aThickeners.
=650  24$aFrost control.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10461J.htm

=LDR  02972nab a2200553 i 4500
=001  GTJ10460J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10460J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10460J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aWood, DM.,$eauthor.
=245  10$aOn the Determination of Stress State in the Simple Shear Apparatus /$cDM. Wood, A. Drescher, M. Budhu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe simple shear apparatus is one of the few commonly available laboratory apparatus that permits the application of controlled rotations of the principal axes of stress and strain to soil samples. However, because of the boundary conditions in the apparatus the soil sample does not respond as a single element, and this should be reflected in the analysis of test results. In the Cambridge University simple shear apparatus, the sample is surrounded by an array of load cells (contact stress transducers) that measure the complete distribution of boundary stresses throughout a test. For simple shear test results to be presented in terms of useful stress parameters, a procedure for computing the stress state from the load cell measurements is required. Such a procedure is described, making use of the concept of an average stress tensor to determine a representative stress state in the central part of the sample, which is least influenced by the ends of the apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory equipment.
=650  \0$aSands.
=650  \0$aShear stress.
=650  \0$aSoil tests.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aShear Apparatus.
=650  14$aSoil tests.
=650  24$aShear apparatus.
=650  24$aLaboratory equipment.
=650  24$aShear stress.
=650  24$aSands.
=700  1\$aDrescher, A.,$eauthor.
=700  1\$aBudhu, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10460J.htm

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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10457J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10457J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624.1/5136$223
=100  1\$aFranke, E.,$eauthor.
=245  12$aA New Direct Simple Shear Device /$cE. Franke, M. Kiekbusch, B. Schuppener.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aExisting types of direct simple shear devices are discussed and a newly developed apparatus is presented. This apparatus uses a round specimen that is laterally covered by a rubber membrane and placed in a pressure cell in which vertical and horizontal normal stresses are applied as with triaxial test equipment. The shear stresses are transmitted to the specimen by a horizontally loaded top cap. Zero lateral strain during undrained shearing is achieved through an automatic measuring and regulating system. Procedures and results are described for an undrained cyclic simple shear test on sand and an undrained static strain-controlled test on an undisturbed normally consolidated clay.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear tests.
=650  \0$aPore water pressures.
=650  \0$aUndrained shear tests.
=650  \0$ashear tests.
=650  \0$asoil tests.
=650  \0$aShearstrength of soils.
=650  14$aSoil tests.
=650  24$aUndrained shear tests.
=650  24$aDirect shear tests.
=650  24$aPore water pressures.
=700  1\$aKiekbusch, M.,$eauthor.
=700  1\$aSchuppener, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10457J.htm

=LDR  03098nab a2200673 i 4500
=001  GTJ10458J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10458J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10458J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aDiefenthal, DC.,$eauthor.
=245  10$aStrength and Stiffness of Silicate Grouted Sand with Different Stress Histories /$cDC. Diefenthal, RH. Borden, WH. Baker, RJ. Krizek.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aThe effects of stress history and relative density on the short-term strength and stiffness of a granular soil (Ottawa 20-30 sand) that was chemically stabilized with a sodium silicate grout, a solution of hydrated sodium silicate, water, ethyl acetate, and formamide, were investigated. A system was developed to inject grout into sand specimens that were prepared in a triaxial cell; the specimens were subjected to a confining stress of 360 kPa and grouted under a pressure of 144 kPa. The results are analyzed in terms of Mohr-Coulomb failure theory, and comparisons are made among the compressive strength, initial tangent modulus, angle of internal friction, and cohesion of the specimens for different test conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAngle of internal friction.
=650  \0$aChemical grouts.
=650  \0$aCohesion.
=650  \0$aModulus.
=650  \0$aSand.
=650  \0$aShear strength.
=650  \0$aStiffness.
=650  \0$aStress history.
=650  \0$aShear strength of soils$vTesting.
=650  \0$asoil stabilization.
=650  \0$asoil tests.
=650  14$aSoil tests.
=650  24$aSoil stabilization.
=650  24$aChemical grouts.
=650  24$aStiffness.
=650  24$aShear strength.
=650  24$aSand.
=650  24$aStress history.
=650  24$aModulus.
=650  24$aAngle of internal friction.
=650  24$aCohesion.
=700  1\$aBorden, RH.,$eauthor.
=700  1\$aBaker, WH.,$eauthor.
=700  1\$aKrizek, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10458J.htm

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=006  m|||||o|||||||||||
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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10459J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10459J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS21
=082  04$a338.1/08 s$223
=100  1\$aKaderabek, TJ.,$eauthor.
=245  10$aComparisons of Field Density Test Results /$cTJ. Kaderabek, WR. Ferris.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aDuring the course of a large earthwork project in Georgia, six test fills were constructed to study placement and compaction procedures. Several density testing techniques used in the quality control testing program were compared. A laboratory compaction test was performed at each field density test location to eliminate the need to select the appropriate compaction curve from a family of curves. More than 180 nuclear density, sand cone, and laboratory compaction tests were compared. Two soil types, both sands, were involved in the test program. The effects of gradation, compaction, mold size, depth of density test, and type of nuclear device were investigated. Variables in construction procedures included type of equipment, number of passes, lift thickness, and soil type. Following a statistical evaluation it was concluded that (1) oven moisture contents were consistently lower than nuclear moistures, (2) nuclear wet densities were always less than sand cone densities, and (3) the sand cone density test method yielded a 5% higher compaction when compared to the nuclear test method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction equipment.
=650  \0$aCompaction.
=650  \0$aEquipment passes.
=650  \0$aGrain size tests.
=650  \0$aLaboratory-modified Proctor tests.
=650  \0$aLift thickness.
=650  \0$aMoisture content.
=650  \0$aTest depth.
=650  \0$asandy soils.
=650  \0$asoil tests.
=650  \0$afield density.
=650  14$aSoil tests.
=650  24$aCompaction.
=650  24$aField density.
=650  24$aMoisture content.
=650  24$aSandy soils.
=650  24$aGrain size tests.
=650  24$aLaboratory-modified Proctor tests.
=650  24$aCompaction equipment.
=650  24$aLift thickness.
=650  24$aTest depth.
=650  24$aEquipment passes.
=700  1\$aFerris, WR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10459J.htm

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=001  GTJ10510J
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=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10510J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10510J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA713
=082  04$a631.4/33$223
=100  1\$aMcCabe, EY.,$eauthor.
=245  10$aSoil Freezing Response :$bInfluence of Test Conditions /$cEY. McCabe, RJ. Kettle.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe response of soils to freezing has been assessed in terms of frost heave, and the heaving pressure developed when the specimen is restrained. As both techniques have been suggested for assessing frost susceptibility, it was considered essential to determine the influence of the test conditions on the soil response.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction tests.
=650  \0$aFreezing.
=650  \0$aFrost heave.
=650  \0$aSoilfreezing.
=650  \0$aEnvironnement.
=650  \0$asoils.
=650  14$aFreezing.
=650  24$aFrost heave.
=650  24$aSoils.
=650  24$aCompaction tests.
=700  1\$aKettle, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10510J.htm

=LDR  02218nab a2200481 i 4500
=001  GTJ10514J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10514J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10514J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=245  00$aAxial Pile Loading Test-Part 1 :$bStatic Loading.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe International Society of Soil Mechanics and Foundation Engineering established a technical committee to develop manuals for field and laboratory geotechnical tests. As one of these, recommendations on axial pile loading tests are presented to the profession resulting from four years of worldwide discussion among piling experts of 16 countries. The text is supplemented by notes that indicate details on which no unanimous decision could be obtained.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPiles.
=650  \0$aStatic pile bearing capacity.
=650  \0$apile.
=650  \0$aload tests.
=650  \0$aloading distribution.
=650  14$aStatic pile bearing capacity.
=650  24$aLoad tests.
=650  24$aLoading distribution.
=650  24$aPiles.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10514J.htm

=LDR  02709nab a2200613 i 4500
=001  GTJ10511J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10511J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10511J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aHowarth, DF.,$eauthor.
=245  10$aDevelopment and Evaluation of Ultrasonic Piezoelectric Transducers for the Determination of Dynamic Young's Modulus of Triaxially Loaded Rock Cores /$cDF. Howarth.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aEquipment has been developed that enables the rapid determination of dynamic Young's modulus of triaxially loaded rock cores. Measurement of dynamic modulus is based on a pulse propogation technique using piezoelectric transducers. A detailed description is given of the development of the equipment suitable for laboratory investigations. Details of a laboratory study investigating the variation between static and dynamic moduli of triaxially loaded rock cores are given.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic elastic moduli.
=650  \0$aP waves.
=650  \0$aPiezoelectric ceramics.
=650  \0$aRock testing.
=650  \0$aS waves.
=650  \0$aStatic elastic moduli.
=650  \0$aTriaxial tests.
=650  \0$aRocks.
=650  \0$aMineralogy.
=650  \0$apiezoelectric effects.
=650  14$aPiezoelectric effects.
=650  24$aRocks.
=650  24$aTriaxial tests.
=650  24$aP waves.
=650  24$aS waves.
=650  24$aPiezoelectric ceramics.
=650  24$aRock testing.
=650  24$aStatic elastic moduli.
=650  24$aDynamic elastic moduli.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10511J.htm

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=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10512J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10512J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aSubba Rao, KS.,$eauthor.
=245  10$aMeasurement of Volumetric and Linear Shrinkage on Black Cotton Soil /$cKS. Subba Rao, GC. Satyadas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aExperimental investigations on the shrinkage of expansive black cotton soil have been made to study the process of shrinkage. Tests have been conducted on compacted soil specimens with different water contents under controlled conditions of temperature and humidity. The changes that take place in the air and water phases of specimens have been analyzed, and shrinkage paths have been examined both for volumetric and linear shrinkage. Volumetric shrinkage is shown to take a unique shrinkage path in terms of water loss, independent of water content or rate of shrinking. In contrast, the linear shrinkage paths are shown to be dependent on conditions under which shrinkage takes place.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aHumidity.
=650  \0$aShrinkage.
=650  \0$aTemperature.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$alaboratory tests.
=650  14$aSoil tests.
=650  24$aClays.
=650  24$aLaboratory tests.
=650  24$aShrinkage.
=650  24$aTemperature.
=650  24$aHumidity.
=700  1\$aSatyadas, GC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10512J.htm

=LDR  03218nab a2200613 i 4500
=001  GTJ10513J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10513J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10513J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aMeier, RW.,$eauthor.
=245  12$aA Direct Tensile Loading Apparatus Combined with a Cubical Test Cell for Testing Rocks and Concrete /$cRW. Meier, H-Y Ko, S. Sture.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA novel tensile loading apparatus is described, which when used in conjunction with an existing fluid-cushion cubical test cell, allows the simultaneous application of a pure principal tensile stress and transverse principal compressive stresses to concrete and rock specimens with a minimum of boundary constraints. A tensile stress is applied along one axis of a cubical specimen through brush platens glued to the specimen surface while compressive stresses are applied along the two remaining axes through fluid cushion systems. In this manner, three totally independent principal stresses can be applied with virtually no tangential surface tractions so that the actual stress state in the specimen is identical to the applied stresses. Stress-strain response curves and strength relations from biaxial tension-compression tests on Indiana limestone and steel-fiber reinforced concrete are presented as examples of the capabilities of the new device.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCombined tension compression.
=650  \0$aConcrete.
=650  \0$aDirect tensile apparatus.
=650  \0$aMultiaxial cubical test cell.
=650  \0$aStress-strain behavior.
=650  \0$aTensile strength.
=650  \0$aRocks.
=650  \0$aMineralogy.
=650  \0$atensile stress.
=650  14$aConcrete.
=650  24$aRocks.
=650  24$aTensile stress.
=650  24$aTensile strength.
=650  24$aMultiaxial cubical test cell.
=650  24$aDirect tensile apparatus.
=650  24$aCombined tension compression.
=650  24$aStress-strain behavior.
=700  1\$aKo, H-Y,$eauthor.
=700  1\$aSture, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10513J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10515J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10515J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP808
=082  04$a738.1$223
=100  1\$aBudhu, M.,$eauthor.
=245  14$aThe Effect of Clay Content on Liquid Limit from a Fall Cone and the British Cup Device /$cM. Budhu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe many shortcomings of the Casagrande cup device, used almost univerally to determine the liquid limit of soils, led to the investigation of fall cones as alternatives. In two of the four types of fall cones in use, investigators have shown that the differences between fall cone liquid limit values and cup liquid limit values were not large. Evidence is produced to show that the fall cones of the same cone angle would give identical results if the appropriate depth of penetration is specified. Tests conducted using a British/French fall cone and a British cup device reveal that the difference in liquid limit values between these two devices is related to the amount of clay in the soil. A one point fall cone method is shown to be sufficiently accurate to deduce the liquid limit of soils. The fall cone method is a rational alternative to the cup device, and since engineers are interested in strength, the liquid limit could perhaps be defined as the water content at which a soil would have a specific undrained shear strength (say 1kN/m2).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFall cones.
=650  \0$aclays.
=650  \0$aliquid limit.
=650  \0$ashear strength.
=650  14$aClays.
=650  24$aLiquid limit.
=650  24$aShear strength.
=650  24$aFall cones.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10515J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10516J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10516J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE39
=082  04$a551.465$223
=100  1\$aCirce?, RC.,$eauthor.
=245  13$aAn Underwater Instrument for Determining Bearing Capacity of Shallow Marine Sediments /$cRC. Circe?.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aA small, portable, underwater instrument for measuring carbonate substrate bearing capacity in situ is described. The device was used in various shallow water (< 9 m) carbonate reef environments. Criteria for design and operation were based on ability to deliver controlled levels of stress to bearing plates of various sizes, operability underwater by scuba divers, transportability, and cost.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacities.
=650  \0$aCarbonates.
=650  \0$aPortable.
=650  \0$aUnderwater instruments.
=650  \0$amarine geology.
=650  \0$aGeology.
=650  \0$aSubmarinegeology.
=650  14$aBearing capacities.
=650  24$aMarine geology.
=650  24$aCarbonates.
=650  24$aUnderwater instruments.
=650  24$aPortable.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10516J.htm

=LDR  02989nab a2200541 i 4500
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=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101845$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101845$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aCastellanza, R.,$eauthor.
=245  10$aModel Footing Load Tests on Soft Rocks /$cR. Castellanza, M. Parma, V. Pescatore, G. Silvestro.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThis paper summarizes the results of model footing load tests on soft Calcarenite rock. To perform the experiments, a new testing device was specifically designed, and its conception and features are described in details. The centered loading tests exhibited the typical bilinear shape of the load-settlement curve since a marked change of stiffness occurs as a consequence of collapse of the lightly cemented sand structure. These tests reveal that the failure mechanism is punching shear, and it is bounded in a small region beneath the loaded area. Further tests investigated the influence of the displacement rate and footing size effect, together with tests that show a moisture-induced loss of strength. The eccentric loading tests point out the role played by the interacting external loads, and the coupling between vertical displacement and footing rotation. The overall tests allow the interaction diagram of the soil-foundation system to be derived.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEccentric loading.
=650  \0$aInteraction diagram.
=650  \0$aModel footing load test.
=650  \0$aPunching mechanism.
=650  \0$aSoft rocks.
=650  14$aModel footing load test.
=650  24$aSoft rocks.
=650  24$aPunching mechanism.
=650  24$aEccentric loading.
=650  24$aInteraction diagram.
=700  1\$aParma, M.,$eauthor.
=700  1\$aPescatore, V.,$eauthor.
=700  1\$aSilvestro, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101845.htm

=LDR  03731nab a2200553 i 4500
=001  GTJ101590
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101590$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101590$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aCha?vez, C.,$eauthor.
=245  12$aA Rockfill Triaxial Cell with Suction Control /$cC. Cha?vez, E. Romero, E. E. Alonso.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b56
=520  3\$aThis paper describes the development of a new triaxial cell specifically built to test coarse granular material under partially saturated conditions. The partial saturation is achieved by imposing a total suction that is correlated with the relative humidity. Relative humidity control was achieved by water vapor transfer using a forced convection system, which is driven by an air pump transporting the air humidity to the sample, and it is controlled by saturated saline solutions placed in a vessel. A double-wall cell was designed to monitor global volume changes of the material on compression and shearing. In addition, the cell uses a novel technique to measure local axial and radial deformations. The use of both global and local measurements allows detecting experimental problems such as membrane penetration on isotropic compression and shearing, as well as membrane sliding on shearing at low confining stresses. Selected test results are presented to show the capability of the cell during isotropic compression and shearing made with strain and stress control. The results of the test with strain control show a nonlinear increase in strength and dilatancy of the material in relation to the decrease of the relative humidity. Also they have a tendency to reach the critical state, and it can be seen that such a critical state line is a function of the relative humidity. Under a constant deviator stress, a collapse test of the rockfill was carried out and the results showed that the deformation depends strongly on the time. Furthermore, it is larger than that produced by making a test under saturated conditions, commonly taken as final reference.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse granular material.
=650  \0$aInstrumentation.
=650  \0$aPartial saturation.
=650  \0$aRelative humidity control.
=650  \0$aTriaxial cell.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aPartial saturation.
=650  24$aCoarse granular material.
=650  24$aTriaxial cell.
=650  24$aInstrumentation.
=650  24$aRelative humidity control.
=700  1\$aRomero, E.,$eauthor.
=700  1\$aAlonso, E. E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101590.htm

=LDR  03286nab a2200541 i 4500
=001  GTJ101416
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101416$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101416$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aDonohue, Shane,$eauthor.
=245  10$aSuction Measurements as Indicators of Sample Quality in Soft Clay /$cShane Donohue, Michael Long.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aSoil samples removed from the ground during sampling possess a suction in their unconfined state. This suction may vary depending on the degree of disturbance induced during the sampling process. The objective of this work is to examine the feasibility of using suction measurements for sample quality assessment. A number of suction measuring techniques are reviewed and examined on samples of varying quality from two well-characterized soft clay sites, Onsøy in Norway and Ballinasloe in Ireland. Most of the techniques tested gave comparable results, although the cell pressure loading method provided the most variable measurements. The Japanese and University of Massachusetts Amherst suction probe techniques provide relatively quick and consistent suction measurements, requiring less than half an hour to stabilize. In terms of sample quality the Sherbrooke block samples consistently exhibit higher suctions than the 76 mm, 54 mm, and continuous soil samplers for the Onsøy test site. Suctions measured on the Japanese 75 mm samples are similar to those measured on the block samples. The 5°  displacement sampler provides the highest suctions on the Ballinasloe samples. It is observed that the quality of samples indicated by suction measurements is similar to that inferred from the normalized change in void ratio (?e/e0) criterion.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aDisturbance.
=650  \0$aSampling.
=650  \0$aSite investigation.
=650  \0$aSuction.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aDisturbance.
=650  24$aSampling.
=650  24$aSite investigation.
=650  24$aSuction.
=700  1\$aLong, Michael,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101416.htm

=LDR  03149nab a2200553 i 4500
=001  GTJ101438
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101438$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101438$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aCamp, S.,$eauthor.
=245  10$aProposed Protocol for Characterizing a Clay Layer Subjected to Bending /$cS. Camp, O. Ple?, J. P. Gourc.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aSolid waste landfills have a cover barrier including a compacted clay liner which is the major element of the safety of the site. However, this barrier encounters many problems, in particular those related to its implementation and to the mechanical loading, such as potential differential settlements within the waste, after closing the cell. This phenomenon can induce bending strains in the clay layer and so create damage. The originality of this work is that the study includes the comparison of results from different types of standard tests, inducing compressive and tensile stresses. Compression tests, under low confinement, have been performed in the laboratory to characterize the clay behavior and to compare results with four-point bending tests. Particular attention is paid to experimental results by focusing the analysis on failure initiation. For the bending test, the limit value of the extension strain of the clay layer without damage is characterized. To optimize the landfill cap cover, particularly in terms of deformability, an improvement of the mechanical clay layer capability is proposed by addition of fiber reinforcement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBending tests.
=650  \0$aClay.
=650  \0$aDeformability.
=650  \0$aFailure initiation.
=650  \0$aReinforcement.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aBending tests.
=650  24$aClay.
=650  24$aDeformability.
=650  24$aFailure initiation.
=650  24$aReinforcement.
=700  1\$aPle?, O.,$eauthor.
=700  1\$aGourc, J. P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101438.htm

=LDR  03708nab a2200649 i 4500
=001  GTJ101632
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101632$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101632$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aSebastian Bryson, L.,$eauthor.
=245  10$aDetermination of Selected Geotechnical Properties of Soil Using Electrical Conductivity Testing /$cL. Sebastian Bryson, Abhijit Bathe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aThe use of electrical conductivity measurements, at relatively low frequencies, has been shown to be an effective tool for characterizing soils for hydrogeological studies. Many of the properties that affect the hydraulic and mechanical behavior of a soil also affect the electrical response. Thus, there is a likelihood that electrical measurements of soils will provide useful information for predicting geotechnical parameters. This paper presents the results of efforts to develop an electrical conductivity testing system that can be used specifically to evaluate geotechnical properties of soils. The testing system consisted of a robust data acquisition and control system that allowed for autonomous testing of various sand-clay mixtures and a testing apparatus that was rugged enough to allow soil samples to be compacted directly into the cell. The testing apparatus utilized a multi-electrode configuration which facilitated the investigation of anisotropic electrical measurements of the compacted soil samples. The data obtained during the evaluation phase of this research showed that low-frequency electrical conductivity measurements are viable for evaluating and predicting geotechnical properties of soils such as void ratio and volumetric water content, and the use of the multi-electrode configuration is very promising for evaluating anisotropy in soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay fraction.
=650  \0$aElectrical conductivity.
=650  \0$aElectrical resistivity.
=650  \0$aFormation factor.
=650  \0$aPore fluid.
=650  \0$aSoil anisotropy.
=650  \0$aSoil mixture.
=650  \0$aSurface conductance.
=650  \0$aTesting cell.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aElectrical conductivity.
=650  24$aElectrical resistivity.
=650  24$aFormation factor.
=650  24$aSurface conductance.
=650  24$aTesting cell.
=650  24$aPore fluid.
=650  24$aSoil anisotropy.
=650  24$aClay fraction.
=650  24$aSoil mixture.
=700  1\$aBathe, Abhijit,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101632.htm

=LDR  02930nab a2200577 i 4500
=001  GTJ101448
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101448$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101448$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aLim, Seok San,$eauthor.
=245  13$aAn Improved Rotating Cylinder Test Design for Laboratory Measurement of Erosion in Clayey Soils /$cSeok San Lim, Nasser Khalili.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aAn improved Rotating Cylinder Test (RCT) device is designed and manufactured for laboratory measurement of erosion in clay soils. The improved device provides for a rapid and practical procedure for sample assembly and allows testing cylindrical samples 100 mm in height and 100 mm in diameter. It also provides the ability for direct and accurate measurement of hydraulic shear stress and erosion rate. The improved RCT apparatus has been calibrated using dummy samples to isolate the torque applied to the soil surface. A control program has been developed to operate the RCT and record test data for analysis. Sample preparation for compacted clay soils has been discussed for both saturated and unsaturated states. Typical erosion test results are presented for a clay soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompacted clay.
=650  \0$aErosion measurement.
=650  \0$aErosion rate.
=650  \0$aHydraulic shear stress.
=650  \0$aRotating Cylinder Test.
=650  \0$aSoil erosion.
=650  \0$aUnsaturated soil.
=650  \0$aSoil mechanics.
=650  14$aSoil erosion.
=650  24$aErosion measurement.
=650  24$aRotating Cylinder Test.
=650  24$aHydraulic shear stress.
=650  24$aErosion rate.
=650  24$aUnsaturated soil.
=650  24$aCompacted clay.
=700  1\$aKhalili, Nasser,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101448.htm

=LDR  03606nab a2200613 i 4500
=001  GTJ101733
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101733$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101733$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSadrekarimi, Abouzar,$eauthor.
=245  12$aA New Ring Shear Device to Measure the Large Displacement Shearing Behavior of Sands /$cAbouzar Sadrekarimi, Scott M. Olson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b57
=520  3\$aAmong devices commonly used to measure the shearing behavior of sands, only the ring shear device can shear a soil to virtually unlimited displacements without creating substantial nonuniformities in stress and strain distributions. However, some limitations have precluded its widespread use. A new ring shear device was constructed at the University of Illinois that has large specimen dimensions to reduce stress and strain nonuniformities, has auxiliary load and torque cells to measure any wall friction that develops along the confining rings, and utilizes quad-rings along the confining rings to prevent soil extrusion. Sample ring shear tests on a dry fine-grained, silty sand specimen demonstrate that the new ring shear device operates properly in both constant volume and drained conditions, providing identical effective stress friction angles at large displacements when shear and effective normal stresses on the shear plane are considered. Parallel drained and undrained triaxial compression tests on saturated specimens illustrate that the new ring shear device provides reasonable values of effective stress friction angle and show that the triaxial test does not shear specimens to sufficient displacement to reach critical state shear strengths for this sand, which was reached at displacements ranging from about 1 to 10 m.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant volume.
=650  \0$aCritical state shear strength.
=650  \0$aCritical state.
=650  \0$aLaboratory testing.
=650  \0$aLiquefaction.
=650  \0$aRing shear.
=650  \0$aShear zone.
=650  \0$aTriaxial compression.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aRing shear.
=650  24$aTriaxial compression.
=650  24$aLaboratory testing.
=650  24$aLiquefaction.
=650  24$aConstant volume.
=650  24$aShear zone.
=650  24$aCritical state.
=650  24$aCritical state shear strength.
=700  1\$aOlson, Scott M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101733.htm

=LDR  02928nab a2200565 i 4500
=001  GTJ101704
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101704$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101704$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHD62.15
=082  04$a658.5/62$223
=100  1\$aVennapusa, Pavana K. R.,$eauthor.
=245  10$aComparison of Light Weight Deflectometer Measurements for Pavement Foundation Materials /$cPavana K. R. Vennapusa, David J. White.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aLight weight deflectometers (LWDs) are increasingly being used in earthwork QC/QA testing to provide rapid determination of elastic modulus, which is an essential input for mechanistic pavement design. To successfully implement the use of these devices, it is important to understand how operating conditions affect the measurements and if differences exist between the various manufacturer devices. This paper provides a review of basic principles, different manufacturer LWD equipment, and correlations between LWD elastic modulus (ELWD) and moduli determined from other in-situ testing devices. Comparison test measurements for three different LWD devices with different plate diameters, plate contact stresses, buffer stiffnesses, and measurement techniques, and correlations with static plate load test measurements are reported in this paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeflectometer.
=650  \0$aEarthwork.
=650  \0$aModulus.
=650  \0$aQuality control.
=650  \0$aSpecifications.
=650  \0$aStiffness.
=650  \0$aTotal quality management.
=650  \0$aNondestructive testing.
=650  14$aModulus.
=650  24$aStiffness.
=650  24$aQuality control.
=650  24$aSpecifications.
=650  24$aEarthwork.
=650  24$aDeflectometer.
=700  1\$aWhite, David J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101704.htm

=LDR  02957nab a2200553 i 4500
=001  GTJ101719
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101719$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101719$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aSubaida, E. A.,$eauthor.
=245  10$aStandardization of Test Procedure for Tension Test on Coir Yarns and Woven Coir Geotextiles /$cE. A. Subaida, S. Chandrakaran, N. Sankar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThis paper presents the results of an experimental investigation conducted to develop a standard test procedure for tension testing on coir yarns and woven coir geotextiles. Uniaxial tension tests were conducted on nine types of woven coir geotextiles and eleven types of coir yarns. Specimens of different dimensions were tested at various deformation rates. Test results indicated that tensile properties of coir yarns and geotextiles were largely influenced by testing parameters. Statistical analysis of yarn tension data was carried out to establish the gauge length, strain rate, and specimen dimensions of geotextiles. Consistent values of tensile strength and failure strain were obtained when gauge length and strain rate were adopted as 150 mm and 5 %/min, respectively. It was also observed that reliable results were obtained when the width of the geotextile specimen for tension test contained not less than ten yarns.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFiber.
=650  \0$aGauge length.
=650  \0$aTension test.
=650  \0$aWoven coir geotextiles.
=650  \0$aYarn.
=650  \0$aGeotextiles.
=650  \0$aTextile.
=650  14$aWoven coir geotextiles.
=650  24$aYarn.
=650  24$aFiber.
=650  24$aTension test.
=650  24$aGauge length.
=700  1\$aChandrakaran, S.,$eauthor.
=700  1\$aSankar, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101719.htm

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=001  GTJ101588
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=006  m|||||o|||||||||||
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=024  7\$a10.1520/GTJ101588$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101588$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSoroush, Abbas,$eauthor.
=245  12$aA Review of the No Erosion Filter Test /$cAbbas Soroush, Piltan Tabatabaie Shourijeh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aThe no erosion filter (NEF) test is widely accepted as the most appropriate filtration test for the substantiation of suitable critical filters in embankment dams. No consistent standard method for NEF testing has been introduced; thus, various schemes have been implemented for performing NEF tests. This paper reviews critically the antecedent research on the NEF testing procedure. The cornerstone hypothesis of NEF testing and the evolution of the testing method are reviewed. The significance of different parameters encountered in the testing procedure and their relevance and importance in the judgment are elaborated. Practical guides for proper conduction of the NEF test are recommended throughout this paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aErosion.
=650  \0$aFilters.
=650  \0$aLaboratory testing.
=650  \0$aNo erosion filter (NEF) test.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aErosion.
=650  24$aFilters.
=650  24$aNo erosion filter (NEF) test.
=650  24$aLaboratory testing.
=700  1\$aShourijeh, Piltan Tabatabaie,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101588.htm

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=024  7\$a10.1520/GTJ10784J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10784J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE24.I8
=082  04$a624.151$223
=100  1\$aHaliburton, TA.,$eauthor.
=245  10$aExperiments in Geotechnical Fabric-Reinforced Soil Behavior /$cTA. Haliburton, JD. Lawmaster.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aFour different geotechnical fabrics were evaluated for use in lateral restraint reinforcement of a cohesionless soil mass. Though considerable increases in strength and load-deformation modulus were obtained for the fabric-reinforced soil systems, no significant difference in behavior was noted among the four fabrics tested, despite variations of an order of magnitude or more in their physical properties. Fabric prestressing had essentially no effect on lateral restraint reinforcement behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacities.
=650  \0$aSoil reinforcement.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$ageotechnical fabric.
=650  14$aSoil tests.
=650  24$aGeotechnical fabric.
=650  24$aSoil reinforcement.
=650  24$aBearing capacities.
=700  1\$aLawmaster, JD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10784J.htm

=LDR  02793nab a2200541 i 4500
=001  GTJ10789J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10789J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10789J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aHandy, RL.,$eauthor.
=245  10$aLinearizing Triaxial Test Failure Envelopes /$cRL. Handy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aSoil variability biases both the best-fit-by-eye and linear regression of p-q triaxial test data plots (where p represents the abscissa of the center of a Mohr circle and q is the radius) to substantially over-estimate the friction angle ø. This is because linear regression of q on p assumes that variability lies in the y-axis direction, whereas if lateral stress ?3' is constant, variability is 45°  to the y-axis. A correct regression is quickly performed by converting p-q data points to polar coor-dinates, adding 45°  or another angle indicated by the mean stress paths to the coordinate angle, converting back to rectangular coordinates, and performing the linear regression. The correlation coefficient thus obtained is lowered because it correctly assesses data variability. Without correction the error in ø may be as much as 10° .
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCurve fitting.
=650  \0$aInternal friction.
=650  \0$aMohr envelope.
=650  \0$aStatistical analysis.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$atriaxial shear tests.
=650  14$aSoil tests.
=650  24$aTriaxial shear tests.
=650  24$aMohr envelope.
=650  24$aCurve fitting.
=650  24$aStatistical analysis.
=650  24$aInternal friction.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10789J.htm

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=001  GTJ10788J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10788J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10788J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE24.I8
=082  04$a624.151$223
=100  1\$aChan, CK.,$eauthor.
=245  13$aAn Electropneumatic Cyclic Loading System /$cCK. Chan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThis paper reviews some of the current systems in use for the application of cyclic loads to soil specimens. Their main features and principles of operation are described. A relatively low-cost electropneumatic system recently developed at the University of California at Berkeley is described in detail. This system provides sinusoidal and other shape load traces using normal compressed air controlled electronically and is an assembly of commercially available components.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectronic equipment.
=650  \0$aLaboratory equipment.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$aloads.
=650  14$aSoil tests.
=650  24$aLoads.
=650  24$aElectronic equipment.
=650  24$aLaboratory equipment.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10788J.htm

=LDR  02512nab a2200577 i 4500
=001  GTJ10783J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10783J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10783J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aYoshimi, Y.,$eauthor.
=245  12$aA Ring Torsion Apparatus for Evaluating Friction Between Soil and Metal Surfaces /$cY. Yoshimi, T. Kishida.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA ring torsion apparatus was used to evaluate friction between-dry sand and a steel surface over wide ranges of surface roughness and sand density. The deformation of sand near the steel surface was observed by X-radiography. The apparatus is suitable for evaluating skin friction under well-defined test conditions. The test results show that frictional resistance is primarily governed by the roughness of the steel surface, irrespective of the density of the sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFriction.
=650  \0$aLaboratory tests.
=650  \0$aRadiography.
=650  \0$aSands.
=650  \0$aSoil tests.
=650  \0$aSurface roughness.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aMetal Surfaces.
=650  14$aSoil tests.
=650  24$aFriction.
=650  24$aSands.
=650  24$aLaboratory tests.
=650  24$aSurface roughness.
=650  24$aRadiography.
=700  1\$aKishida, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10783J.htm

=LDR  03050nab a2200637 i 4500
=001  GTJ10785J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10785J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10785J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aRectangular Hyperbola Fitting Method for One Dimensional Consolidation /$cA. Sridharan, AS. Rao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThe time factor-degree of consolidation relation from the Terzaghi theory is assumed as a rectangular hyperbola over a wide range of the time factor. A new method is developed for determination of the coefficient of consolidation Cv from laboratory consolidation test data. The reliability and accuracy is shown to compare very well with the existing standard methods of Taylor and Casagrande. The time settlement curves on the semilogarithmic plots are reclassified and the new method is shown to be valid even for cases in which the curves are of shapes for which the earlier methods could not be applied. The laboratory test is rendered easier and simpler, with fewer readings required, and the initial compression does not affect the time versus the ratio of time to compression plot.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCoefficient of consolidation.
=650  \0$aConsolidation.
=650  \0$aInitial.
=650  \0$aLaboratory tests.
=650  \0$aPrimary.
=650  \0$aRectangular hyperbola.
=650  \0$aSoil tests.
=650  \0$aTime-dependent settlements.
=650  \0$aClay$xHistory.
=650  14$aSoil tests.
=650  24$aClays.
=650  24$aConsolidation.
=650  24$aLaboratory tests.
=650  24$aTime-dependent settlements.
=650  24$aInitial.
=650  24$aPrimary.
=650  24$aAnd secondary compressions.
=650  24$aCoefficient of consolidation.
=650  24$aRectangular hyperbola.
=700  1\$aRao, AS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10785J.htm

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=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10787J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10787J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aOfer, Z.,$eauthor.
=245  10$aLaboratory Instrument for Measuring Lateral Soil Pressure and Swelling Pressure /$cZ. Ofer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA new instrument which allows the measurement of lateral pressure and lateral swelling pressure of a soil sample in the laboratory, either with or without lateral strain, is presented. Results of tests carried out with this apparatus are discussed and compared with results of similar tests using other instruments.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement meal.
=650  \0$aClays.
=650  \0$aEarth pressure coefficients.
=650  \0$aLateral forces.
=650  \0$aLateral strain.
=650  \0$aOdometer ring.
=650  \0$aSands.
=650  \0$aSoil tests.
=650  \0$aSwell.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aswelling pressure.
=650  14$aSoil tests.
=650  24$aLateral forces.
=650  24$aSwelling pressure.
=650  24$aEarth pressure coefficients.
=650  24$aLateral strain.
=650  24$aOdometer ring.
=650  24$aCoefficient of lateral earth pressure at rest (K0)
=650  24$aSands.
=650  24$aClays.
=650  24$aCement meal.
=650  24$aSwell.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10787J.htm

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=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10786J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10786J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE213
=082  04$a625.7342$223
=100  1\$aBeen, K.,$eauthor.
=245  10$aNondestructive Soil Bulk Density Measurements by X-ray Attenuation /$cK. Been.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aNondestructive density measurement of soil samples in the laboratory has a number of important applications. It can be used to monitor the progress of soil settlement through water and subsequent consolidation to a final equilibrium state, with or without an additional applied load. It can provide information on moisture content distribution in laboratory samples, in both static and changing conditions, and on soil structure in undisturbed cores. This paper describes a nondestructive technique for density measurement that can achieve accuracies in measured soil density of the order of ± 0.005 g/cm3 and a spatial resolution of ± 1 mm. The technique uses an X-ray system with a scintillation detector and counter assembly to record the radiation transmitted through the soil sample. This is converted to a density value by empirical calibration. The principles of the method are described with consideration given to the variables of the measuring system, the beam collimation, and the sample geometry. The method is shown to be reliable and versatile.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity tests.
=650  \0$aNondestructive tests.
=650  \0$aRadiation attenuation.
=650  \0$aSaturated soils.
=650  \0$aScintillation detector.
=650  \0$aSoil tests.
=650  \0$aX-rays.
=650  \0$alaboratory tests.
=650  \0$aDrainage.
=650  \0$aJoints.
=650  14$aSoil tests.
=650  24$aNondestructive tests.
=650  24$aDensity tests.
=650  24$aX-rays.
=650  24$aRadiation attenuation.
=650  24$aScintillation detector.
=650  24$aSaturated soils.
=650  24$aLaboratory tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10786J.htm

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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10972J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10972J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHB1953
=082  04$a304.6/1$223
=100  1\$aCooper, MR.,$eauthor.
=245  12$aA Large-Capacity Batch Filling Water Balloon Apparatus for Deep In-situ Density Tests /$cMR. Cooper, PR. Fleming.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aA large-capacity water balloon aparatus has been developed specifically for measuring the in-situ density of compacted high-way trench backfill. In operation water is expelled from a calibrated 6-L reservoir to displace a rubber membrane. A dual-valve system enables larger volumes to be measured by repeated filling of the reservoir. The apparatus is simple, robust, and inexpensive, and has been used to measure hole volumes up to 30 L, with depths up to 0.8 m. It is much smaller and more easily handled that previous medium capacity apparatuses. Proving trials have shown that the apparatus can reliably determine hole volumes to an accuracy of +0/-0.6%, which is a significant improvement over the performance of the standard small volume equipment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBackfills.
=650  \0$aDensity tests.
=650  \0$aDensity.
=650  \0$aWater balloon apparatus.
=650  \0$aPopulation density.
=650  \0$aPopulation$xEconomic aspects.
=650  \0$aPopulation forecasting.
=650  14$aDensity.
=650  24$aDensity tests.
=650  24$aBackfills.
=650  24$aWater balloon apparatus.
=700  1\$aFleming, PR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10972J.htm

=LDR  02850nab a2200553 i 4500
=001  GTJ10967J
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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10967J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10967J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aFredlund, DG.,$eauthor.
=245  10$aCalibration of Thermal Conductivity Sensors for Measuring Soil Suction /$cDG. Fredlund, DKH Wong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe accuracy of suction measurements using thermal conductivity sensors is dependent upon their calibration. Therefore, a calibration study was undertaken by using a modified, commercially available, pressure plate extractor. The experimental setup along with the calibration procedure are described. Typical calibration results are presented. In general, results showed reasonable agreement between the calibration curve determined in this study compared to those provided by the manufacturer for matric suction ranging from 0 to 175 kPa. However, large deviations in the calibration curves were observed at suctions above 175 kPa. The sensors were found to be quite sensitive to the changes in matric suction in the range of 0 to 175 kPa. For matric suction above 175 kPa, the sensitivity of the sensor is reduced.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aMatric suction.
=650  \0$aPressure plate.
=650  \0$aSoil suction.
=650  \0$aThermal conductivity sensor.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aSoil suction.
=650  24$aMatric suction.
=650  24$aThermal conductivity sensor.
=650  24$aPressure plate.
=650  24$aCalibration.
=700  1\$aWong, DKH,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10967J.htm

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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10968J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10968J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a625.7/32$223
=100  1\$aDavies, MCR,$eauthor.
=245  10$aStudies with Centrifuge Vane and Penetrometer Apparatus in a Normal Gravity Field /$cMCR Davies, MSS Almeida, RHG Parry.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aSmall vane and penetrometer devices have been developed to measure soil properties in models during centrifuge operation. To aid the interpretation of vane data from centrifuge models a series of tests was conducted in cakes of kaolin clay in a normal gravity field. In the experimental program the effects of disturbance during insertion, delay between insertion and rotation, rate of rotation and geometry of vane blades were investigated. The results were used to devise a scientific method of operation of the vane apparatus. Subsequent tests were all performed with a vane size of 18 mm diameter by 14 mm high. Penetrometer tests were conducted in cakes of kaolin and Gault clays. Vane shear strengths were used to calibrate the apparatus. The ratio of cone resistance to vane strength was found to increase with increasing over-consolidation ratio. The values also differed considerably between the two clays. Thus, while the penetrometer has the advantage of providing a continuous profile of resistance with depth, some care is required in converting this measurement into undrained shear strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge testing.
=650  \0$aClays.
=650  \0$aCone penetrometer.
=650  \0$aCone resistance.
=650  \0$aLaboratory testing.
=650  \0$aOverconsolidation ratio.
=650  \0$aRate effects.
=650  \0$aUndrained shear strength.
=650  \0$aVane shear apparatus.
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  14$aCentrifuge testing.
=650  24$aClays.
=650  24$aCone penetrometer.
=650  24$aCone resistance.
=650  24$aLaboratory testing.
=650  24$aOverconsolidation ratio.
=650  24$aRate effects.
=650  24$aUndrained shear strength.
=650  24$aVane shear apparatus.
=700  1\$aAlmeida, MSS,$eauthor.
=700  1\$aParry, RHG,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10968J.htm

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=001  GTJ10970J
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=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10970J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10970J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a620.1/92$223
=100  1\$aSelvadurai, APS,$eauthor.
=245  10$aEnhancement of the Uplift Capacity of Buried Pipelines by the Use of Geogrids /$cAPS Selvadurai.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThe paper presents the results of preliminary tests that were conducted to investigate the possible use of geogrids for increasing the uplift resistance of buried pipelines. The results of the preliminary experimental investigations suggest that the uplift capacity of a pipeline section can be increased quite significantly by the incorporation of geogrids at the crown region of the pipeline in an advantageous and practicable configuration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnchoring action.
=650  \0$aExperiments.
=650  \0$aGeogrid reinforcement.
=650  \0$aPipelines.
=650  \0$aUltimate capacity.
=650  \0$aUplift capacity.
=650  \0$ageogrid reinforce.
=650  \0$aGeogrids.
=650  \0$acapacity.
=650  14$aPipelines.
=650  24$aUplift capacity.
=650  24$aGeogrid reinforcement.
=650  24$aUltimate capacity.
=650  24$aExperiments.
=650  24$aAnchoring action.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10970J.htm

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=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10978J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10978J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA654.6
=082  04$a624.1/762$223
=100  1\$aSchmertmann, JH.,$eauthor.
=245  10$aDiscussion of "Effects of Borehole Fluid on Standard Penetration Test Results" by R. B. Seed, L. F. Harder, Jr., and T. L. Youd /$cJH. Schmertmann.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorings.
=650  \0$aField tests.
=650  \0$aIn-situ testing.
=650  \0$aLiquefaction.
=650  \0$aSands.
=650  \0$aStandard penetration test.
=650  \0$aEarthquake engineering.
=650  \0$aEngineering.
=650  14$aStandard penetration test.
=650  24$aLiquefaction.
=650  24$aIn-situ testing.
=650  24$aSands.
=650  24$aEarthquake engineering.
=650  24$aField tests.
=650  24$aBorings.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10978J.htm

=LDR  02713nab a2200541 i 4500
=001  GTJ10969J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10969J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10969J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGB1001.72.S3
=082  04$a553.7/9/0287$223
=100  1\$aSchneider, HR.,$eauthor.
=245  10$aChemical Impregnation of Cohesionless Soils /$cHR. Schneider, J-L Chameau, GA. Leonards.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aExisting methods to obtain and test high-quality undisturbed samples of cohesionless soil below the water table depend at some stage on freezing. This limits the range of application to relatively clean sands, and even for those soils the freezing operation is delicate, time-consuming, and costly. Moreover, there is no direct way to check, independently, the effects of the freezing process on the subsequent behavior of the sample. Recognition of these limitations motivated the search for an alternate method, namely, chemical impregnation. After many trials, agar, a natural polymer, has been identified as a potential impregnation material for developing an alternate sampling technique.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField investigations.
=650  \0$aLaboratory tests.
=650  \0$asoil sampling.
=650  \0$acohesionless soils.
=650  \0$achemical impregnation.
=650  14$aSoil sampling.
=650  24$aCohesionless soils.
=650  24$aChemical impregnation.
=650  24$aAgar.
=650  24$aLaboratory tests.
=650  24$aField investigations.
=700  1\$aChameau, J-L,$eauthor.
=700  1\$aLeonards, GA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10969J.htm

=LDR  01914nab a2200517 i 4500
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10977J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10977J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590
=082  04$a631.4/05$223
=100  1\$aReznik, YM.,$eauthor.
=245  10$aDiscussion of "Determination of Collapse Potential of Soils" by A. J. Lutenegger and R. T. Saber /$cYM. Reznik.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCollapse.
=650  \0$aConsolidation.
=650  \0$aLaboratory.
=650  \0$aMetastable soils.
=650  \0$aOedometer tests.
=650  \0$aSoils.
=650  \0$aEarth (Soils)
=650  14$aCollapse.
=650  24$aConsolidation.
=650  24$aMetastable soils.
=650  24$aLaboratory.
=650  24$aOedometer tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10977J.htm

=LDR  02422nab a2200553 i 4500
=001  GTJ10966J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10966J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10966J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.118$223
=100  1\$aSibley, JW.,$eauthor.
=245  12$aA Procedure for Determining Volumetric Shrinkage of an Unsaturated Soil /$cJW. Sibley, DJ. Williams.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aMeasurement of unsaturated soil volumes can be used to monitor drying shrinkage and allows calculation of the volumetric air content/moisture content relationship. From this relationship, the onset of significant desaturation can be established as a bound to the validity of conventional soil testing under saturated conditions and of conventional analysis procedures for the particular soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay soils.
=650  \0$aCracking.
=650  \0$aDesaturation.
=650  \0$aLinear shrinkage.
=650  \0$aVolumetric shrinkage.
=650  \0$aHeat resistant materials.
=650  \0$aCeramic engineering.
=650  \0$aCeramic materials.
=650  14$aClay soils.
=650  24$aCracking.
=650  24$aDesaturation.
=650  24$aLinear shrinkage.
=650  24$aVolumetric shrinkage.
=700  1\$aWilliams, DJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10966J.htm

=LDR  02701nab a2200481 i 4500
=001  GTJ10976J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10976J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10976J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTK7872.O7
=082  04$a621.384132$223
=100  1\$aReames, FM.,$eauthor.
=245  10$aPulse Shapes from Ground Penetrating Radar /$cFM. Reames.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aA number of technical reports have discussed the use of ground penetrating radar equipment in examining highway structures for deterioration. Several of these reports provide expressions or calculational techniques that purport to describe the shape of the radar pulse returning from voids within the structure, such as the thin air gap at a delamination within a concrete bridge deck or the larger voids that can develop between a concrete slab and the soils beneath. None of the theories has been developed with the use of correct electromagnetic theory (Maxwell's equations and a two-interface reflection coefficient); it is not surprising, therefore, that the pulse shape computations and observed pulse shapes sometimes fail to agree. In this paper the correct means of computing the shape of radar pulses returning from voids is presented with some results, and new approaches for computerized detection of structural defects are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aVoids.
=650  \0$aradar.
=650  \0$aradar pulse technology.
=650  \0$apulse shapes.
=650  14$aRadar.
=650  24$aRadar pulse technology.
=650  24$aVoids.
=650  24$aPulse shapes.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10976J.htm

=LDR  03457nab a2200541 i 4500
=001  GTJ10974J
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=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10974J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10974J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.118$223
=100  1\$aJose, BT.,$eauthor.
=245  10$aLog-Log Method for Determination of Preconsolidation Pressure /$cBT. Jose, A. Sridharan, BM. Abraham.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aA new method called the "log-log method" has been proposed for a more accurate determination of preconsolidation pressure. The method consists of plotting both the pressure p and corresponding void ratio e in logarithmic scale. The log e - log p plots result in two distinct straight lines. Series of conventional consolidation tests were carried out on saturated specimens of five different soils with a wide range of physical properties, keeping the initial water contents equal to their respective liquid limits. In order to have a preknowledge of the preconsolidation pressure, specimens were loaded to certain selected sustained pressures, unloaded to seating pressure, and then reloaded to the full extent. It has been found that the proposed method can predict the preconsolidation pressure accurately. The results given by the log-log method were then compared with those given by conventional Casagrande method, and it was found that the new method gave values closer to the chosen sustained pressures, assumed as the real pc values for the purpose of comparison. Specimens subjected to specified pressures with duration varying from 2 to 90 days showed the presence of quasi-preconsolidation pressure increasing with duration. The results show that the log-log method gives more consistent values for pc. The newly proposed method is devoid of human errors, consistent, simpler, safer, and faster.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aConsolidation.
=650  \0$aPreconsolidation pressure.
=650  \0$aQuasipreconsolidation pressure.
=650  \0$aHeat resistant materials.
=650  \0$aCeramic engineering.
=650  \0$aCeramic materials.
=650  14$aClays.
=650  24$aConsolidation.
=650  24$aPreconsolidation pressure.
=650  24$aQuasipreconsolidation pressure.
=700  1\$aSridharan, A.,$eauthor.
=700  1\$aAbraham, BM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10974J.htm

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=024  7\$a10.1520/GTJ10971J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10971J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aPost, JL.,$eauthor.
=245  10$aMoisture Content and Density of Smectites /$cJL. Post.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThe measured density of smectites, using ASTM Test Method for Specific Gravity of Soils (D 854) and ASTM Method for Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil-Aggregate Mixtures (D 2216), vary as a function of heating temperature and time. For example, the measured moisture content of air-dry Otay bentonite, heated to 110° C, varied from 16.48% moisture to 19.0% moisture for 18- to 96-h heating time giving a calculated specific gravity varying from 2.679 to 2.785, and a measured variation in equilibrium temperature from 100 to 130° C gave a calculated specific gravity varying from 2.744 to 2.857. Measured specific gravity values of these smectite clays, for constant mass at 110° C, range from 2.785 to 3.150, whereas the calculated values for the smectites, including the essential bound water, range from 1.98 to 2.14. The maximum oven-dry density of compacted Otay bentonite varied from 1354 to 1384 kg/m3 (84.5 to 86.4 lb/ft3), with optimum moisture contents from 29.0 to 27.2% when possible temperature and time variations in moisture determination were observed, using ASTM Test Method for Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop (D1557). The bound water of the smectite is considered part of the moisture content when a compaction curve is prepared.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction tests.
=650  \0$aMoisture determination.
=650  \0$aSpecific gravity tests.
=650  \0$aexpansive clays.
=650  \0$acompaction.
=650  \0$aexpansion.
=650  14$aSpecific gravity tests.
=650  24$aCompaction tests.
=650  24$aMoisture determination.
=650  24$aExpansive clays.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10971J.htm

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=024  7\$a10.1520/GTJ10973J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10973J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aKolymbas, D.,$eauthor.
=245  12$aA Device for Lateral Strain Measurement in Triaxial Tests with Unsaturated Specimens /$cD. Kolymbas, W. Wu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aA device capable of measuring the lateral displacement in triaxial tests on dry specimens is described. After a detailed discussion of the manufacture and properties of the device, results of the triaxial test obtained using this device are presented, which show remarkable inhomogeneous deformations over the specimen height at early stage of the test. The difficulty concerning evaluation imposed by the inhomogeneous deformation is circumvented by employing a deconvolution technique.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEvaluation.
=650  \0$aInhomogenous deformation.
=650  \0$aStrain measurement.
=650  \0$aTriaxial tests.
=650  \0$aUnsaturated soils.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aTriaxial tests.
=650  24$aUnsaturated soils.
=650  24$aStrain measurement.
=650  24$aInhomogenous deformation.
=650  24$aEvaluation.
=700  1\$aWu, W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10973J.htm

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=001  GTJ10975J
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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10975J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10975J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS604
=082  04$a631.5/1$223
=100  1\$aAmpadu, S.,$eauthor.
=245  13$aAn Automated Stress-Path Control Triaxial System /$cS. Ampadu, F. Tatsuoka.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aA triaxial system capable of very accurate automatic control of stress and strain paths is described. The apparatus consists of the ordinary triaxial apparatus available in our laboratory, connected through an analog/digital (A/D) converter to a microcomputer fitted with a feedback control unit. The operation of the system is discussed, and some typical test results of kaolin normally consolidated both isotropically and anisotropically over a wide stress range followed by the undrained triaxial compression are presented. These results show the range as well as the accuracy of the stress paths that are attainable with this system.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aautomation.
=650  \0$asoil.
=650  \0$astress path.
=650  14$aConsolidation.
=650  24$aAutomation.
=650  24$aStress path.
=700  1\$aTatsuoka, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10975J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10493J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10493J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.1/5132$223
=100  1\$aGunsallus, KL.,$eauthor.
=245  10$aEvaluation of Schmidt Hammer Rebound Hardness Test Holders /$cKL. Gunsallus, FH. Kulhawy, TD. O'Rourke.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aAn evaluation is made of three different holders for Schmidt hammer tests on rock core in the laboratory, including steel angle, V-notch, and semicircular groove holders. The differences are small, but it is shown that the V-notch holder gives consistently higher rebound hardness values. It is also easier and more economical to build. These qualities indicate that the V-notch holder would be a better selection for conventional use.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHardness tests.
=650  \0$aRebound hardness.
=650  \0$aSchmidt hammer.
=650  \0$aTest holders.
=650  \0$arock mechanics.
=650  \0$arock testing.
=650  14$aRock mechanics.
=650  24$aHardness tests.
=650  24$aRock testing.
=650  24$aSchmidt hammer.
=650  24$aRebound hardness.
=650  24$aTest holders.
=700  1\$aKulhawy, FH.,$eauthor.
=700  1\$aO'Rourke, TD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10493J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10492J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10492J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871.27
=082  04$a622.3381$223
=100  1\$aRiggs, CO.,$eauthor.
=245  12$aA Field Study of an Automatic SPT Hammer System /$cCO. Riggs, GM. Mathes, CL. Rassieur.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aA field comparison is made of standard penetration test (SPT) N values obtained using three automatic free fall hammers of the same design with N values obtained by five cathead and rope operators using four different drill rigs. A comparison of mean N values using the t-statistic at the 5% significance level generally indicates no significant difference in means. The tests were performed in a loessial soil in several parallel borings. The field N values were in the range of 5 to 15.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAuger borings.
=650  \0$aFoundation investigations.
=650  \0$aGeological investigations.
=650  \0$aLoess.
=650  \0$aPenetration resistance.
=650  \0$aPenetration tests.
=650  \0$aSampling.
=650  \0$aSoil investigations.
=650  \0$aSoundings.
=650  \0$aSplit spoon.
=650  \0$adrilling.
=650  \0$aHammer System.
=650  14$aAuger borings.
=650  24$aDrilling.
=650  24$aFoundation investigations.
=650  24$aGeological investigations.
=650  24$aLoess.
=650  24$aPenetration resistance.
=650  24$aPenetration tests.
=650  24$aSampling.
=650  24$aSoil investigations.
=650  24$aSoundings.
=650  24$aSplit spoon.
=700  1\$aMathes, GM.,$eauthor.
=700  1\$aRassieur, CL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10492J.htm

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=024  7\$a10.1520/GTJ10489J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10489J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aYazdanbod, A.,$eauthor.
=245  10$aPhenomenological Study of Model Piles in Sand /$cA. Yazdanbod, MW. O'Neill, RP. Aurora.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA device is described whereby sand can be confined in a depthwise variable manner to permit simulation of lateral earth pressures to depths simulating driving depths of piles. Instrumented model piles were driven into a quartz sand placed at two different densities in the device, and load transfer patterns were measured for varying depths of penetration for compressive and uplift loading. In most respects the load transfer patterns were similar to those measured in full-scale tests in sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aEffective pressures.
=650  \0$aModels.
=650  \0$aPile driving.
=650  \0$aRelative density.
=650  \0$aSands.
=650  \0$aUplift piles.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$apiles.
=650  14$aPiles.
=650  24$aModels.
=650  24$aSands.
=650  24$aPile driving.
=650  24$aCompression.
=650  24$aUplift piles.
=650  24$aRelative density.
=650  24$aEffective pressures.
=700  1\$aO'Neill, MW.,$eauthor.
=700  1\$aAurora, RP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10489J.htm

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=024  7\$a10.1520/GTJ10491J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10491J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE213
=082  04$a625.7342$223
=100  1\$aDennis, CW.,$eauthor.
=245  10$aFilter Openings Measured by a Suction Method /$cCW. Dennis, PA. Davies.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aA laboratory method is presented for determining the distribution of opening sizes within initially water saturated geotextiles under simulated soil loading, the principle being to measure air entry values over a range of applied suctions. Construction and use of the apparatus concerned are outlined while the analysis of data so obtained is given in detail. Results from two geotextiles are presented, and a comparison is made with data obtained by another method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir entry values.
=650  \0$aDrainage filters.
=650  \0$aEffective size.
=650  \0$aMechanical properties.
=650  \0$aUnderdrains.
=650  \0$aVacuum apparatus.
=650  \0$alaboratory tests.
=650  \0$aSuction.
=650  \0$aDrainage.
=650  14$aUnderdrains.
=650  24$aLaboratory tests.
=650  24$aMechanical properties.
=650  24$aEffective size.
=650  24$aVacuum apparatus.
=650  24$aDrainage filters.
=650  24$aAir entry values.
=700  1\$aDavies, PA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10491J.htm

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=024  7\$a10.1520/GTJ10490J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10490J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aClemence, SP.,$eauthor.
=245  10$aMeasurement of Lateral Stress Around Multihelix Anchors in Sand /$cSP. Clemence, FD. Pepe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe lateral stress regime around a one-quarter scale model triple-helix anchor was measured with diaphragm-type soil stress cells. Laboratory anchor pullout tests were run in a dry, uniformly graded sand at two different depths and relative densities. Lateral stresses were measured before and after installation of the helical anchor, at anchor failure, and continuously during the application of the uplift load. Results indicated that helical anchor installation causes increase in lateral stress around the anchor. Large increases in stress were observed in dense soils. In addition, lateral stresses increased as the anchor was loaded to failure. This behavior was attributed to arching stresses and soil dilatancy developing in the sand as it was sheared by the anchor. The magnitude of these increases was found to depend on the relative density of the sand. Based on the test results, values of the coefficient of lateral stress at failure kF were calculated for several densities and depths. The calculated kF values were found to be 30 to 40% lower than those proposed by Meyerhof and Adams for buried foundations. These lower values are due to the shearing disturbance during anchor installation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArching.
=650  \0$aDilatancy.
=650  \0$aLateral stress.
=650  \0$aSoil stress cells.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$asoil tests.
=650  14$aSoil tests.
=650  24$aAt rest pressures.
=650  24$aArching.
=650  24$aDilatancy.
=650  24$aSoil stress cells.
=650  24$aLateral stress.
=700  1\$aPepe, FD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10490J.htm

=LDR  03586nab a2200625 i 4500
=001  GTJ10487J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10487J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10487J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP815
=082  04$a620.11$223
=100  1\$aDaniel, DE.,$eauthor.
=245  10$aPermeability Testing with Flexible-Wall Permeameters /$cDE. Daniel, SJ. Trautwein, SS. Boynton, DE. Foreman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe equipment and testing procedures used at The University of Texas at Austin for measuring the hydraulic conductivity of fine-grained soil with flexible-wall permeameters are described. The permeability cell is similar to a triaxial cell; it has interchangeable base pedestals to accomodate specimens of various diameters, is equipped with double drainage lines to the top and bottom of the test specimen, and can accomodate a differentially acting pressure transducer to measure head loss across the soil specimen. An air-over-liquid interface is maintained in devices called "accumulators." Stainless steel accumulators designed with transparent sight tubes offer excellent resistance to corrosion, are convenient to use, and can be used with a wide range in flow rates. The permeability tests are normally performed using back pressure. Care is taken to be certain that flow is steady state and that the soil is permeated long enough for the influent liquid to pass through the soil and to appear in the effluent liquid in full concentration. When clays are permeated with dilute chemicals that are adsorbed by the soil, testing times on the order of months or years may be required to achieve full breakthrough of the permeant liquid. Use of large hydraulic gradient and excessive effective confining pressure are sometimes difficult to avoid but are two of the most important sources of potential error.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompatability.
=650  \0$aHydraulic conductivity.
=650  \0$aLeachate.
=650  \0$aPermeameters.
=650  \0$aTriaxial.
=650  \0$aWaste.
=650  \0$apermeameter.
=650  \0$asoils.
=650  \0$apermeability.
=650  14$aSoils.
=650  24$aPermeability.
=650  24$aHydraulic conductivity.
=650  24$aCompatability.
=650  24$aLeachate.
=650  24$aWaste.
=650  24$aTriaxial.
=650  24$aPermeameters.
=700  1\$aTrautwein, SJ.,$eauthor.
=700  1\$aBoynton, SS.,$eauthor.
=700  1\$aForeman, DE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10487J.htm

=LDR  02519nab a2200541 i 4500
=001  GTJ10488J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10488J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10488J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP808
=082  04$a738.1$223
=100  1\$aZnidarcic, D.,$eauthor.
=245  14$aThe Theory of One-Dimensional Consolidation of Saturated Clays :$bIII. Existing Testing Procedures and Analyses /$cD. Znidarcic, P. Croce, V. Pane, H-Y Ko, HW. Olsen, RL. Schiffman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aThe successful calculation of the progress of consolidation requires that both the theory used to model the field problem and the material properties used by the theory must be appropriate and suitable. Thus the testing procedure must provide reliable and consistent information on the material behavior. Further, the test procedure must be accompanied by methods of analysis that will produce values of the material properties that are appropriate to the theory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory tests.
=650  \0$aclays.
=650  \0$asoils.
=650  \0$aconsolidation rate.
=650  14$aClays.
=650  24$aConsolidation rate.
=650  24$aSoils.
=650  24$aLaboratory tests.
=700  1\$aCroce, P.,$eauthor.
=700  1\$aPane, V.,$eauthor.
=700  1\$aKo, H-Y,$eauthor.
=700  1\$aOlsen, HW.,$eauthor.
=700  1\$aSchiffman, RL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10488J.htm

=LDR  01987nab a2200529 i 4500
=001  GTJ10494J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10494J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10494J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA354.5
=082  04$a620.1126$223
=100  1\$aSchmertmann, JH.,$eauthor.
=245  10$aDiscussion of "Reproducible SPT Hammer Force with an Automatic Free Fall SPT Hammer System" by C. O. Riggs, N. O. Schmidt, and C. L. Rassieur /$cJH. Schmertmann.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorings.
=650  \0$aDrill holes.
=650  \0$aEnergy.
=650  \0$aHammer.
=650  \0$aImpact tests.
=650  \0$aPenetration tests.
=650  \0$aPenetration mechanics.
=650  14$aHammer.
=650  24$aImpact tests.
=650  24$aPenetration tests.
=650  24$aBorings.
=650  24$aDrill holes.
=650  24$aEnergy.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 7, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1984$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10494J.htm

=LDR  02570nab a2200553 i 4500
=001  GTJ12089
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12089$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12089$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aLabuz, JF.,$eauthor.
=245  10$aLaboratory Calibration of Earth Pressure Cells /$cJF. Labuz, B. Theroux.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe objective of this study was to design a simple apparatus for laboratory calibration of diaphragm type earth pressure cells (EPC). A new testing device was fabricated to permit the application of normal stress to the EPC using various types of soil and load configurations. With respect to fluid pressure, the response of the EPC can be different for the simplest earth pressure conditions because of an arching effect or nonuniform contact stress. For an EPC with a rigid outer rim, sensitivities computed from soil calibrations were lower than those determined from fluid calibrations by about 20 %.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArching.
=650  \0$aCalibration.
=650  \0$aEarth pressure cell.
=650  \0$aSoil stress gage.
=650  \0$aTest procedure.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aArching.
=650  24$aCalibration.
=650  24$aEarth pressure cell.
=650  24$aSoil stress gage.
=650  24$aTest procedure.
=700  1\$aTheroux, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12089.htm

=LDR  03320nab a2200565 i 4500
=001  GTJ12648
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12648$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12648$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE538.5
=082  04$a551.22$223
=100  1\$aIsmail, MA.,$eauthor.
=245  12$aA Small True Triaxial Apparatus with Wave Velocity Measurement /$cMA. Ismail, SS. Sharma, M. Fahey.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThis paper describes a new cubical, true triaxial apparatus recently developed at the University of Western Australia (UWA). The apparatus is a stand-alone unit of the rigid type, where three pairs of pistons can be pressurized to impose three independent, rectilinear stresses on a sample of 250 mm side length. The sample can be tested either dry or saturated. Both drained and undrained shearing can be carried out with maximum pressure of about 1.5 MPa and maximum linear strain of about 8% in any of the three principal directions. A wave velocity measurement system is incorporated so that both elastic shear (Vs) and compression (VF) wave velocities can be measured, with the wave travelling between any two opposite faces of the device, or along skew paths. The elastic waves are generated and detected using "in house" manufactured wave transducers, which can access the sample externally. This feature enables the shear transducers to be rotated 90°  degrees to change the polarization direction, enabling Vs to be measured in inclined planes. Additionally, the device enables accurate measurement of Ko. The paper presents results obtained from a silica sand to show the capability of the new device.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPiezoelectricity.
=650  \0$aShear and compression wave velocity.
=650  \0$aSilica sand.
=650  \0$aSmall-strain stiffness.
=650  \0$aTrue triaxial.
=650  \0$ashear waves.
=650  \0$ashear wave velocity.
=650  \0$areclaimed soils.
=650  14$aTrue triaxial.
=650  24$aSmall-strain stiffness.
=650  24$aShear and compression wave velocity.
=650  24$aSilica sand.
=650  24$aPiezoelectricity.
=700  1\$aSharma, SS.,$eauthor.
=700  1\$aFahey, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12648.htm

=LDR  03526nab a2200637 i 4500
=001  GTJ12595
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12595$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12595$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aLee, J-S,$eauthor.
=245  10$aP-Wave Reflection Imaging /$cJ-S Lee, J. Carlos Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe reflection of elastic waves from interfaces is a robust phenomenon extensively used by animals (bats and dolphins), nondestructive techniques, and medical diagnosis. This study addresses the design and implementation of P-wave reflection imaging to evaluate the internal variability in small-scale submerged, soil models. The performance of this technology depends on fundamental aspects of P-wave propagation in soils, the selection of optimal P-wave transducers, and the development of an adequate test methodology. Design issues include transducer directivity, noise, axial resolution, near field effects, and proper thickness of the coupling water layer. The operating frequency is determined by transducer selection and affects the axial and lateral resolution, skin depth, near field, and divergence; high damping transducers permit higher axial resolution. In addition, data gathering must take into consideration temporal and spatial aliasing. Results show that P-wave reflection is a valuable tool to detect subsurface anomalies and layers, to assess phenomena such as slurry sedimentation, and to monitor the evolution of subsurface structures such as soil layers during liquefaction. Gradual changes in impedance, such as in slurry sedimentation, may prevent reflections.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirectivity.
=650  \0$aNear field.
=650  \0$aNondestructive testing.
=650  \0$aSedimentation.
=650  \0$aSpatial resolution.
=650  \0$aSubsurface monitoring.
=650  \0$aUltrasound transducer.
=650  \0$aVariability.
=650  \0$aliquefaction.
=650  \0$aSoil liquefaction.
=650  \0$asoil model preparation.
=650  14$aDirectivity.
=650  24$aLiquefaction.
=650  24$aNear field.
=650  24$aNondestructive testing.
=650  24$aSpatial resolution.
=650  24$aSedimentation.
=650  24$aSubsurface monitoring.
=650  24$aUltrasound transducer.
=650  24$aVariability.
=700  1\$aCarlos Santamarina, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12595.htm

=LDR  03188nab a2200577 i 4500
=001  GTJ12187
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12187$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12187$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA355
=082  04$a621.8/11$223
=100  1\$aKalinski, ME.,$eauthor.
=245  12$aA New Free-Free Resonant Column Device for Measurement of Gmax and Dmin at Higher Confining Stresses /$cME. Kalinski, MSR Thummaluru.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe fixed-free resonant column device has traditionally been used to measure shear modulus in laboratory soil and rock specimens. It is a proven method that provides measurements over a range of shear strain and effective confining stress (?'o), but the test relies on a specialized system of coils and magnets. The free-free resonant column device is a simpler device that allows for measurement of small-strain shear modulus (Gmax) and small-strain material damping (Dmin). However, ?'o in the free-free device has traditionally been limited to a maximum attainable vacuum pressure of around 80 kPa, because the test has not been configured in a pressurized cell. Therefore, a new free-free device was developed to allow measurements in a pressurized cell with ?'o greater than 80 kPa, while remotely exciting the specimen with a rotary solenoid. Test results demonstrate its potential for measuring Gmax and Dmin under higher levels of ?'o that are more representative of in situ conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConfining stress.
=650  \0$aResonant column.
=650  \0$aShear wave velocity.
=650  \0$aSmall-strain material damping.
=650  \0$aSmall-strain shear modulus.
=650  \0$aSoil dynamics.
=650  \0$aDamping (Mechanics)
=650  \0$aDynamics, Rigid.
=650  \0$aVibration.
=650  14$aResonant column.
=650  24$aSmall-strain shear modulus.
=650  24$aSoil dynamics.
=650  24$aConfining stress.
=650  24$aShear wave velocity.
=650  24$aSmall-strain material damping.
=700  1\$aThummaluru, MSR,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12187.htm

=LDR  02609nab a2200541 i 4500
=001  GTJ12484
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12484$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12484$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aTalesnick, M.,$eauthor.
=245  10$aMeasuring Soil Contact Pressure on a Solid Boundary and Quantifying Soil Arching /$cM. Talesnick.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe paper presents the design, development, and calibration of a soil contact pressure transducer, based on the null method. Air pressure regulated in a tightly controlled PID loop balances the output of a strain gage bridge bonded to the sensing element. This action maintains the sensing element in an underflected state. The result is that the membrane does not interact with the surrounding soil, and errors due to arching are eliminated. In theory, the air pressure required to keep the sensing element in its undeflected state should be equal to the soil contact pressure applied at the soil boundary interface.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArching.
=650  \0$aCalibration.
=650  \0$aNull method.
=650  \0$aSoil pressure cell.
=650  \0$aSoil structure interaction.
=650  \0$asoil structure.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aSoil pressure cell.
=650  24$aNull method.
=650  24$aArching.
=650  24$aSoil structure interaction.
=650  24$aCalibration.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12484.htm

=LDR  02696nab a2200553 i 4500
=001  GTJ12311
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12311$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12311$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN942
=082  04$a553.6/109758$223
=100  1\$aCekerevac, C.,$eauthor.
=245  12$aA Novel Triaxial Apparatus for Thermo-Mechanical Testing of Soils /$cC. Cekerevac, L. Laloui, L. Vulliet.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThis paper describes a new triaxial apparatus for testing the thermo-mechanical behavior of soils. This triaxial apparatus accommodates samples 55 mm in diameter and 110mm in height. The cell is designed to perform compression tests under pressures up to 2 MPa and with temperatures ranging from 5° C to 90° C. The calibration of the device, as well as its precision and accuracy, is widely discussed in the paper. The related experimental procedures are also discussed. Finally, the results of tests performed on Kaolin are presented in order to highlight the features of the apparatus and to show some induced thermal effects on soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEquipment layout.
=650  \0$aInduced thermal effects.
=650  \0$aThermo-mechanical testing.
=650  \0$aTriaxial test.
=650  \0$aKaolin.
=650  \0$aKaolin industry.
=650  \0$astabilized soils.
=650  14$aThermo-mechanical testing.
=650  24$aEquipment layout.
=650  24$aKaolin.
=650  24$aTriaxial test.
=650  24$aInduced thermal effects.
=700  1\$aLaloui, L.,$eauthor.
=700  1\$aVulliet, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12311.htm

=LDR  04572nab a2200805 i 4500
=001  GTJ12007
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12007$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12007$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aCharlie, WA.,$eauthor.
=245  10$aBlast-Induced Stress Wave Propagation and Attenuation :$bCentrifuge Model Versus Prototype Tests /$cWA. Charlie, NA. Dowden, EJ. Villano, GE. Veyera, DO. Doehring.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThis paper presents results of centrifuge model studies and full-scale field (prototype) studies designed to provide insights into the influence of water content and the degree of saturation during compaction and testing on high-strain rate loading response of medium dense sand. Objectives of the study were to determine the influence of moisture content at the time of compaction on blast-induced ground shock and stress wave propagation and to compare centrifuge model explosive tests with prototype explosive tests. Model testing was conducted using a geotechnical centrifuge to simulate prototype testing conducted at a field explosives test site. Centrifuge models were constructed at scales of 1/26.3 and 1/18.9 and tested at acceleration levels of 26.3 and 18.9 times earth's gravity. Explosives consisting of 3.50 × 10-4 kg (350 mg) and 1.031 × 10-3 kg (1031 mg) of PBX 9407 were buried at depths of 76 mm and 54 mm, respectively. These scaled model tests simulated prototype tests in which 7-kg TNT equivalent explosive charges were detonated at a depth of 1.4 m. Specimens were compacted to a dry density of 1635 kg/m3 at degrees of saturation ranging from 0 to 60 % (water contents from 0 to 14.4 %). Centrifuge model tests and the prototype tests showed similar results. Peak particle velocity, peak stress, and peak scaled acceleration were found to be a function of the degree of saturation with the lowest values at 0 % saturation. Lowest attenuation coefficients occurred in the sand compacted at degrees of saturation of 13 % for the centrifuge tests and 20 % for the prototype tests. Highest attenuation coefficients occurred in the sand compacted dry and at 60 % saturation for all the prototype tests and most of the centrifuge tests. Attenuation coefficients generally decreased with increasing seismic velocities.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge Modeling.
=650  \0$aCentrifuge.
=650  \0$aCompaction.
=650  \0$aExplosives.
=650  \0$aGround Shock.
=650  \0$aInstrumentation.
=650  \0$aMatric Suction.
=650  \0$aMoisture.
=650  \0$aPrototype.
=650  \0$aSand.
=650  \0$aSaturation.
=650  \0$aSoil Dynamics.
=650  \0$aTransient Loading.
=650  \0$aUnsaturated Sand.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aCentrifuge.
=650  24$aCentrifuge Modeling.
=650  24$aCompaction.
=650  24$aExplosives.
=650  24$aGround Shock.
=650  24$aInstrumentation.
=650  24$aMatric Suction.
=650  24$aPrototype.
=650  24$aMoisture.
=650  24$aSand.
=650  24$aSaturation.
=650  24$aSoil Dynamics.
=650  24$aUnsaturated Sand.
=650  24$aTransient Loading.
=700  1\$aDowden, NA.,$eauthor.
=700  1\$aVillano, EJ.,$eauthor.
=700  1\$aVeyera, GE.,$eauthor.
=700  1\$aDoehring, DO.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12007.htm

=LDR  03261nab a2200577 i 4500
=001  GTJ11861
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11861$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11861$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4/32/028$223
=100  1\$aTarantino, A.,$eauthor.
=245  10$aDevelopment of an Apparatus to Investigate the Stress Variables Governing Unsaturated Soil Behavior /$cA. Tarantino, L. Mongiovi?.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe paper presents the development of an apparatus to investigate the stress variables governing unsaturated soil behavior. This apparatus was devised to explore the range of negative pore-water pressures. Tests were performed by preventing deformation and water content change of an unsaturated sample and measuring changes in normal net stress and matric suction in response to a change in pore-air pressure. The condition of null deformation and null water content change was achieved by specially designing the cell and the air supply system. Vented flush diaphragm transducers and vented Imperial College tensiometers were used to measure directly normal net stress and matric suction, respectively. A preliminary test demonstrated that an interaction occurred between the soil and the flush measurement diaphragms. A specific procedure was then devised to account for the error due to this interaction. The results from the experimental tests support the assumption that the stress variables governing unsaturated soil behavior can be reduced to two stress state variables, e.g., net stress and matric suction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPore-air pressure.
=650  \0$aPore-water pressure.
=650  \0$aStress variables.
=650  \0$aUnsaturated soils.
=650  \0$aWater tension.
=650  \0$atensiometer.
=650  \0$aSoil moisture$xMeasurement.
=650  \0$amatric suction.
=650  14$aUnsaturated soils.
=650  24$aStress variables.
=650  24$aPore-water pressure.
=650  24$aPore-air pressure.
=650  24$aMatric suction.
=650  24$aTensiometer.
=650  24$aWater tension.
=700  1\$aMongiovi?, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11861.htm

=LDR  02728nab a2200529 i 4500
=001  GTJ11960
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11960$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11960$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH5201
=082  04$a690/.8$223
=100  1\$aDunham, L.,$eauthor.
=245  10$aCentrifuge Modeling of Rigid Square Footings on Weak Jointed Rock /$cL. Dunham, AJ. Valsangkar, AB. Schriver.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aFour series of centrifuge tests were performed using a model rock made from a mixture of sand, bentonite, cement, and water. Tests were conducted to determine the effect of horizontal and vertical discontinuities in the bedrock on the load settlement response of a rigid, shallow footing. A prototype footing, measuring 1 m × 1 m, was simulated in the study. Horizontal and vertical joints, in-filled with compressible material, were simulated by incorporating thin seams of styrofoam. Results from this study are compared to the commonly used methods used to predict the ultimate bearing capacity of footings on jointed rock mass. It is concluded that the existing methods to predict the bearing capacity are conservative for the range of design parameters studied in this research.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aJoints.
=650  \0$aRock mass.
=650  \0$afootings.
=650  \0$aConcrete footings.
=650  \0$aFoundations$xMaterials.
=650  14$aRock mass.
=650  24$aJoints.
=650  24$aBearing capacity.
=650  24$aFootings.
=700  1\$aValsangkar, AJ.,$eauthor.
=700  1\$aSchriver, AB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11960.htm

=LDR  03265nab a2200541 i 4500
=001  GTJ12224
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12224$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12224$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTK5103.7
=082  04$a621.382$223
=100  1\$aZornberg, JG.,$eauthor.
=245  10$aPerformance of Centrifuge Data Acquisition Systems Using Wireless Transmission /$cJG. Zornberg, J. Friedrichsen, E. Dell'Avanzi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aCentrifuge testing requires transmitting data collected in a moving, increased-acceleration environment to a data acquisition system. Typical transmission methods include analog and digital data transmission through slip rings. However, these methods have often limited the accuracy of the measured data as well as the number of instruments that can be used in a test. A wireless ethernet data acquisition system was implemented for a centrifuge in this study. Using a computer equipped with a wireless ethernet card inside the centrifuge allows increased throughput while maintaining control of the centrifuge test by an external computer. Such a computer workgroup connected with wireless ethernet provides high throughput of noiselessly transmitted data. This approach allows a significant increase in the number of channels, and thus instruments, that can be used in a test when compared with other digital communication standards. An evaluation of the performance of this system indicates that the data throughput of the wireless system is consistently higher than conventional hard-wired serial communication systems, but depends on the g-level, transmission direction, and type of wireless card.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aData acquisition systems.
=650  \0$aSlip rings.
=650  \0$adigital transmission.
=650  \0$awireless communication.
=650  \0$atransmission signal.
=650  14$aCentrifuge.
=650  24$aData acquisition systems.
=650  24$aWireless communication.
=650  24$aSlip rings.
=650  24$aDigital transmission.
=700  1\$aFriedrichsen, J.,$eauthor.
=700  1\$aDell'Avanzi, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12224.htm

=LDR  03208nab a2200577 i 4500
=001  GTJ12248
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12248$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12248$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD181.F4
=082  04$a546/.6212$223
=100  1\$aZhang, G.,$eauthor.
=245  13$aAn Evaluation of the Mechanical and Chemical Dispersion Methods for a Tropical Old Alluvium /$cG. Zhang, JT. Germaine, AJ. Whittle.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aResulting from tropical weathering, the old alluvium in San Juan, Puerto Rico contains Fe-oxides, which cause the formation of aggregates through both cementation and aggregation, and hence, is not readily dispersible in water. Various methods of sample preparation were adopted to disperse this deposit, consisting of mechanical remolding, varying dispersant type and quantity, and drying. The resultant degree of dispersion was evaluated by particle size analysis. Results reveal that both mechanical and chemical dispersion is required in order to obtain a completely dispersed and stable suspension, and chemical dispersion alone is not effective in disintegrating the aggregates caused by cementation. Drying usually includes mechanical, physico-chemical, and chemical reactions and can either disperse a soil or produce more aggregates, depending on drying temperature and a soil's chemistry and composition. Air-drying disperses this soil more than oven-drying. This investigation also indirectly evaluated the applicability of the ASTM standard test method for particle size analysis to this deposit.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aCementation.
=650  \0$aDispersion.
=650  \0$aParticle size distribution.
=650  \0$airon oxides.
=650  \0$aalluvium.
=650  \0$asoil structure.
=650  14$aAggregate.
=650  24$aAlluvium.
=650  24$aCementation.
=650  24$aDispersion.
=650  24$aIron oxides.
=650  24$aParticle size distribution.
=650  24$aSoil structure.
=700  1\$aGermaine, JT.,$eauthor.
=700  1\$aWhittle, AJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12248.htm

=LDR  02554nab a2200541 i 4500
=001  GTJ10026J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10026J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10026J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBoha?c, J.,$eauthor.
=245  10$aMembrane Penetration in Triaxial Tests /$cJ. Boha?c, J. Feda.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aVolumetric deformations of triaxial specimens of sand measured with a burette are burdened with an error caused by a rubber membrane penetrating into the peripheral voids of the specimen. This effect is of the same order of magnitude as volumetric deformation of the soil skeleton and should be eliminated. To this end, a method has been proposed based on the K0-stress path. Membrane penetration for the particular material has been approximated by logarithmic and hyperbolic curves. The resulting correction considerably surpasses most published expressions because the latter usually do not consider the porosity of specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aK0-stress path.
=650  \0$aMembrane penetration.
=650  \0$aMembranes.
=650  \0$aSands.
=650  \0$aTriaxial tests.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aSands.
=650  24$aTriaxial tests.
=650  24$aMembranes.
=650  24$aK0-stress path.
=650  24$aMembrane penetration.
=700  1\$aFeda, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10026J.htm

=LDR  02530nab a2200517 i 4500
=001  GTJ10025J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10025J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10025J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBobrowski, LJ.,$eauthor.
=245  10$aDetermination of the Plastic Limit of a Soil by Means of a Rolling Device /$cLJ. Bobrowski, DM. Griekspoor.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aA rolling device was developed in order to obtain plastic limits in a more expeditious and uniform fashion. The device enables the operator to perform the test on four to five specimens simultaneously. It also dictates that the very strict specification for rolling the soil threads into diameters of 3.2 ± 0.5 mm (0.125 ± 0.020 in.) is met. It removes all subjectivity from the plastic limit determination by governing the diameter of the threads as well as removing any error that may be introduced due to the uniqueness of the human hand. The design and operation of the device are detailed in this paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aLiquid limit.
=650  \0$aPlastic limit.
=650  \0$aplasticity index.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aAtterberg limits.
=650  24$aLiquid limit.
=650  24$aPlastic limit.
=650  24$aPlasticity index.
=700  1\$aGriekspoor, DM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10025J.htm

=LDR  02906nab a2200625 i 4500
=001  GTJ10015J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10015J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10015J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aYeung, AT.,$eauthor.
=245  12$aA New Apparatus for the Evaluation of Electro-Kinetic Processes in Hazardous Waste Management /$cAT. Yeung, SM. Sadek, JK. Mitchell.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aPossible uses of electro-kinetics for hazardous waste site remediation are being investigated. This paper describes a new apparatus which has been specifically designed, fabricated, and assembled to evaluate the viability, feasibility, practicality, and potential costs of these conceivable techniques experimentally. Results of studies on the existence of electro-osmotic flow in compacted clay and the electro-kinetic barrier to contaminant transport are used to illustrate the types of information that can be obtained by the apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEffective diffusion coefficient.
=650  \0$aElectrical properties.
=650  \0$aElectro-kinetics.
=650  \0$aHazardous waste disposal.
=650  \0$aHydraulic conductivity.
=650  \0$aLaboratory tests.
=650  \0$aSite remediation.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aLaboratory tests.
=650  24$aHydraulic conductivity.
=650  24$aElectrical properties.
=650  24$aCoefficient of electro-osmotic permeability.
=650  24$aElectro-kinetics.
=650  24$aEffective diffusion coefficient.
=650  24$aHazardous waste disposal.
=650  24$aSite remediation.
=700  1\$aSadek, SM.,$eauthor.
=700  1\$aMitchell, JK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10015J.htm

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=001  GTJ10018J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10018J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10018J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aMcCallister, LD.,$eauthor.
=245  10$aTechniques for Estimating the Longevity of Lime-Treated Expansive Clays /$cLD. McCallister, TM. Petry.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aTwo techniques are presented that investigate the possibility of estimating the longevity of lime-treated expansive clays subjected to leaching. The techniques are based on analyzing calcium concentrations and pH changes within accelerated leached laboratory specimens and their leachates during the leaching process. The accelerated leach times required to produce specific calcium concentrations and pH in the laboratory are converted to actual field leaching (or percolation) times by using developed time scale factors.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcium concentration.
=650  \0$aClays.
=650  \0$aEstimation.
=650  \0$aExpansive clay.
=650  \0$aLeach testing.
=650  \0$aLeaching.
=650  \0$aLime treatment.
=650  \0$aLime.
=650  \0$aLongevity.
=650  \0$aTime scale.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aLeaching.
=650  24$aLime.
=650  24$aClays.
=650  24$aLeach testing.
=650  24$aEstimation.
=650  24$aLime treatment.
=650  24$aLongevity.
=650  24$aCalcium concentration.
=650  24$aPH.
=650  24$aExpansive clay.
=650  24$aTime scale.
=700  1\$aPetry, TM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10018J.htm

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=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10024J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10024J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aLook, BG.,$eauthor.
=245  14$aThe Application of Time Domain Reflectometry in Geotechnical Instrumentation /$cBG. Look, IN. Reeves.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe performance of road pavements and earth structures is dependent on the moisture regime experienced during their service life. One of the practical challenges in understanding moisture regimes in earth structures has been to continuously monitor moisture fluctuations in a nondestructive and reasonably accurate way. The time domain reflectometry (TDR) device shows considerable promise in overcoming many of the drawbacks of traditional techniques. The TDR measures the volumetric moisture content of the soil via a buried sensor (probe). Probes can be buried and monitored remotely, and an immediate result can be obtained.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExpansive clay embankments.
=650  \0$aField testing.
=650  \0$aRemote monitoring.
=650  \0$aSoil dielectric.
=650  \0$aTime domain reflectivity.
=650  \0$aVolumetric moisture content.
=650  \0$aGeotextiles.
=650  \0$aTextile.
=650  14$aTime domain reflectivity.
=650  24$aVolumetric moisture content.
=650  24$aSoil dielectric.
=650  24$aField testing.
=650  24$aRemote monitoring.
=650  24$aExpansive clay embankments.
=700  1\$aReeves, IN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10024J.htm

=LDR  03173nab a2200661 i 4500
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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10017J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10017J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aVeyera, GE.,$eauthor.
=245  10$aMeasurement of the Pore Pressure Parameter C Less Than Unity in Saturated Sands /$cGE. Veyera, WA. Charlie, DO. Doehring, ME. Hubert.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aTwo saturated sands, Monterey No. 0/30 and Enewetak coral, tested undrained under one-dimensional strain loading, were found to have values of the pore pressure parameter C, less than unity. The C parameter for Monterey No. 0/30 sand, determined to be unity at an effective consolidation stress of 86 kPa, decreased with increasing effective consolidation stress and increasing relative density. A similar behavior was observed for the Enewetak coral sand. These trends are similar to those reported by other researchers for the pore pressure parameter B. The decrease in C parameter values for saturated specimens appears to be a direct result of increasing skeleton stiffness due to increases in effective stress and density. A theoretical analysis of skeleton stiffness based on porosity and pore pressure response predicts similar trends.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aEffective stress.
=650  \0$aPore pressure parameter C.
=650  \0$aPore pressure.
=650  \0$aRelative density.
=650  \0$aSands.
=650  \0$aSaturation.
=650  \0$aStiffness.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aCompressibility.
=650  24$aEffective stress.
=650  24$aPore pressure parameter C.
=650  24$aLaboratory tests.
=650  24$aPore pressure.
=650  24$aRelative density.
=650  24$aSands.
=650  24$aSaturation.
=650  24$aStiffness.
=700  1\$aCharlie, WA.,$eauthor.
=700  1\$aDoehring, DO.,$eauthor.
=700  1\$aHubert, ME.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10017J.htm

=LDR  02303nab a2200601 i 4500
=001  GTJ10023J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10023J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10023J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aCrockford, WW.,$eauthor.
=245  10$aHollow Cylinder Specimen Preparation :$bCohesive Materials /$cWW. Crockford, J. Sousa.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aTechniques for rapid and precise fabrication of hollow cylinder specimens of cohesive materials are presented. A device to accelerate the displacement sensor mounting process is described.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCores.
=650  \0$aCoring.
=650  \0$aCylinders.
=650  \0$aDisplacement measurement.
=650  \0$aGyratory compaction.
=650  \0$aHollow cylinder.
=650  \0$aMolding process.
=650  \0$aTriaxial tests.
=650  \0$aCompaction.
=650  14$aCores.
=650  24$aCylinders.
=650  24$aTriaxial tests.
=650  24$aHollow cylinder.
=650  24$aDisplacement measurement.
=650  24$aGyratory compaction.
=650  24$aMolding process.
=650  24$aCoring.
=700  1\$aSousa, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10023J.htm

=LDR  03088nab a2200685 i 4500
=001  GTJ10019J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10019J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10019J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aRao, GV.,$eauthor.
=245  10$aLong-Term Filtration Behaviour of Soil-Geotextile System /$cGV. Rao, KK. Gupta, MPS Pradhan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aIn addition to soil retention and permeability requirements for a geotextile filter, a geotextile should be able to function without having a significant number of its openings clogged. In order to evaluate the long-term filtration behaviour of a soil-geotextile system, a permeameter is developed in which both the long-term flow rates as well as the gradient ratio tests can be conducted simultaneously for different soils at different densities. Uniformly graded Ottawa sand mixed with various percentages of fine-grained silty soil is used to represent the unstable soil condition for internal soil migration. Two types of needle-punched nonwoven and one type of woven geotextiles are used whose opening sizes satisfy the soil retention criteria for the soil mixtures used.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFilters.
=650  \0$aFlow clogging.
=650  \0$aGeotextiles.
=650  \0$aGradient ratio.
=650  \0$aHydraulic gradient.
=650  \0$aLong-term test.
=650  \0$aNonwoven.
=650  \0$aPermeability.
=650  \0$aSoil retention.
=650  \0$aWoven.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aFilters.
=650  24$aGeotextiles.
=650  24$aFlow clogging.
=650  24$aGradient ratio.
=650  24$aLong-term test.
=650  24$aWoven.
=650  24$aNonwoven.
=650  24$aSoil retention.
=650  24$aPermeability.
=650  24$aHydraulic gradient.
=700  1\$aGupta, KK.,$eauthor.
=700  1\$aPradhan, MPS,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10019J.htm

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=001  GTJ10029J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10029J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10029J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/897$223
=100  1\$aLing, HI.,$eauthor.
=245  10$aDiscussion on "Effects of Back Pressure on Geotextile Transmissivity Tests" by An-Ben Huang, Robert D. Holtz, and Ann M. Wilcox /$cHI. Ling, F. Tatsuoka, JTH Wu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBack pressure.
=650  \0$aDistribution.
=650  \0$aPermeability.
=650  \0$aPore-size.
=650  \0$aTransmissivity.
=650  \0$aGeotextiles.
=650  14$aGeotextiles.
=650  24$aTransmissivity.
=650  24$aPermeability.
=650  24$aPore-size.
=650  24$aDistribution.
=650  24$aBack pressure.
=700  1\$aTatsuoka, F.,$eauthor.
=700  1\$aWu, JTH,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10029J.htm

=LDR  02790nab a2200517 i 4500
=001  GTJ10027J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10027J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10027J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aTurner, JP.,$eauthor.
=245  10$aStrength Changes in Sand Following Cyclic Shear /$cJP. Turner, FH. Kulhawy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aStatic torsional simple shear tests were performed on poorly graded sand, with and without prior cyclic loading, to evaluate changes in static shear strength. Specimens were prepared at three densities (loose, medium, and dense) and were subjected to one of three levels of cyclic loading corresponding to 0.25, 0.50, or 0.75 times the static stress level, causing failure with no prior cyclic loading. The test results indicate that post-cyclic shear strength increases in specimens that are contractive and decreases in specimens that are dilative during cyclic loading. Results showing the change in friction angle as a function of initial density and level of prior cyclic loading are presented. The observed behavior is consistent with a model that predicts strength changes following cyclic loading as a function of soil volume change characteristics and drainage conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loading.
=650  \0$aSand.
=650  \0$aShear strength.
=650  \0$aTorsional simple shear.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSand.
=650  24$aShear strength.
=650  24$aCyclic loading.
=650  24$aTorsional simple shear.
=700  1\$aKulhawy, FH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10027J.htm

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=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10022J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10022J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aKramer, SL.,$eauthor.
=245  10$aStrain-Controlled, Variable Frequency Cyclic Loading System for Soft Soils /$cSL. Kramer, F-Y von Laun, N. Sivaneswaran.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aA mechanical, strain-controlled, variable frequency loading system has been developed for cyclic testing for soft soils. The system consists of a variable speed driving system (variable speed electric motor) and a rotation/translation converter (crank and crank-shaft system). It is capable of producing a simple harmonic time history of axial strain at an infinite number of desired strain levels. The loading system is simple and can be easily fabricated at low cost. Performance of the system is verified by performing frequency sweep tests on a San Francisco Bay mud specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loading.
=650  \0$aFrequency dependence.
=650  \0$aFrequency.
=650  \0$aLoading.
=650  \0$aStrain-controlled loading.
=650  \0$aTriaxial tests.
=650  \0$aSand.
=650  14$aCyclic loading.
=650  24$aTriaxial tests.
=650  24$aFrequency.
=650  24$aLoading.
=650  24$aFrequency dependence.
=650  24$aStrain-controlled loading.
=700  1\$avon Laun, F-Y,$eauthor.
=700  1\$aSivaneswaran, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10022J.htm

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=001  GTJ10016J
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=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10016J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10016J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aWilliams, DJ.,$eauthor.
=245  14$aThe Behavior at the Shrinkage Limit of Clay Undergoing Drying /$cDJ. Williams, JW. Sibley.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aIn this paper, possible links between the shrinkage limit and distinct changes in other properties of a clay soil undergoing drying are discussed. These properties include the volumetric air content of the soil, the heat of wetting, the tensile strength, the total suction, and the thermal resistivity of the soil. The distinct changes are of interest in themselves, and possible explanations for them are briefly discussed. For soil under extremely dry conditions, more importance should perhaps be attached to using the shrinkage limit as an index to changes in soil behavior, and this topic warrants further research.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aHeat of wetting.
=650  \0$aShrinkage desiccation.
=650  \0$aShrinkage limit.
=650  \0$aTensile strength.
=650  \0$aThermal resistivity.
=650  \0$aTotal suction.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aShrinkage desiccation.
=650  24$aHeat of wetting.
=650  24$aShrinkage limit.
=650  24$aTensile strength.
=650  24$aThermal resistivity.
=650  24$aTotal suction.
=700  1\$aSibley, JW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10016J.htm

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=001  GTJ10021J
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=024  7\$a10.1520/GTJ10021J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10021J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aEwen, J.,$eauthor.
=245  14$aThe Thermal Probe-Measurement of the Thermal Conductivity and Drying Rate of Soil in the Field /$cJ. Ewen, HR. Thomas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThe thermal probe is a metal rod with an internal heating element and temperature sensor. In the field it is pushed into a predrilled hole in otherwise undisturbed soil, and the thermal properties of the soil are estimated from the temperatures recorded at intervals after a constant power is supplied to the heating element. The following are discussed in this paper: the theory behind the methods for identifying the thermal properties, the design of the probe and auxiliary equipment, the results of laboratory trials, the field testing procedures, and the results of field trials. The probe, the theory, and the testing procedures extend the application of thermal probes from their traditional use for thermal conductivity measurement beyond their more recent use for the study of the thermal stability of soil near underground power cables to the measurement of native thermal conductivity, dry thermal conductivity, and the rate at which drying fronts move within the soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrying properties.
=650  \0$aField tests.
=650  \0$aSoils.
=650  \0$aThermal conductivity.
=650  \0$aUnsaturated soil.
=650  \0$aSand.
=650  14$aSoils.
=650  24$aField tests.
=650  24$aThermal conductivity.
=650  24$aUnsaturated soil.
=650  24$aDrying properties.
=700  1\$aThomas, HR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10021J.htm

=LDR  03606nab a2200685 i 4500
=001  GTJ10028J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10028J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10028J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aAziz, MA.,$eauthor.
=245  10$aIncinerator Residue for Roads /$cMA. Aziz, SD. Ramaswamy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aA study was conducted by the authors to assess the feasibility of using incinerator residue in road construction. Residues from Singapore incinerators were characterized. Various combinations of mixes comprising local clayey-silty-sandy soil and incinerator residue with or without lime were tested for their suitability for use as road subbase/subgrade. Also, bituminous mixes comprising varying proportions of incinerator residue and granitic aggregates were tested to determine their suitability in road surfacings. This study has revealed that the incinerator residue, although inferior in quality as compared to granitic aggregates for use in dense bituminous mixes for road surfacings, has properties that justify applications in areas where high-quality aggregate is not required. The road subgrade soils can be economically stabilized by using an admixture of incinerator residue from 50 to 75% along with as low as 2.5 to 5% lime. For bituminous mixes, the optimum binder requirement of 10 to 12% makes it quite expensive. However, the use of incinerator residue as unbound base or subbase material with or without blending with natural aggregates is feasible. The incinerator residue also has the potential for use as a free-draining friction course using only 4 to 5% bitumen. Because of its compatibility to bitumen adhesion, stripping is considerably resisted.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixture.
=650  \0$aAggregate.
=650  \0$aBinders.
=650  \0$aBituminous mix.
=650  \0$aIncinerators.
=650  \0$aLime.
=650  \0$aMarshall stability.
=650  \0$aRefuse disposal.
=650  \0$aStripping.
=650  \0$aSubbase.
=650  \0$aSubgrade.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  14$aRefuse disposal.
=650  24$aBinders.
=650  24$aIncinerators.
=650  24$aAggregate.
=650  24$aBituminous mix.
=650  24$aSubbase.
=650  24$aSubgrade.
=650  24$aMarshall stability.
=650  24$aLime.
=650  24$aAdmixture.
=650  24$aStripping.
=700  1\$aRamaswamy, SD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10028J.htm

=LDR  03592nab a2200877 i 4500
=001  GTJ10020J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10020J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10020J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aReznik, YM.,$eauthor.
=245  10$aDetermination of Deformation Properties of Collapsible Soils /$cYM. Reznik.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aMechanical properties of loessial soils are the functions of their in-situ physical conditions, geological history, as well as actual load distribution at the site of interest. It is well known that the bearing capacity of loesses and loessial soils decreases with an increase in their porosity and water content. Physical and mechanical properties of soils can be determined by different laboratory and field methods. Technical and economic advantages and/or disadvantages of utilizing these methods are discussed. Field and laboratory test results are presented in tabulated form and analyzed. The paper describes the technique of plate load tests performed at three construction sites located near the city of Odessa (Soviet Union). Information obtained during the field tests was compared with results of soil tests carried out in the laboratory on hand-carved (undisturbed!) specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aDeformation modulus.
=650  \0$aDeformation.
=650  \0$aDensity.
=650  \0$aElastic properties.
=650  \0$aFailure.
=650  \0$aField test.
=650  \0$aFoundation.
=650  \0$aGroundwater.
=650  \0$aLoess.
=650  \0$aLoessial soils.
=650  \0$aPlates.
=650  \0$aSettlement.
=650  \0$aSoil layers.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  \0$aStress.
=650  \0$aSubsidence.
=650  \0$aSurcharge.
=650  \0$aTest loading.
=650  \0$aSand.
=650  14$aSoils.
=650  24$aLoess.
=650  24$aDeformation.
=650  24$aBearing capacity.
=650  24$aDeformation modulus.
=650  24$aDensity.
=650  24$aElastic properties.
=650  24$aFailure.
=650  24$aField test.
=650  24$aFoundation.
=650  24$aGroundwater.
=650  24$aLoessial soils.
=650  24$aPlates.
=650  24$aSettlement.
=650  24$aSoil layers.
=650  24$aSoil mechanics.
=650  24$aStress.
=650  24$aSubsidence.
=650  24$aSurcharge.
=650  24$aTest loading.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10020J.htm

=LDR  03269nab a2200577 i 4500
=001  GTJ102901
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102901$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102901$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aLikos, William J.,$eauthor.
=245  10$aPerformance of a Dynamic Dew Point Method for Moisture Isotherms of Clays /$cWilliam J. Likos, Ning Lu, Wentz Wenszel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aLaboratory tests were conducted to assess the performance of a dynamic equilibrium method for rapidly measuring water vapor sorption isotherms of clays and clayey soils. Emphasis was placed on quantifying temperature stability, measurement reproducibility, establishing a recommended testing protocol, and comparing dynamically generated isotherms with those obtained using a conventional equilibrium method. Adsorption-desorption loops for water activity (aw) or relative humidity ranging from 0.03 to 0.95 and containing as many as 140 discrete measurements were obtained using the dynamic method in 12-24 h. Far less intensive sorption isotherms using the equilibrium method required ~600 h (25 days). Measurement reproducibility was within 6 % of the full-scale range. Water contents measured using the dynamic method at aw less than 0.60 compared excellently with values measured using the equilibrium system and are within 10 to 15 % of the full-scale range at higher activity. Comparisons between total suction characteristic curves obtained using the dynamic system and the equilibrium system suggest a practical total suction measurement range from about 100 000 to 400 000 kPa for a wide range of clay types.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aIsotherms.
=650  \0$aSorption.
=650  \0$aSurface area.
=650  \0$aTotal suction.
=650  \0$aWater vapor.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aWater vapor.
=650  24$aSorption.
=650  24$aIsotherms.
=650  24$aSurface area.
=650  24$aClay.
=650  24$aTotal suction.
=700  1\$aLu, Ning,$eauthor.
=700  1\$aWenszel, Wentz,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102901.htm

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=001  GTJ103369
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=006  m|||||o|||||||||||
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=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103369$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103369$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aPinilla, Juan D.,$eauthor.
=245  10$aInfluence of Curing Time on the Resilient Modulus of Chemically Stabilized Soils /$cJuan D. Pinilla, Gerald A. Miller, Amy B. Cerato, Donald S. Snethen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aResearch was conducted to investigate the influence of soil properties, additive type and curing time on the resilient modulus (MR) of chemically stabilized soils. Interest in characterizing the rate of MR improvement through curing time was the primary motivation for this study. Soils stabilized with cement kiln dust and Class C fly ash were collected at five construction sites in Oklahoma. Specimens were prepared at optimum compaction parameters and tested after various curing periods; a total of 58 MR tests were performed. Properties of both soils and admixtures were evaluated in order to correlate those with the enhanced behavior of the mixed soils measured as improved MR values. Regression equations were developed so that MR evolution with time could be quantitatively described. After 28 days of curing, tested soils showed improved MR values ranging from 7 to 46 times larger than those of untreated soil. Rates of improvement were characterized using a power type regression analysis. Although data are limited, correlations between improvement rate (Rt) and raw soil properties including fines fraction, pH, and to a lesser extent, specific surface area and cation exchange capacity, indicate these factors show promise as predictors of MR improvement with time.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement kiln dust.
=650  \0$aCuring time.
=650  \0$afly ash.
=650  \0$asoil stabilization.
=650  \0$aresilient modulus.
=650  14$aSoil stabilization.
=650  24$aResilient modulus.
=650  24$aCuring time.
=650  24$aFly ash.
=650  24$aCement kiln dust.
=700  1\$aMiller, Gerald A.,$eauthor.
=700  1\$aCerato, Amy B.,$eauthor.
=700  1\$aSnethen, Donald S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103369.htm

=LDR  03321nab a2200481 i 4500
=001  GTJ103311
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103311$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103311$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRB150.F37
=082  04$a616/.0478$223
=100  1\$aGnanendran, C. T.,$eauthor.
=245  10$aAccelerated Laboratory Pavement Model Test on Cemented Base and Clay Subgrade /$cC. T. Gnanendran, J. Piratheepan, J. Ramanujam, A. Arulrajah.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aThis paper examines the pavement model test box (PMTB) testing method and its suitability for determining the stiffness modulus, fatigue and permanent deformation properties of a pavement structure constructed with a cementitiously stabilized granular base layer of 250 mm thickness and a clay subgrade layer of 330 mm thickness that are required for the design of a pavement structure involving these materials. A new laboratory PMTB test setup with extensive instrumentations to measure soil deformations and strains is presented in this paper. The suitability of this testing arrangement for determining the stiffness, fatigue and permanent deformation characteristics of a pavement structure was examined by studying the characteristics of a granular base material stabilized with 1.5 % general blend (GB) cement-flyash and a clay subgrade material. The test was continued at a frequency of 3 Hz up to 8 millions load cycles and measured horizontal tensile strain at the bottom of the stabilised base layer was used to determine the fatigue life of the stabilised layer. This study indicates that the deformation and strain measurement setups used for PMTB testing is suitable for undertaking cyclic load PMTB tests to determine the stiffness, fatigue and permanent deformation properties of the materials reliably.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlyash, fatigue, permanent deformation.
=650  \0$afatigue.
=650  \0$astabilised materials.
=650  14$aPMTB testing, stabilised materials, cyclic loading, stiffness, GB cement.
=650  24$aFlyash, fatigue, permanent deformation.
=700  1\$aPiratheepan, J.,$eauthor.
=700  1\$aRamanujam, J.,$eauthor.
=700  1\$aArulrajah, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103311.htm

=LDR  03697nab a2200541 i 4500
=001  GTJ103310
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103310$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103310$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC174.26.W28
=082  04$a531/.1133$223
=100  1\$aArulrajah, A.,$eauthor.
=245  10$aIn Situ Testing of Soft Soil at a Case Study Site with the Self-Boring Pressuremeter /$cA. Arulrajah, M. W. Bo, J. Piratheepan, M. M. Disfani.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe Changi East Reclamation Project in the Republic of Singapore involves improvement of marine clay by means of installation of prefabricated vertical drains and subsequent preloading. The in situ testing site was located in the Northern area of the project where the thickest compressible marine clay layers existed. The in situ testing site comprises of a vertical drain area where vertical drains were installed at 1.5 m square spacing and an adjacent control area without vertical drains. Both areas were preloaded with the same magnitude of preload over and above of proposed finished level. In situ tests were carried out using the self-boring pressuremeter test (SBPT) to determine especially the undrained shear strength and overconsolidation ratio of the marine clay together with some other geotechnical parameters prior to reclamation and after 23 month of preloading. In situ dissipation tests were also undertaken with the SBPT to provide a means of evaluating the in situ coefficient of consolidation due to horizontal flow (ch) and horizontal hydraulic conductivity (kh) of Singapore marine clay at Changi. Degree of consolidation was assessed 23 months after preloading using SBPTs data. The SBPT test indicates that the degree of consolidation of the vertical drain area had attained a degree of consolidation of about 80 % while the control area had attained a degree of consolidation of about 20-30 %. The ch determined by the SBPT prior to reclamation is noted to be an order of magnitude greater than the laboratory data. The kh results from SBPT in the Singapore marine clay are in the 10-9 to 10-11 m/s range.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aShear strength.
=650  \0$adissipation.
=650  \0$ahydraulic conductivity.
=650  \0$apressuremeter.
=650  14$aConsolidation.
=650  24$aDissipation.
=650  24$aHydraulic conductivity.
=650  24$aPressuremeter.
=650  24$aShear strength.
=700  1\$aBo, M. W.,$eauthor.
=700  1\$aPiratheepan, J.,$eauthor.
=700  1\$aDisfani, M. M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103310.htm

=LDR  03779nab a2200601 i 4500
=001  GTJ103353
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103353$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103353$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aZhang, Wei,$eauthor.
=245  12$aA New Technique to Measure the Trajectory of Drag Anchors in Soils /$cWei Zhang, Haixiao Liu, Haifang Zhou, Zhigang Sheng.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aDrag anchors, including the vertically loaded plate anchors, play a very important role in deepwater mooring systems. However, the behavior of the anchor has never been clearly known, especially the trajectory of the anchor in soils when pulled into the seabed. Positioning in seabed soils is especially important for drag anchors because the working performance of the anchor is closely related to the embedment depth and orientation of the anchor and the properties of the surrounding soils. Hence, studying the trajectory by analytical and experimental methods is critical for the further application of drag anchors in offshore engineering. An overview of the present trajectory measurements demonstrates that there has not been an acceptable measurement technique for laboratory model flume experiments. In this paper, a contact measurement technique, which is based on the knowledge of the motion characteristic of the drag anchor in soils, is developed and applied in measuring the trajectory of the anchor models. This technique is easier to perform and has little effect on the behavior of drag anchors in soils. The measurement precision and applicability of the technique are verified through specially-designed experiments. Being an important application, the measurement technique can be adopted to detect the movement direction of the anchor with an arbitrary fluke section. The present work has demonstrated that through model tests and employing the developed technique, the movement direction of any type of drag anchor can be effectively and easily determined.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMeasurement technique.
=650  \0$aModel experiment.
=650  \0$aMovement direction.
=650  \0$aTrajectory.
=650  \0$asoil.
=650  \0$adrag anchor.
=650  \0$avertically loaded plate anchor.
=650  14$aDrag anchor.
=650  24$aVertically loaded plate anchor.
=650  24$aVLA.
=650  24$aTrajectory.
=650  24$aSoil.
=650  24$aMovement direction.
=650  24$aMeasurement technique.
=650  24$aModel experiment.
=700  1\$aLiu, Haixiao,$eauthor.
=700  1\$aZhou, Haifang,$eauthor.
=700  1\$aSheng, Zhigang,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103353.htm

=LDR  03456nab a2200517 i 4500
=001  GTJ103355
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103355$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103355$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aGhayoomi, Majid,$eauthor.
=245  10$aCentrifuge Test to Assess the Seismic Compression of Partially Saturated Sand Layers /$cMajid Ghayoomi, John McCartney, Hon-Yim Ko.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aA new testing approach for characterization of the response of partially saturated sand layers to cyclic loading is described in this paper. The approach involves basal shaking of a soil specimen within a laminar container using a hydraulic servo-controlled shake table in a geotechnical centrifuge. Infiltration of water was used to control the profiles of matric suction and degree of saturation, and thus the effective stress state, in the partially saturated sand layer during centrifugation. At steady state infiltration, relatively uniform profiles of degree of saturation and matric suction developed with depth in the sand layer. By varying the infiltration rate, different initial unsaturated conditions were obtained for cyclic testing. Instrumentation was incorporated into the setup to measure the accelerations induced in the shake table and soil profile, surface settlements, volumetric water content profiles, and pore water pressure. Cyclic tests were performed on sand layers having degrees of saturation ranging from 0.00 to 0.55 to assess the impact of effective stress on the layer's deformation response. A nonlinear trend was observed in the variation of surface settlement with degree of saturation, with a minimum value obtained for sand having a degree of saturation of 0.28. This trend is consistent with the relationship between small strain shear modulus and degree of saturation for this sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotechnical centrifuge testing.
=650  \0$aPhysical modeling.
=650  \0$asand.
=650  \0$apartially saturated sand.
=650  \0$aseismic compression.
=650  14$aPartially saturated sand.
=650  24$aSeismic compression.
=650  24$aPhysical modeling.
=650  24$aGeotechnical centrifuge testing.
=700  1\$aMcCartney, John,$eauthor.
=700  1\$aKo, Hon-Yim,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103355.htm

=LDR  03396nab a2200541 i 4500
=001  GTJ103218
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103218$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103218$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD878.4.G7
=082  04$a628.5/5$223
=100  1\$aGriffin, Jonathon R.,$eauthor.
=245  10$aEvaluation of In Situ Characterization Techniques for Pavement Applications of Portland Cement-Stabilized Soil /$cJonathon R. Griffin, Sarah R. Jersey.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aEvaluation of the structural capacity of in-service pavements with a cement-stabilized soil layer provides a unique challenge. Properties required to assess the structural capacity include strength and stiffness of the material. Traditionally these parameters are determined from laboratory testing of samples obtained in situ. Obtaining, transporting, and testing material samples are expensive procedures often not possible due to the low strength of some stabilized blends. The U.S. Army Engineer Research and Development Center investigated the potential of implementing a series of portable tools to rapidly obtain these parameters in the field. Field tests were performed at three sites, and samples were recovered and subjected to laboratory testing. Regression analyses were used to determine the existence of linear relationships between the results of the laboratory and field testing. Statistical analyses were performed to determine the validity of applying select relationships from literature and those developed in this study. The development of a reliable evaluation procedure was hindered by the inherent variability of stabilized materials. However, the devices investigated in this study should be considered for quality control testing on new construction with portland cement-stabilized soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField testing.
=650  \0$aLaboratory testing.
=650  \0$aStabilization.
=650  \0$asoil remediation.
=650  \0$astructural evaluation.
=650  \0$amechanistic design.
=650  14$aSoil remediation.
=650  24$aStabilization.
=650  24$aStructural evaluation.
=650  24$aMechanistic design.
=650  24$aField testing.
=650  24$aLaboratory testing.
=700  1\$aJersey, Sarah R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103218.htm

=LDR  04089nab a2200637 i 4500
=001  GTJ103109
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103109$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103109$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD193
=082  04$a651.8$223
=100  1\$aAbu-Farsakh, Murad,$eauthor.
=245  10$aDevelopment of a Substructure Instrumentation System at the New I-10 Twin Span Bridge and Its Use to Investigate the Lateral Behavior of Batter Piles /$cMurad Abu-Farsakh, Sungmin Yoon, Da. Ha, W. Allen Marr, Zhongjie Zhang, Xinbau Yu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThis paper presents the development of the substructure instrumentation system that was installed at a selected pier (M19 Eastbound) of the new I-10 Twin Span Bridge for short-term and long-term health monitoring of the bridge, and its use to monitor the behavior of the pier during a lateral load test. The selected pier is supported by 24-36 in. diameter batter pile foundation. The substructure instrumentation for the M19 Eastbound pier includes sister bar strain gauges and MEMS In-Place Inclinometers (IPI) installed inside the foundation piles, triaxial accelerometers to measure lateral movements pile cap, water pressure cells to measure wave forces, tiltmeters, and corrosion meters on the pile cap rebar. A unique lateral load test was designed and conducted to investigate the lateral behavior of the pier and to assess the validity of the analysis method used to design the batter pile foundations using the FB-MultiPier software. Two high strength steel strand tendons were used to impose about 1900 kips of lateral load. The horizontal movements of the pier caps and bents were monitored using an automated survey station with prisms. The strains and deformations within the foundation piles were measured using the strain gauges and IPI inclinometers. This paper will discuss the substructure instrumentation plan and the novel approaches to preparation and design of lateral load testing of batter pile group foundation. The results of lateral load tests will be presented, discussed and compared with the predicted values using FB-MultiPier software. The soils' p-y curves were also back-calculated and presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFB-MultiPier.
=650  \0$aPile instrumentation.
=650  \0$aP-y curves.
=650  \0$aSmart bridge.
=650  \0$amonitoring system.
=650  \0$apile.
=650  \0$abattered pile foundation.
=650  \0$asubstructure monitoring system.
=650  \0$alateral load test.
=650  14$aSubstructure monitoring system.
=650  24$aLateral load test.
=650  24$aBattered pile foundation.
=650  24$aPile instrumentation.
=650  24$aFB-MultiPier.
=650  24$aP-y curves.
=650  24$aSmart bridge.
=700  1\$aYoon, Sungmin,$eauthor.
=700  1\$aHa, Da.,$eauthor.
=700  1\$aMarr, W. Allen,$eauthor.
=700  1\$aZhang, Zhongjie,$eauthor.
=700  1\$aYu, Xinbau,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103109.htm

=LDR  03101nab a2200553 i 4500
=001  GTJ103529
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103529$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103529$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.14
=082  04$a621.867$223
=100  1\$aWang, Shuying,$eauthor.
=245  12$aA Slurry Consolidation Approach to Reconstitute Low-Plasticity Silt Specimens for Laboratory Triaxial Testing /$cShuying Wang, Ronaldo Luna, Richard W. Stephenson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aSilt specimen reconstitution using a slurry consolidation approach is commonly used for laboratory testing. This paper presents a new slurry consolidation approach to reconstitute silt specimens for use in triaxial testing. Silt specimens were reconstituted in a split vacuum mold mounted on a special experimental setup. The uniformity of the reconstituted specimens was verified by measuring the water content and grain size distribution throughout the specimens. The testing program was expedited using a special sample handling technique to move the specimen from the special experimental setup to the triaxial chamber base platen. The handling process did not disturb the specimens to a measurable degree. Further, the replicas of the reconstituted specimens were verified by submitting them to basic volumetric measurements followed by static and cyclic triaxial tests. The triaxial test results reported very small differences.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSpecimen uniformity.
=650  \0$aTesting replicas.
=650  \0$aslurry consolidation.
=650  \0$aspecimen translation.
=650  \0$alow-plasticity silt.
=650  \0$areconstituted specimens.
=650  14$aLow-plasticity silt.
=650  24$aReconstituted specimens.
=650  24$aSpecimen translation.
=650  24$aSlurry consolidation.
=650  24$aSpecimen uniformity.
=650  24$aTesting replicas.
=700  1\$aLuna, Ronaldo,$eauthor.
=700  1\$aStephenson, Richard W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103529.htm

=LDR  03497nab a2200589 i 4500
=001  GTJ102520
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102520$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102520$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aCai, Guojun,$eauthor.
=245  10$aAssessment of the Coefficient of Lateral Earth Pressure at Rest (Ko) from In Situ Seismic Tests /$cGuojun Cai, Songyu Liu, Anand J. Puppala, Liyuan Tong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aThe coefficient of the earth pressure at rest (Ko) is an important soil parameter that influences shear strength, stress-strain behavior, and compressibility characteristics of both cohesive and cohesionless soils. This paper presents a research study in which the Ko values of natural soil deposits are interpreted on the basis of seismic shear wave velocity measurements made at two research sites in Jiangsu province of China. Seismic piezocone penetration tests and cross-hole seismic logging tests were performed at both sites and these results have been used in two existing Ko-shear wave velocity models for prediction of Ko. The predicted Ko at both sites are compared with values determined utilizing Jaky's formula via laboratory measured strength parameters. Certain variations between predictions and measurements are noted for soils at shallow depths, which are attributed to stress history and desiccation in these layers. Further analysis developed correction factors that accounted for both soil types and overconsolidation ratio effects. These factors can be used with original models for better interpretation of Ko for overconsolidated clays. This approach showed a reasonable match between interpreted Ko properties from both models and those that utilize laboratory test results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aEarth pressure at rest.
=650  \0$aSands.
=650  \0$aSeismic piezocone (SCPTU)
=650  \0$aShear wave velocity.
=650  \0$aSite investigation.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aEarth pressure at rest.
=650  24$aSeismic piezocone (SCPTU)
=650  24$aShear wave velocity.
=650  24$aClays.
=650  24$aSands.
=650  24$aSite investigation.
=700  1\$aLiu, Songyu,$eauthor.
=700  1\$aPuppala, Anand J.,$eauthor.
=700  1\$aTong, Liyuan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102520.htm

=LDR  03060nab a2200493 i 4500
=001  GTJ10358J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10358J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10358J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH601
=082  04$a574.875$223
=100  1\$aRobinson, RG.,$eauthor.
=245  10$aDetermination of Coefficient of Consolidation from Early Stage of Log t Plot /$cRG. Robinson, MM. Allam.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe standard curve-fitting methods, Casagrande's log t method and Taylor's root t method, for the determination of the coefficient of consolidation use the later part of the consolidation curve and are influenced by secondary compression effects. Literature shows that secondary compression is concurrent with primary consolidation and that its effect is to decrease the value of the coefficient of consolidation. If the early part of the time-compression data is used, the values obtained will be less influenced by secondary compression effects. A method that uses the early part of the log t plot is proposed in this technical note. As the influence of secondary compression is reduced, the value obtained by this method is greater than that yielded by both the standard methods. The permeability values computed from Cv (obtained from the proposed method) are more in agreement with the measured values than the standard methods showing that the effects of secondary compression are minimized. Time-compression data for a shorter duration is sufficient for the determination of Cv if the coefficient of secondary compression is not required.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDegree of consolidation.
=650  \0$apermeability.
=650  \0$acoefficient of consolidation.
=650  \0$asecondary compression.
=650  14$aCoefficient of consolidation.
=650  24$aSecondary compression.
=650  24$aDegree of consolidation.
=650  24$aPermeability.
=700  1\$aAllam, MM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10358J.htm

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=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10351J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10351J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aVanapalli, SK.,$eauthor.
=245  14$aThe Relationship Between the Soil-Water Characteristic Curve and the Unsaturated Shear Strength of a Compacted Glacial Till /$cSK. Vanapalli, DG. Fredlund, DE. Pufahl.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aSoils compacted at various "initial" water contents and to various densities should be considered as "different" soils from a soil mechanics behavioral standpoint even though their mineralogy, plasticity, and texture are the same. The engineering behavioral change from one specimen to another will vary due to differences in soil structure or aggregation. The shear strength of an unsaturated soil and the soil-water characteristic curve are dependent on soil structure or the aggregation, which in turn is dependent on the "initial" water content and the method of compaction. The laboratory preparation of specimens must, therefore, closely represent the physical conditions and the stress state conditions likely to occur in the field if a proper assessment of the shear strength parameters is to be achieved. This paper is primarily concerned with the study of the relationship between the shear strength of an unsaturated soil and its soil-water characteristic curve.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear strength.
=650  \0$aSoil structure.
=650  \0$aSoil-water characteristic curve.
=650  \0$aSuction.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aunsaturated soils.
=650  \0$astress state.
=650  14$aUnsaturated soils.
=650  24$aShear strength.
=650  24$aStress state.
=650  24$aSoil-water characteristic curve.
=650  24$aSuction.
=650  24$aSoil structure.
=700  1\$aFredlund, DG.,$eauthor.
=700  1\$aPufahl, DE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10351J.htm

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=024  7\$a10.1520/GTJ10355J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10355J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aMasad, E.,$eauthor.
=245  10$aEngineering Properties of Tire/Soil Mixtures as a Lightweight Fill Material /$cE. Masad, R. Taha, C. Ho, T. Papagiannakis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe United States Environmental Protection Agency (USEPA) estimates that over 279 million discarded tires are being added annually to the already existing stockpile of two billion tires. Current disposal and stacking methods of waste tires are not acceptable due to the possibility of fire and health hazards. Several states and the federal government have issued legislation that encourages or mandates the recycling of discarded tires. One application where shredded tires can be used is as a lightweight fill material behind retaining walls or in highway embankments over weak or compressible soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidated-drained triaxial test.
=650  \0$aOttawa sand.
=650  \0$atire chips.
=650  \0$alightweight fill.
=650  14$aOttawa sand.
=650  24$aTire chips.
=650  24$aLightweight fill.
=650  24$aConsolidated-drained triaxial test.
=700  1\$aTaha, R.,$eauthor.
=700  1\$aHo, C.,$eauthor.
=700  1\$aPapagiannakis, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10355J.htm

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=024  7\$a10.1520/GTJ10352J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10352J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.94$223
=100  1\$aKsaibati, K.,$eauthor.
=245  10$aEvaluation of Sulfate Expansion in Soil-Cements /$cK. Ksaibati, GS. Huntington.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThis paper presents the results of an evaluation of internal sulfate attack in soil-cements. Differences in rates and amounts of expansion were evaluated for several aggregate types. Sulfate expansion of soil-cement was evaluated using a modified version of ASTM Test Method for Length Change of Hardened Hydraulic Cement Mortar and Concrete (C 157) that utilized a falling weight compaction procedure and large 76 by 76 by 286-mm bars. This paper compares this new test procedure with already established means of evaluating internal sulfate expansion of soil-cement. Expansion of small 25 by 25 by 286-mm bars compacted with a hand tamper was compared to expansion of the large bars compacted by a falling weight. Some small bars were cured in lime-saturated water, while others were cured in humid air. Much better results were achieved when curing took place in water. The new large bar method simulated field expansions better than the small bars. The use of small bars cured in lime-saturated water is recommended only when results are needed quickly. Large bars cured in water are recommended whenever time permits.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCarbonates.
=650  \0$aCement-treated base.
=650  \0$aCompaction methods.
=650  \0$aCuring environments.
=650  \0$aSoil-cement.
=650  \0$aThaumasite.
=650  \0$aettringite.
=650  \0$aexpansion rates.
=650  \0$asulfate expansion.
=650  14$aSoil-cement.
=650  24$aCement-treated base.
=650  24$aSulfate expansion.
=650  24$aCarbonates.
=650  24$aExpansion rates.
=650  24$aEttringite.
=650  24$aThaumasite.
=650  24$aCompaction methods.
=650  24$aCuring environments.
=700  1\$aHuntington, GS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10352J.htm

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=024  7\$a10.1520/GTJ10356J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10356J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aLi, XS.,$eauthor.
=245  12$aA Flexible Strain Gage for Soil Testing /$cXS. Li.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aA novel strain gage for the measurement of soil deformation is introduced. The gage is based on the principle that the change in the length of a coil is linearly related to the change in its inductance. The gage measures a wide range of strains and can be easily installed on a soil specimen in any direction; therefore, it is particularly suitable for the measurement of deformations of in situ subsurface soil. This paper reports the principle and the characteristics of the gage. A discussion on further improvements is also given.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aIn situ measurement.
=650  \0$aInductance.
=650  \0$aLatex coil.
=650  \0$aQ value.
=650  \0$asoil deformation.
=650  \0$astrain gage.
=650  \0$aphase detector.
=650  14$aInductance.
=650  24$aIn situ measurement.
=650  24$aLatex coil.
=650  24$aPhase detector.
=650  24$aQ value.
=650  24$aSoil deformation.
=650  24$aStrain gage.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10356J.htm

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=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10350J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10350J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRS403
=082  04$a546$223
=100  1\$aBarbour, SL.,$eauthor.
=245  12$aA New Technique for Diffusion Testing of Unsaturated Soil /$cSL. Barbour, PC. Lim, DG. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aA technique is proposed for determining the coefficients of diffusion and adsorption for ions in unsaturated soils. The method integrates the single reservoir diffusion testing of saturated soil with the axis-translation technique for the control of matric suction. The procedure allows for the application of a net total stress and matric suction to the soil during the diffusion test. The use of this new technique to determine the coefficients of diffusion and adsorption of ions from a single test is demonstrated. The effects of the degree of saturation on the coefficients of diffusion and adsorption were evaluated on a sandy soil with water contents ranging from saturation to near the residual degree of saturation. Potassium and chloride ions were used as the primary tracers.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdsorption coefficient.
=650  \0$aUnsaturated soil.
=650  \0$ainorganic chemicals.
=650  \0$adiffusion test.
=650  \0$aeffective diffusion coefficient.
=650  14$aUnsaturated soil.
=650  24$aDiffusion test.
=650  24$aInorganic chemicals.
=650  24$aEffective diffusion coefficient.
=650  24$aAdsorption coefficient.
=700  1\$aLim, PC.,$eauthor.
=700  1\$aFredlund, DG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10350J.htm

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=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10349J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10349J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.B4
=082  04$a620$223
=100  1\$aEsaki, T.,$eauthor.
=245  10$aRigorous Theoretical Analysis of a Flow Pump Permeability Test /$cT. Esaki, M. Zhang, A. Takeshita, Y. Mitani.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aWith the growing importance of environmental issues in our society, extremely low-permeability geotechnical materials are being studied increasingly for their long-term stability and effectiveness in retarding the transport of hazardous wastes. Relatively rapid measurements of the permeability and specific storage of the materials, using relatively low hydraulic gradients, can be obtained with a constant flow pump and the corresponding theoretical analysis proposed by Morin and Olsen (1987). However, the accuracy of this method is limited because their theoretical analysis does not take into account the storage capacity of the experimental system. This paper presents a more general theoretical analysis and shows how it can be used to determine not only the permeability and specific storage of a test specimen, but also the storage capacity of the experimental system. Experimental data are presented that illustrate the accuracy and efficiency of the general theoretical analysis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite-sand mixture.
=650  \0$aEquipment compliance.
=650  \0$aFlow pump.
=650  \0$aParameter identification.
=650  \0$aPermeability test.
=650  \0$aPermeability.
=650  \0$aSpecific storage.
=650  \0$aTheoretical analysis.
=650  \0$aScience: Biology$xNatural History.
=650  14$aTheoretical analysis.
=650  24$aFlow pump.
=650  24$aPermeability test.
=650  24$aPermeability.
=650  24$aSpecific storage.
=650  24$aEquipment compliance.
=650  24$aParameter identification.
=650  24$aBentonite-sand mixture.
=700  1\$aZhang, M.,$eauthor.
=700  1\$aTakeshita, A.,$eauthor.
=700  1\$aMitani, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10349J.htm

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=024  7\$a10.1520/GTJ10357J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10357J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.C3
=082  04$a552/.58$223
=100  1\$aPassas, N.,$eauthor.
=245  10$aRock Porosity Determinations Using Particle Densities Measured in Different Fluids /$cN. Passas, C. Butenuth, MH. de Freitas, V. Bunatova.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aRock porosity, when calculated from measurements of bulk and particle rock density, is found to depend on the method used to determine these densities. The particle density, which is found experimentally, varies with the immersion fluid used; hence, the porosity determined depends on it, too. Organic fluids are recommended in standards for describing particle density for special applications; however, water is generally considered to be virtually inert when in contact with inorganic particles, particularly if the particles are composed of silicates. Thus, the results of measurements made using water as the immersion liquid are not considered to have been measurably affected by water. This paper shows that water does, in fact, alter measurably the value of silicate particle density obtained compared with measurements made using an organic fluid, viz., n-heptane. Explanations for this finding are under further consideration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMeasurement.
=650  \0$aporosity.
=650  \0$aparticle density.
=650  \0$abulk density.
=650  14$aPorosity.
=650  24$aParticle density.
=650  24$aBulk density.
=650  24$aMeasurement.
=700  1\$aButenuth, C.,$eauthor.
=700  1\$ade Freitas, MH.,$eauthor.
=700  1\$aBunatova, V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10357J.htm

=LDR  03431nab a2200649 i 4500
=001  GTJ10354J
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=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10354J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10354J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA355
=082  04$a621.8/11$223
=100  1\$aLeong, EC.,$eauthor.
=245  12$aA Device for the Measurement of Sub-Surface Ground Vibrations /$cEC. Leong, HK. Cheong, TC. Pan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA reliable measurement of free-field stress waves from transient loading has several important applications, for example, in the design of effective wave barriers to protect sensitive equipment and in the design of underground protective structures against explosive loading, to name a few. The characteristics of a stress wave are highly dependent on the energy source and the soil medium through which it propagates. A new device in place of a buried sensor is described in the present paper that can be used to measure the free-field subsurface ground vibrations in the horizontal direction. Laboratory modal analyses showed that the device has a natural frequency of about 600 Hz. For practical applications, the upper frequency limit of the device is taken as 300 Hz, which is well above the range of frequencies normally encountered in practice. Test measurements using both the device and buried sensors in residual soils from an impact load and a blast load are presented. Evaluation of the test results shows that the characteristics of the stress waves generated by these loads can be measured accurately with the device. Compared to a buried sensor, the device has the added advantages of ease of alignment to the source and ease of retrieval.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcceleration.
=650  \0$aBlast.
=650  \0$aFree-field.
=650  \0$aImpact.
=650  \0$aModal analysis.
=650  \0$aSub-surface.
=650  \0$aTesting.
=650  \0$avibration.
=650  \0$adynamic.
=650  \0$aresidual soil.
=650  14$aFree-field.
=650  24$aSub-surface.
=650  24$aVibration.
=650  24$aDynamic.
=650  24$aTesting.
=650  24$aResidual soil.
=650  24$aModal analysis.
=650  24$aImpact.
=650  24$aBlast.
=650  24$aAcceleration.
=700  1\$aCheong, HK.,$eauthor.
=700  1\$aPan, TC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10354J.htm

=LDR  03802nab a2200685 i 4500
=001  GTJ10359J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10359J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10359J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a620.198$223
=100  1\$aPincus, HJ.,$eauthor.
=245  10$aRound Two-Confined Compression :$bYoung's Modulus, Poisson's Ratio, and Ultimate Strength /$cHJ. Pincus.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aThe Institute for Standards Research interlaboratory study of rock properties has provided precision statements for two additional ASTM rock-property test methods, D 5407 (Young's modulus and Poisson's ratio) and D 2664 (ultimate strength), both in confined compression. Three types of intact rock, Barre Granite, Berea Sandstone, and Tennessee Marble, were used in this study. Data were collected for both test methods at confining pressures of 10, 25, and 40 MPa, with four replications per rock type. The rock testing was preceded by pilot testing for Young's modulus and Poisson's ratio on aluminum alloy 2024 T351, with three replications. Young's modulus and Poisson's ratio were evaluated, for both aluminum and rock, from stress-strain data for the intervals from 25-50% and 40-60% of the maximum differential stress. Seven laboratories produced pilot data, and six of these laboratories produced data on rock for this report. Both the aluminum and rock specimens were prepared at central locations and were furnished ready for testing to the participating laboratories. For both elastic moduli, the overall normalized repeatability limit ("within laboratory") for rock is about twice that for aluminum; the overall normalized reproducibility limit ("between laboratory") for rock is about the same as that for aluminum.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConfined compressive strength.
=650  \0$aConsistency statistics.
=650  \0$aInterlaboratory testing.
=650  \0$aPilot testing.
=650  \0$aPoisson's ratio.
=650  \0$aPrecision.
=650  \0$aRepeatability.
=650  \0$aReplication.
=650  \0$aReproducibility.
=650  \0$aRock properties.
=650  \0$aYoung's modulus.
=650  \0$aRock mechanics$xCongresses.
=650  \0$aSalt$xMechanical properties$xCongresses.
=650  \0$aRock salt$xCongresses.
=650  14$aInterlaboratory testing.
=650  24$aConsistency statistics.
=650  24$aPrecision.
=650  24$aRepeatability.
=650  24$aReproducibility.
=650  24$aReplication.
=650  24$aRock properties.
=650  24$aPilot testing.
=650  24$aConfined compressive strength.
=650  24$aYoung's modulus.
=650  24$aPoisson's ratio.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10359J.htm

=LDR  03028nab a2200601 i 4500
=001  GTJ10353J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10353J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10353J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE599.C9
=082  04$a551.353$223
=100  1\$aGoodings, DJ.,$eauthor.
=245  10$aModel Size Effects in Centrifuge Models of Granular Slope Instability /$cDJ. Goodings, DR. Gillette.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aTwo assumptions behind geotechnical laboratory testing are: first, that soil with grains small enough to behave as a continuum in a full-scale field situation will also behave as a continuum in a small laboratory test; and, second, that side boundary effects in a laboratory test are either negligible or, if not negligible, do not dominate behavior but are quantifiable so that a correction can be made for their effects. Data are presented here from 61 centrifuge models of slopes brought to failure to assess side boundary and grain-size effects on model behavior. Three granular soils of different grain sizes were used to build models of different scales and widths. Model slopes were brought to failure by increasing self-weight, which simulates increasing full-scale height while maintaining slope geometry. To simulate the behavior of soil with cohesion, a small negative pore pressure was applied to the soils using a vacuum.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aFailure.
=650  \0$aGrain size.
=650  \0$aGranular soil.
=650  \0$aModels.
=650  \0$aScale effects.
=650  \0$aslopes.
=650  \0$aboundary effects.
=650  \0$amodels@ granular soil.
=650  14$aSlopes.
=650  24$aFailure.
=650  24$aGrain size.
=650  24$aBoundary effects.
=650  24$aModels.
=650  24$aGranular soil.
=650  24$aCentrifuge.
=650  24$aScale effects.
=700  1\$aGillette, DR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10353J.htm

=LDR  03190nab a2200553 i 4500
=001  GTJ20150149
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150149$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150149$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTS171.8
=082  04$a686.233$223
=100  1\$aShen, H.,$eauthor.
=245  10$a3D Printing of an Instrumented DMT :$bDesign, Development, and Initial Testing /$cH. Shen, W. Haegeman, H. Peiffer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThis paper describes the design, fabrication, and initial testing of an instrumented flat dilatometer test (iDMT) device. Compared to the DMT test involving pressure readings at two fixed displacements, this device is designed to have a direct displacement-measuring system and a larger displacement range to evaluate the continuous pressure-displacement relation of a soil, which may afford an opportunity to improve the interpretation to take non-linear soil behaviors into account rather than using linear elasticity in the DMT analysis. However, technical constraints are encountered in the iDMT blade machining using traditional technologies; alternatively, a 3D printing technology is successfully applied to fabricate the iDMT blade. Then, the calibrations of the iDMT device are performed, followed by an iDMT test in conjunction with a DMT test in a calibration chamber, demonstrating that the new iDMT device can be used to investigate non-linear soil behaviors, and the 3D printing technology is proved not only to be an expedient solution but also to be used as a routine tool in improving geotechnical testing apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$a3D printing.
=650  \0$aDisplacement.
=650  \0$aInstrumented DMT.
=650  \0$aPressures.
=650  \0$aThree-dimensional printing.
=650  \0$aComputer printers.
=650  \0$aPrototypes, Engineering$xData processing.
=650  14$aDMT.
=650  24$aInstrumented DMT.
=650  24$a3D printing.
=650  24$aPressures.
=650  24$aDisplacement.
=700  1\$aHaegeman, W.,$eauthor.
=700  1\$aPeiffer, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150149.htm

=LDR  03223nab a2200541 i 4500
=001  GTJ20150076
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150076$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150076$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE579
=082  04$a620.19$223
=100  1\$aWeng, X.,$eauthor.
=245  10$aApplication of Fiber Bragg Grating Strain Sensors to a Centrifuge Model of a Jacked Pile in Collapsible Loess /$cX. Weng, Y. Zhao, Y. Lou, J. Zhan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe use of traditional sensors in a geotechnical centrifuge model test usually causes deviations in the monitoring data. This is because of the mutual interference among centrifugal field electromagnetic waves that is caused by the independent transmission lines. In recent years, the development of fiber Bragg grating (FBG) sensing technology has substantially improved the accuracy and reliability of monitoring the strain and temperature in geotechnical centrifuge model tests. This study follows a series of centrifuge model tests carried out on a 60 g-ton geocentrifuge, with FBG sensing technology used for monitoring the strain on a static pressed pile; the strain is caused by soil collapse around the pile. During the test, an improved packaging and installation method of the quasi-distributed FBG sensor system was employed to monitor the strain of a jacked pile in a loess field with immersion collapse. The model test results show that the proposed FBG-based sensor assembly monitored the strain distribution of the jacked piles effectively, proving that it is a promising solution for strain monitoring in a geotechnical centrifuge test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge model test.
=650  \0$aCollapsible loess.
=650  \0$aFBG sensor.
=650  \0$aNegative skin friction.
=650  \0$aSoil consolidation.
=650  \0$aSoil stabilization.
=650  14$aFBG sensor.
=650  24$aCentrifuge model test.
=650  24$aCollapsible loess.
=650  24$aNegative skin friction.
=700  1\$aZhao, Y.,$eauthor.
=700  1\$aLou, Y.,$eauthor.
=700  1\$aZhan, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150076.htm

=LDR  03053nab a2200493 i 4500
=001  GTJ20150017
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150017$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150017$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE33
=082  04$a550$223
=100  1\$aJha, A. K.,$eauthor.
=245  10$aGypsum-Induced Volume Change Behavior of Stabilized Expansive Soil With Fly Ash-Lime /$cA. K. Jha, P. V. Sivapullaiah.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b62
=520  3\$aAn attempt was made to study the efficiency of fly ash and lime on the volume change behavior of soil to mask the effect of gypsum. Swell and compressibility of soil mixed with 10 % fly ash and treated with various lime contents (0 %-6 %) in the absence and presence of 1 % gypsum after curing for different periods of up to 28 days were studied. It was established that an increase in lime content improved swell and compressibility in the soil-fly ash mix but that it led to rapid swelling and increased compressibility in the presence of gypsum, particularly when the specimens were not cured. Higher amounts of lime and a longer curing period were found to be essential to conquer the adverse effect of gypsum. The behavioral changes in the swell and compressibility of both specimens, with and without gypsum, were attributed to consequent alterations in the microstructure by the formation of cementitious products and the growth of ettringite crystal. It was observed that the formation of cementitious compounds with a curing period enables to the compound to overcome the adverse effect of ettringite, leading to control of undesirable volume change behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMineralogy$xEnvironmental aspects$xCongresses.
=650  14$acompressibility.
=650  24$aettringite.
=650  24$agypsum.
=650  24$aswelling.
=650  24$alime.
=650  24$amicrostructure.
=650  24$amineralogy.
=700  1\$aSivapullaiah, P. V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150017.htm

=LDR  03535nab a2200625 i 4500
=001  GTJ20150130
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150130$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150130$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aRui, R.,$eauthor.
=245  10$aInvestigation of Soil-Arching Development in Dense Sand by 2D Model Tests /$cR. Rui, A. F. van Tol, Y. Y. Xia, S. J. M. van Eekelen, G. Hu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b42
=520  3\$aA trapdoor system has frequently been used to study soil arching and its development in recent years. The load transfer in the fill of piled embankments is very similar to a trapdoor system with multiple trapdoors. There are multiple arching models described in different standards and guidelines for piled embankments that can be subdivided into three arching-model families. To study the soil-arching type and its development, a series of model tests with sand fills were carried out in a two-dimensional (2D) multi-trapdoor test setup. The tests considered four factors-the fill height, trapdoor width, pile width, and grain size of the sand-with four values for each factor. Triangular slip surfaces were found at very small deformations using the particle image velocimetry (PIV) technique. These surfaces evolved in ways that could be related to the three types of stress-distribution ratio curves, with development patterns similar to the arching families of piled embankments: (1) the rigid-model family, (2) the equal-settlement-plane-model family, and (3) the limit-equilibrium-model family. The limit-equilibrium-model family occurred in tests with narrow trapdoor widths.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aModel test.
=650  \0$aMultiple trapdoors.
=650  \0$aPiled embankments.
=650  \0$aPIV technique.
=650  \0$aSoil arching.
=650  \0$aStress-distribution ratio.
=650  \0$aTrapdoor tests.
=650  \0$aShear strength of soils$xTesting$xCongresses.
=650  \0$aShear strength of soils$xTesting.
=650  14$aTrapdoor tests.
=650  24$aSoil arching.
=650  24$aPiled embankments.
=650  24$aMultiple trapdoors.
=650  24$aModel test.
=650  24$aStress-distribution ratio.
=650  24$aPIV technique.
=700  1\$avan Tol, A. F.,$eauthor.
=700  1\$aXia, Y. Y.,$eauthor.
=700  1\$avan Eekelen, S. J. M.,$eauthor.
=700  1\$aHu, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150130.htm

=LDR  03296nab a2200613 i 4500
=001  GTJ20150118
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150118$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150118$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA160.4
=082  04$a620/.0072073$223
=100  1\$aEbrahimi-Birang, N.,$eauthor.
=245  10$aAssessment of the WP4-T Device for Measuring Total Suction /$cN. Ebrahimi-Birang, D. G. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aSoil-water characteristic curves (SWCCs) play a key role in the determination of unsaturated soil property functions for use with predictive numerical models. Most studies on the soil-water characteristic curve have been limited to the desorption branch in the low suction range (i.e., less than 1500 kPa). There is limited measured data on desorption and adsorption branches (i.e., hysteresis effects) in the high suction range. The dew-point Water PotentiaMeter (i.e., WP4-T) is a device that has been introduced into the commercial market for measuring total suction in the high suction range. The WP4-T device can reduce the time and costs associated with suction measurements in the high suction range. The performance of the WP4-T was evaluated using experimental data measured on Regina clay and Botkin silt soils. Measurements of total suction using the WP4-T device were compared with vacuum desiccator results using a range of saturated salt solutions. The results showed that the WP4-T device provides excellent results in the high suction range branches of the SWCC.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChilled mirror device.
=650  \0$aDew-point.
=650  \0$aHysteresis.
=650  \0$aSoil suction.
=650  \0$aSoil-water characteristic curve.
=650  \0$aTotal suction.
=650  \0$aWater PotentiaMeter.
=650  \0$aClay soils.
=650  \0$aShear strength of soils.
=650  14$aSoil-water characteristic curve.
=650  24$aSWCC.
=650  24$aSoil suction.
=650  24$aTotal suction.
=650  24$aHysteresis.
=650  24$aDew-point.
=650  24$aWater PotentiaMeter.
=650  24$aWP4-T.
=650  24$aChilled mirror device.
=700  1\$aFredlund, D. G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150118.htm

=LDR  03636nab a2200637 i 4500
=001  GTJ20140183
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140183$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140183$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a625.732$223
=100  1\$aMahmoudi, Y.,$eauthor.
=245  10$aExperimental Investigation on Undrained Shear Behavior of Overconsolidated Sand-Silt Mixtures :$bEffect of Sample Reconstitution /$cY. Mahmoudi, A. Cherif Taiba, M. Belkhatir, T. Schanz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aLiquefaction stability analysis using the undrained shear strength characteristics of sandy soils that are prone to liquefaction is a major challenge in geotechnical earthquake engineering. The objective of this laboratory research work was to study the combined effect of the sample reconstitution (dry funnel pluviation and wet deposition) and overconsolidation ratio (OCR = 1, 2, 4, and 8) on the undrained shear strength of medium dense (D_r = 52 %) sand-silt mixtures under undrained monotonic loading conditions. For this purpose, a series of triaxial tests were carried out on reconstituted saturated silty sand samples with fines content ranging from 0 to 40 %. The confining pressure was kept constant to 100 kPa in all tests. The obtained data showed that the dry funnel pluviated samples were more resistant than the wet deposited samples and complete static liquefaction of samples reconstituted with wet deposition method was observed for the lower overconsolidation ratios (OCR = 1, 2, and 4). The undrained shear strength decreases with the increase of fines content for dry funnel pluviation (DFP) and the inverse tendency was observed in the case of wet deposition (WD) for the range of the overconsolidation ratio under consideration (1 <= OCR <= 8).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDry funnel pluviation.
=650  \0$aFines content.
=650  \0$aLiquefaction.
=650  \0$aOverconsolidation ratio.
=650  \0$aSilty sand.
=650  \0$aWet deposition.
=650  \0$aAdmixtures.
=650  \0$aSilty sands.
=650  \0$aSubgrade (Pavements)
=650  \0$aRoads$xSubgrades.
=650  \0$aSilt loam.
=650  \0$aSoil stabilization.
=650  14$aOverconsolidation ratio.
=650  24$aSilty sand.
=650  24$aFines content.
=650  24$aLiquefaction.
=650  24$aDry funnel pluviation.
=650  24$aWet deposition.
=700  1\$aCherif Taiba, A.,$eauthor.
=700  1\$aBelkhatir, M.,$eauthor.
=700  1\$aSchanz, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140183.htm

=LDR  03582nab a2200541 i 4500
=001  GTJ20150082
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150082$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150082$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE275
=082  04$a625.8/5$223
=100  1\$aLam, Carlos,$eauthor.
=245  10$aEvaluation of Density-Measurement Methods for Construction Slurries /$cCarlos Lam.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThe density of slurries is an important quality-control parameter for many types of geotechnical works, such as slurry trenching, grouting, and bored piling. Although the working range of this parameter has been refined over the years in many standard specifications, surprisingly almost nothing has been done to improve the accuracy of the density-measurement technique. For density testing, almost all of the current standards specify the use of the conventional mud balance, although it has a measurement range far greater than what is actually needed for civil engineering works. To provide a scientific basis for the possible adoption of other measurement tools, this paper compares the performance of four different tools, namely, mud balance, digital density meter, aerometer, and pycnometer. From the results, it was found that the performance of the pycnometer depends on its measurement volume, and that the one with a nominal volume of 2 liters gives the best overall performance (measurement error <=0.001 g/cm3). The accuracy of the mud balance and the aerometer has been found to be dependent on how they are read (i.e., to the original scale division or with care to a half a division) and also on the specimen. The digital density meter, although having good overall performance, cannot be used to measure fluids containing coarse soil particles because of the small diameter of the internal vibrating U-tube. The findings of this study will find applications in geotechnical works involving the use of slurries or grouts.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite.
=650  \0$aDeep excavation.
=650  \0$aDensity.
=650  \0$aDrilled shafts.
=650  \0$aSlurries.
=650  \0$aPavements, Asphalt concrete$xAlberta$xDensity.
=650  \0$aPavements, Asphalt concrete$xAlberta$xEvaluation.
=650  \0$aPavements, Asphalt concrete$xAlberta$xDesign and construction.
=650  14$aDrilled shafts.
=650  24$aDeep excavation.
=650  24$aBentonite.
=650  24$aSlurries.
=650  24$aDensity.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150082.htm

=LDR  03397nab a2200541 i 4500
=001  GTJ20150171
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150171$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150171$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aZeng, Feitao,$eauthor.
=245  10$aUnloading Elastic Behavior of Sand in Cyclic Triaxial Tests /$cFeitao Zeng, Longtan Shao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aIn this paper, digital image technology was used in the surface-deformation measurement of soil, making it possible to monitor the axial, radial, and volumetric deformations and the deformation distribution over the entire surface of specimens in triaxial tests. A series of cyclic triaxial tests on silica powder and Fujian sand were conducted to investigate the stress-strain behavior of sand in pre-failure deformation, particularly in the unloading elastic behavior. The sand gradually tended toward the stable state of deformation after it was subjected to a certain number of cyclic loadings. The sand appeared to be entirely nonlinear elastic, with unchanged and closed hysteresis loops of the stress-strain curve. In addition, the elastic parameters-Young's modulus and Poisson's ratio-of the specimens during the unloading process of the stable state of deformation were carefully studied. The test results suggested that the unloading tangent Young's modulus of sand was determined by the stress state and void ratio but was not affected by the stress amplitude of cyclic loading. However, Young's modulus depended more definitely on the axial stress than on the lateral stress when the deviatoric stress increment was applied in the triaxial stress condition. Moreover, the unloading average Poisson's ratio was dependent on the stress state and void ratio.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic triaxial tests.
=650  \0$aDigital image technology.
=650  \0$aSand.
=650  \0$aStable state of deformation.
=650  \0$aYoung's modulus.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCyclic triaxial tests.
=650  24$aDigital image technology.
=650  24$aSand.
=650  24$aStable state of deformation.
=650  24$aYoung's modulus.
=700  1\$aShao, Longtan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150171.htm

=LDR  03091nab a2200565 i 4500
=001  GTJ20150148
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150148$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150148$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aMeshram, K.,$eauthor.
=245  10$aOn-Field Assessment of Sub-Grade Uniformity Using DCP /$cK. Meshram, H. M. Rangwala, P. Sanvaliya, H. S. Goliya.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aOne of the key parameters for the performance of a pavement is uniformity of its sub-grade. In situ assessment for the uniformity of the sub-grade is commonly carried out by measuring the density of soil mass. Measurement of the density is done by cutting a core from the soil mass. According to ASTM D6951-09 (2009) the soil density may be estimated if the soil type and moisture content are known from the dynamic cone penetrometer (DCP) penetration rate. The DCP test is a soil-penetration test that is used for the measurement of sub-grade strength. In this paper, empirical correlations were developed for estimation of in situ density of the sub-grade material from DCP penetration rate and moisture content. These relations were developed using multi-linear regression analysis for different soils, namely Black Cotton Soil, Yellow Soil, and Moorum (lateritic soil). It also developed a generalized correlation for density using a power function model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity.
=650  \0$aDynamic cone penetrometer.
=650  \0$aEmpirical correlation.
=650  \0$aMoisture content.
=650  \0$aSub-grade uniformity.
=650  \0$aPenetrometer.
=650  \0$aSoil penetration test.
=650  14$aSub-grade uniformity.
=650  24$aDynamic cone penetrometer.
=650  24$aDensity.
=650  24$aMoisture content.
=650  24$aEmpirical correlation.
=700  1\$aRangwala, H. M.,$eauthor.
=700  1\$aSanvaliya, P.,$eauthor.
=700  1\$aGoliya, H. S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150148.htm

=LDR  04066nab a2200577 i 4500
=001  GTJ20140226
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140226$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140226$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aKamalzare, Mehrad,$eauthor.
=245  10$aNew Visualization Method to Evaluate Erosion Quantity and Pattern /$cMehrad Kamalzare, Thomas F. Zimmie, Barbara Cutler, W. Randolph Franklin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThe objective of this research is to develop tools that would improve the understanding of the process of levee failure because of erosion and reduce the risk of failure. Hydraulic erosion is a complicated phenomenon and depends on many different parameters. To improve design criteria for levees, embankments, and earthen structures, the development of realistic computer models that can simulate the erosion process is necessary. Verification of these computer simulations, as with any simulation, is a necessity. In this research, a large number of physical levee erosion tests were performed at 1g and at high g's using a geotechnical centrifuge. Centrifuge tests were performed to simulate real (prototype) size levees, and thus to obtain a more realistic model. The erosion was modeled physically in detail. Conventional three-dimensional scanning was used to precisely verify the calculated dimensions of initial and final computer model geometries, but did not yield interim data or measurements of the quantity of eroded soil during the tests. A Kinect device was used to scan and evaluate the volume of eroded soil and variation of the shape of the channels as a function of time. Three-dimensional images were obtained, and variations of different parameters were plotted. Various quantities were measured as a function of time. Based on recorded videos and pictures taken during the tests, it was discovered that the Kinect results agreed well with the physical models. The Kinect is a low-cost sensor, and enables the measurement of the rate of soil erosion, which, if done at all, usually requires expensive equipment. The Kinect device was also used in the centrifuge experiments, and functioned well in the high g environment. It is believed to be the first use of a Kinect device in a centrifuge. The application of this method in other laboratory experiments was also investigated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEmbankment.
=650  \0$aErosion.
=650  \0$aGeotechnical centrifuge.
=650  \0$aOvertopping.
=650  \0$aSoil transportation.
=650  \0$aVisualization.
=650  \0$aSoil mechanics.
=650  14$aVisualization.
=650  24$aErosion.
=650  24$aSoil transportation.
=650  24$aOvertopping.
=650  24$aEmbankment.
=650  24$aGeotechnical centrifuge.
=700  1\$aZimmie, Thomas F.,$eauthor.
=700  1\$aCutler, Barbara,$eauthor.
=700  1\$aFranklin, W. Randolph,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140226.htm

=LDR  03698nab a2200541 i 4500
=001  GTJ20150138
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150138$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150138$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBenson, C. H.,$eauthor.
=245  10$aVariability of Saturated Hydraulic Conductivity Measurements Made Using a Flexible-Wall Permeameter /$cC. H. Benson, N. Yesiller.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aA study was conducted following the procedures in ASTM E691-14 (Standard Practice for Conducting an Interlaboratory Study to Determine the Precision of a Test Method) to develop a precision statement for hydraulic conductivity measurement of fine-grained soils using Method C (falling head, rising tailwater elevation) of ASTM D5084-10 (Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter). Twelve laboratories conducted tests on three replicate specimens of three fine-grained soils (9 specimens total per laboratory) from the ASTM Reference Soils Program: Soil ML (silt), Soil CL (low plasticity clay), and Soil CH (high plasticity clay). The data indicated that the measurement variability for hydraulic conductivity is modest but not negligible, and probably contributes to the spatial variability reported in past studies of hydraulic conductivity. No systematic relationships were observed between variability in hydraulic conductivity and testing time (consolidation, permeation), backpressure, B-coefficient achieved at end of consolidation, compliance with the termination criteria, or specimen compaction conditions. Many laboratories did not comply with the test standard or the supplemental instructions, which may indicate that greater oversight of geotechnical laboratories is needed via accreditation and auditing programs. Analysis of the data indicate that hydraulic conductivity can be measured using Method C of ASTM D5084 within a factor of 2 for the 10-6 cm/s range, a factor of 1.5 for the 10-8 cm/s range, and a factor of 4 for the 10-9 cm/s range.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlexible-wall permeameter.
=650  \0$aHydraulic conductivity.
=650  \0$aPrecision.
=650  \0$aRepeatability.
=650  \0$aReproducibility.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  14$aHydraulic conductivity.
=650  24$aPrecision.
=650  24$aRepeatability.
=650  24$aReproducibility.
=650  24$aFlexible-wall permeameter.
=700  1\$aYesiller, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150138.htm

=LDR  03453nab a2200613 i 4500
=001  GTJ20150049
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150049$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150049$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD535
=082  04$a532.0525$223
=100  1\$aMuszynski, M. R.,$eauthor.
=245  10$aEarth Pressure Measurements Using Tactile Pressure Sensors in a Saturated Sand During Static and Dynamic Centrifuge Testing /$cM. R. Muszynski, S. M. Olson, Y. M. A. Hashash, C. Phillips.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (20 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aThe performance of tactile pressure sensors used in centrifuge testing involving pressure measurements of laterally-spreading soils against a large, rigid, foundation element is evaluated. The tactile pressure sensor measurements were consistent with hydrostatic pressures measured by pressure transducers under most testing conditions, and agreed with at-rest geostatic pressures provided that the measurements were made against a rigid surface (i.e., no relative soil-structure movement). However, measured pressures decreased substantially under some conditions when shearing forces were transmitted to the pressure sensors. Dynamic pressures (minima and maxima pressure spikes) measured by the tactile pressure sensors differed from pressures measured by pore pressure transducers and, when uncorrected, they were considered unreliable. A dynamic pressure correction was developed to address this issue. Lastly, a comprehensive verification testing program was recommended for each unique centrifuge test configuration to improve interpretation of pressure sensor output.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge testing.
=650  \0$aEarth pressures.
=650  \0$aInstrumentation.
=650  \0$aLateral pressure measurement.
=650  \0$aLateral spreading.
=650  \0$aLiquefaction.
=650  \0$aTactile pressure sensors.
=650  \0$aLiquefaction of gases.
=650  \0$aLow temperature engineering.
=650  14$aTactile pressure sensors.
=650  24$aLateral pressure measurement.
=650  24$aEarth pressures.
=650  24$aInstrumentation.
=650  24$aCentrifuge testing.
=650  24$aLateral spreading.
=650  24$aLiquefaction.
=700  1\$aOlson, S. M.,$eauthor.
=700  1\$aHashash, Y. M. A.,$eauthor.
=700  1\$aPhillips, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150049.htm

=LDR  03422nab a2200577 i 4500
=001  GTJ20150209
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150209$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150209$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aAziz, Mubashir,$eauthor.
=245  10$aStrength and Deformation Characteristics of Degradable Granular Soils /$cMubashir Aziz, Ikuo Towhata, Muhammad Irfan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aEconomical constraints and growing infrastructure developments in hilly areas accentuate the use of weak rockfill material. These soils disintegrate with time due to physical and chemical weathering. The objective of this research was to elucidate the possible mechanisms responsible for negative aging of such granular soils and its effects on their geotechnical behavior. The engineering properties of crushed soft rocks from Japan and Pakistan were investigated through a series of consolidated drained monotonic and cyclic torsional shear tests, under both saturated and dry conditions. Tests under dry conditions represented the response of intact grains, whereas saturated conditions simulated the potential reduction in strength and stiffness due to water-induced decomposition. A degradation index based on the particle size distribution of the materials before and after the each test was used to quantify the degree of deterioration. The results under dry and saturated conditions were compared and the correlation of degradation index with strength and deformation characteristics of test materials were explored. The degradation index can be used to assess the loss of strength and stiffness of granular soils due to water-induced disintegration of grains with time, quickly in the field.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aParticle breakage.
=650  \0$aRockfill.
=650  \0$aSaturation.
=650  \0$aShear strength.
=650  \0$aTime effects.
=650  \0$aTorsional shear.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aRockfill.
=650  24$aTorsional shear.
=650  24$aSaturation.
=650  24$aTime effects.
=650  24$aParticle breakage.
=650  24$aShear strength.
=700  1\$aTowhata, Ikuo,$eauthor.
=700  1\$aIrfan, Muhammad,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150209.htm

=LDR  03322nab a2200601 i 4500
=001  GTJ20150151
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150151$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150151$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aSaba, Simona,$eauthor.
=245  10$aInfiltration Column for Studying the Lateral Swell Behavior of Expansive Clay /$cSimona Saba, Yu-Jun Cui, Jean-Dominique Barnichon, Anh Minh Tang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aInfiltration column is usually used to investigate the hydro-mechanical processes in unsaturated expansive clay. In this test, the moisture transfer is often monitored along the column during water infiltration using suction or water content probes. Nevertheless, the lateral swelling pressure developed is rarely considered. This paper describes an infiltration column for studying the lateral swell behavior of expansive clay. The column consists of a rigid cell ensuring the constant-volume condition and a hydraulic system enabling the water intake of the hosted sample. It is equipped with three types of sensors: pressure sensors, force transducers, and displacement transducers to, respectively, monitor the radial and axial swelling pressure of the sample at different positions and to check whether any axial displacement is taking place. A detailed description of the different parts of the cell is first presented. Second, analysis on the results of a test on a compacted bentonite/sand mixture allows the pertinence of such a device to be evaluated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant volume conditions.
=650  \0$aExpansive clay.
=650  \0$aInfiltration column.
=650  \0$aLocal measurement.
=650  \0$aSwelling pressure.
=650  \0$aClay.
=650  \0$aSwelling soils.
=650  \0$aExpansive clays.
=650  \0$aVolume changes.
=650  \0$aSoil suction.
=650  14$aInfiltration column.
=650  24$aExpansive clay.
=650  24$aSwelling pressure.
=650  24$aLocal measurement.
=650  24$aConstant volume conditions.
=700  1\$aCui, Yu-Jun,$eauthor.
=700  1\$aBarnichon, Jean-Dominique,$eauthor.
=700  1\$aTang, Anh Minh,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150151.htm

=LDR  03063nab a2200541 i 4500
=001  GTJ101828
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101828$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101828$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aKumar, Jyant,$eauthor.
=245  10$aPenetration Rate Effect on Miniature Cone Tip Resistance for Different Cohesionless Materials /$cJyant Kumar, K. V. S. B. Raju.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aCone penetrometer tests were carried out in a 140 mm diameter triaxial chamber by using a miniature cone of diameter 19.5 mm. The rate of cone penetration was varied from 0.01 mm/s to 0.1 mm/s. Tests were performed in (i) clean sand, (ii) silty sand, and (iii) sand added with fly ash. Two different effective vertical pressures (?v), 100 kPa and 300 kPa, were employed. It was noted that for clean and silty sand, the effect of penetration rate on the ultimate tip resistance (qcu) of the cone was found to remain only marginal. On the other hand, for sand added with 30 % fly ash, the variation in qcu values with penetration rate was found to become quite significant. The effect of penetration rate on qcu in all the cases was found to increase with a decrease in the rate of cone penetration. It was noted that with an increase in ?v, the effect of penetration rate on qcu was found to become smaller. The effect of the cone penetration rate on qcu generally reduces with an increase in the relative density of the material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetrometer test.
=650  \0$aLaboratory investigations.
=650  \0$aSand.
=650  \0$aShear strength.
=650  \0$aSilt.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aCone penetrometer test.
=650  24$aLaboratory investigations.
=650  24$aSand.
=650  24$aShear strength.
=650  24$aSilt.
=700  1\$aRaju, K. V. S. B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101828.htm

=LDR  03426nab a2200589 i 4500
=001  GTJ101712
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101712$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101712$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aLee, Woojin,$eauthor.
=245  10$aMicro-Cone Penetrometer for More Concise Subsurface Layer Detection /$cWoojin Lee, Dong-Hyun Shin, Hyung-Koo Yoon, Jong-Sub Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aAs the disturbance zone and measurement of soil properties are affected by the size of the penetrometer, a more local value may be measured by a smaller penetrometer. An ultra small Micro-Cone penetrometer with a 5 mm outer diameter is designed and manufactured to characterize soil properties with minimum disturbance during penetration tests. The tip resistance is measured by using strain gages attached near the Micro-Cone (MC) tip. A friction sleeve is adopted to effectively remove the skin friction from the tip resistance. Design concerns include the installation of strain gages, circuits, operating temperature, input voltage, penetration systems, penetration rate, sampling rate, and calibration. Application tests show that the air-clay interface, and the soil layers that consist of clay and sand are closely detected by the MC penetrometer. The cone tip resistances measured by the MC and the miniature cone with a 16 mm outer diameter are similar in clay. The strength change in sand after multiple liquefactions is clearly identified. This study shows that, with a relatively high resolution, the MC penetrometer may effectively detect the soil interface and yield the reasonable cone tip resistance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration chamber.
=650  \0$aCone tip resistance.
=650  \0$aLayer detection.
=650  \0$aLiquefaction.
=650  \0$aMicro-Cone penetrometer.
=650  \0$aMiniature cone.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aMicro-Cone penetrometer.
=650  24$aCone tip resistance.
=650  24$aLayer detection.
=650  24$aLiquefaction.
=650  24$aMiniature cone.
=650  24$aCalibration chamber.
=700  1\$aShin, Dong-Hyun,$eauthor.
=700  1\$aYoon, Hyung-Koo,$eauthor.
=700  1\$aLee, Jong-Sub,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101712.htm

=LDR  02675nab a2200505 i 4500
=001  GTJ101960
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101960$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101960$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aPrakash, K.,$eauthor.
=245  12$aA Note on the Determination of Plastic Limit of Fine-Grained Soils /$cK. Prakash, A. Sridharan, H. S. Prasanna.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aPlastic limit of fine-grained soils is conventionally determined in the laboratory by the soil thread rolling method. Many adverse comments have been recorded in the geotechnical engineering literature on the method about its reproducibility and operator dependency. The present experimental study, which is based on a well-planned and meticulously executed experimental program, critically evaluates the effect of size of the rolled soil thread on the plastic limit of fine-grained soils and the operator dependency of the results. The results have shown that if the plastic limit tests are performed by a trained operator, then consistent results can be obtained and that the effect of size of the rolled soil thread on plastic limit is negligibly small.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFall cone method.
=650  \0$aFine-grained soils.
=650  \0$aPlastic limit.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aFine-grained soils.
=650  24$aFall cone method.
=650  24$aPlastic limit.
=700  1\$aSridharan, A.,$eauthor.
=700  1\$aPrasanna, H. S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101960.htm

=LDR  03099nab a2200517 i 4500
=001  GTJ101593
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101593$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101593$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aEl Mohtar, Chadi S.,$eauthor.
=245  10$aVertical Pullout Test for Measurement of Soil-Geomembrane Interface Friction Parameters /$cChadi S. El Mohtar, Milind V. Khire.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThis paper presents a vertical pullout test (VPT) developed to measure the peak interface friction angle (?) and adhesion (a) between soil and planar geosynthetic products. The key advantages of this test are (1) relatively low capital cost for the equipment, (2) relatively simple compared to the conventional methods, (3) the setup can be relatively easily adapted by small conventional soil testing laboratories, and (4) the setup can be transported to the field for field measurement for relatively quick preliminary evaluation of soils. The testing method was evaluated by comparing the ? and a obtained from the VPT to (1) those parameters measured using a conventional soil direct shear apparatus modified to also measure interface friction between planar geomembranes and soil according to ASTM D5321-02, and (2) values published in the literature. Three coarse-grained soils and three types of geomembranes having three sample sizes were evaluated using the pullout test. The peak interface parameters obtained from the VPT were within 12 % of the values obtained from the direct shear test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear test.
=650  \0$aGeomembrane.
=650  \0$aInterface friction.
=650  \0$aVertical pullout test.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aGeomembrane.
=650  24$aInterface friction.
=650  24$aVertical pullout test.
=650  24$aDirect shear test.
=700  1\$aKhire, Milind V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101593.htm

=LDR  03427nab a2200601 i 4500
=001  GTJ102055
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102055$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102055$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aHao, J.,$eauthor.
=245  10$aDesign of a Robot and Test Procedure for the Dynamic Testing of Anchorages in a Geotechnical Centrifuge /$cJ. Hao, R. D. Neilson, A. Ivanovic, J. Li, A. J. Starkey, A. A. Rodger, M. C. R. Davies.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe design of a novel robot for the dynamic testing of ground anchorages in a geotechnical centrifuge is presented. The structure tested comprises nine pretensioned anchorages in a 3×3 array, installed in dry sand, supporting a retaining wall. The anchorages are partially threaded and have washers and nuts installed so that the amount of load can be varied by tightening the nuts against the wall. The purpose of the robot is to move to the head of anchorage during operation of the centrifuge, locate onto the nut, rotate it by a prescribed amount to change the load, disengage from the nut, and then apply an impulse to the end of the length of anchorage protruding from the wall. The resulting vibration response is measured by an accelerometer and captured by a data acquisition system for processing to investigate the effect of load on the dynamic response of the anchorage. The robot has four degrees of freedom, three linear motions, and one rotation and includes a solenoid operated impulse-generating device. The design specification and detailed structure of the robot are presented along with commissioning tests to prove the effectiveness of the system before deployment on an extensive test program.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnchorage.
=650  \0$aCentrifuge.
=650  \0$aDynamics.
=650  \0$aRobot.
=650  \0$aTesting.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aRobot.
=650  24$aCentrifuge.
=650  24$aDynamics.
=650  24$aTesting.
=650  24$aAnchorage.
=700  1\$aNeilson, R. D.,$eauthor.
=700  1\$aIvanovic, A.,$eauthor.
=700  1\$aLi, J.,$eauthor.
=700  1\$aStarkey, A. J.,$eauthor.
=700  1\$aRodger, A. A.,$eauthor.
=700  1\$aDavies, M. C. R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102055.htm

=LDR  03160nab a2200553 i 4500
=001  GTJ102051
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102051$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102051$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aNagaraj, H. B.,$eauthor.
=245  10$aCritical Evaluation of Determining Swelling Pressure by Swell-Load Method and Constant Volume Method /$cH. B. Nagaraj, M. Mohammed Munnas, A. Sridharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aFor any construction activity in expansive soils, determination of swelling pressure/heave is an essential step. Though many attempts have been made to develop laboratory procedures by using the laboratory one-dimensional oedometer to determine swelling pressure of expansive soils, they are reported to yield varying results. The main reason for these variations could be heterogeneous moisture distribution of the sample over its thickness. To overcome this variation the experimental procedure should be such that the soil gets fully saturated. Attempts were made to introduce vertical sand drains in addition to the top and bottom drains. In this study five and nine vertical sand drains were introduced to experimentally find out the variations in the swell and swelling pressure. The variations in the moisture content at middle, top, and bottom of the sample in the oedometer test are also reported. It is found that swell-load method is better as compared to zero-swell method. Further, five number of vertical sand drains are found to be sufficient to obtain uniform moisture content distribution.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aExpansive soils.
=650  \0$aHeave.
=650  \0$aSwelling pressure.
=650  \0$aVertical drains.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aExpansive soils.
=650  24$aHeave.
=650  24$aSwelling pressure.
=650  24$aVertical drains.
=700  1\$aMunnas, M. Mohammed,$eauthor.
=700  1\$aSridharan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102051.htm

=LDR  02969nab a2200529 i 4500
=001  GTJ101752
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101752$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101752$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aPolito, Carmine,$eauthor.
=245  10$aLinear Regression Models for Predicting Liquefaction during Cyclic Triaxial Testing /$cCarmine Polito.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aCyclic triaxial tests are commonly used in research and engineering practice to evaluate soil liquefaction potential and the factors that influence it. During testing it is necessary to estimate the level of loading to be applied to the specimen. This can be a difficult task unless the engineer has previously acquired a reasonable amount of experience with this type of testing. In order to provide guidance in selecting an appropriate level of loading, a series of four linear regression models have been developed to predict liquefaction in sands and soils with nonplastic silts. The models were separated by the soil type and the method of specimen preparation. These models were developed using the data from over 750 tests collected from the author's files and the literature. The validity of each model was assessed by examining the statistical parameters of the model, an analysis of residuals, and predictions made using additional data obtained from the literature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic triaxial test.
=650  \0$aLinear regression model.
=650  \0$aMoist tamping.
=650  \0$aPluviation.
=650  \0$aSlurry-deposition.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aCyclic triaxial test.
=650  24$aLinear regression model.
=650  24$aMoist tamping.
=650  24$aPluviation.
=650  24$aSlurry-deposition.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101752.htm

=LDR  03610nab a2200553 i 4500
=001  GTJ101889
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101889$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101889$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aRinehart, Robert V.,$eauthor.
=245  10$aMeasurement of Roller Compactor Induced Triaxial Soil Stresses and Strains /$cRobert V. Rinehart, Michael A. Mooney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aThe measurement of soil properties via roller compactor-integrated instrumentation has gained increased attention. Employing roller-based measurement of mechanistic soil properties for quality assurance or performance prediction has significant potential benefits. To advance the development and understanding of static and vibratory roller measurement systems, the geotechnical community must better understand soil behavior during roller loading. This paper describes the development and implementation of an experimental program to measure in-situ triaxial normal stresses and strains during static and vibratory roller passes. Field tests revealed complex triaxial stress-strain behavior with near plane-strain conditions beneath the center of the drum. The observed stress response matched well with behavior predicted by Hertzian elastic contact theory. The soil stiffness dependent drum/soil contact width plays a significant role in stress distribution and depth of influence of the roller. The influence of drum vibration and static roller weight are visible in stress and strain measured during vibratory operation. The curved drum significantly influences the induced stresses and strains. The results presented here reveal that rollers induce stresses and strains to depths approaching 2 m and that the stress state imparted by the roller is more complex than that used in resilient modulus testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContinuous compaction control.
=650  \0$aEarth pressure cell.
=650  \0$aIn-situ stress-strain measurement.
=650  \0$aInstrumented vibratory roller compactor.
=650  \0$aIntelligent compaction.
=650  \0$aVibration monitoring.
=650  \0$aCompaction.
=650  14$aIn-situ stress-strain measurement.
=650  24$aInstrumented vibratory roller compactor.
=650  24$aEarth pressure cell.
=650  24$aContinuous compaction control.
=650  24$aVibration monitoring.
=650  24$aIntelligent compaction.
=700  1\$aMooney, Michael A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101889.htm

=LDR  03818nab a2200553 i 4500
=001  GTJ101218
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101218$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101218$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aCastro-Fresno, Daniel,$eauthor.
=245  10$aDesign and Evaluation of Two Laboratory Tests for the Nets of a Flexible Anchored Slope Stabilization System /$cDaniel Castro-Fresno, Luis Lo?pez Q., Elena Blanco-Fernandez, David Zamora-Barraza.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThis paper evaluates two new tests to characterize cable nets used in slope stabilization; a concentrated load test (CLT) and a distributed load test (DLT). These tests enable engineers to obtain the stress versus displacement graph and the maximum resistance. Both test devices and test methodology have been designed by the Construction Technology Research Group (GITECO) at the University of Cantabria. These two tests have enabled the certification of two different manufacturers of cable nets, Geobrugg and Malla Talud Cantabria (MTC). The results showed that these tests provide representative results of the net resistance. To verify the effectiveness of these new tests, they have been performed with various cable nets, from which homogeneous, logical results have been obtained, which are representative of the real working conditions. When performing the distributed load test, the force was applied to a pyramid of fine gravel sacks that enabled the forces to be distributed throughout the net. With this configuration, the net was deformed, acquiring an elliptical form in the lower free area. In the concentrated load test, the force was applied through a metallic plate of 600 mm diameter that deformed the net locally. The result always showed homogeneous behavior of the different samples tested. This allowed the test to be repeated in the same conditions several times. With the results of both tests an analysis was carried out relating the net grid, the load applied, and the displacement obtained. This enabled the generation of regression functions that provided information about the resistance value and the net displacement according to the chosen grid.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCable net.
=650  \0$aLaboratory test.
=650  \0$aSimulation.
=650  \0$aSlope stabilization.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aSlope stabilization.
=650  24$aCable net.
=650  24$aLaboratory test.
=650  24$aSimulation.
=700  1\$aLo?pez Q., Luis,$eauthor.
=700  1\$aBlanco-Fernandez, Elena,$eauthor.
=700  1\$aZamora-Barraza, David,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101218.htm

=LDR  02855nab a2200493 i 4500
=001  GTJ102033
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102033$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102033$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSevi, Adam F.,$eauthor.
=245  12$aA Large-Scale Triaxial Apparatus for Prototype Railroad Ballast Testing /$cAdam F. Sevi, Louis Ge, W. Andy Take.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aShear strength and compressibility of large grain-size materials are critical parameters for the geotechnical design of road bases, rock fill embankments, and railroad sub-base. However, due to the correspondingly large scale of triaxial specimens necessary for rock-fill and railroad ballast material testing, the numbers of facilities that are capable of testing these materials are few. In this paper, a cost effective design is documented for a triaxial apparatus capable of testing prototype railroad ballast material containing particle sizes up to 63.5 mm (2.5 in.). Unique to this testing apparatus is the use of vacuum as confinement to allow an unobstructed digital image measurement of specimen volume change during testing. The specimen preparation methodology, manufacture of latex membrane, and instrumentation are also discussed. Finally, the results of a cyclical triaxial test are presented to demonstrate the quality of the testing data from this triaxial apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRailroad ballast.
=650  \0$aTriaxial testing.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aTriaxial testing.
=650  24$aRailroad ballast.
=650  24$aPIV.
=700  1\$aGe, Louis,$eauthor.
=700  1\$aTake, W. Andy,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102033.htm

=LDR  02307nab a2200505 i 4500
=001  GTJ10882J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10882J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10882J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aWijk, G.,$eauthor.
=245  14$aThe Uniaxial Strength of Rock Material /$cG. Wijk.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aUniaxial tensile and compressive strength were determined for a granite, a marble, and a sandstone. There was no statistically detectable difference between the strength values of large and small samples, although the volume ratio of the samples was 20 or more. Further, strain gage measurements taken during the compression tests on the granite revealed strength values that were remarkably independent of the unavoidable eccentricities of the sample loads.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aEccentric loading.
=650  \0$aTensile strength.
=650  \0$arock mechanics.
=650  \0$aFluid dynamics.
=650  \0$aHydrogeology.
=650  14$aRock mechanics.
=650  24$aTensile strength.
=650  24$aCompressive strength.
=650  24$aEccentric loading.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10882J.htm

=LDR  02920nab a2200565 i 4500
=001  GTJ10880J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10880J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10880J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aChaney, RC.,$eauthor.
=245  10$aEffect of Stress Concentrations on the Cyclic Behavior of Sands /$cRC. Chaney, E. Stevens, N. Sheth, E. Hencey.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aA laboratory study is presented on the effect of rigid inclusions on the observed cyclic strength of sand specimens. The test program consisted of 20 cyclic triaxial strength tests. Sixteen of these tests were conducted on specimens that had a spherical cemented sand inclusion of varying diameter located in either the middle or upper third of the specimen. The remaining four specimens were homogeneous. Results indicated that the cyclic strength of a specimen with an inclusion was increased up to a maximum of 6 to 7% over that of a corresponding homogeneous specimen at an area ratio (area of inclusion/area of specimen) of 10%. An increase in the area ratio to 25% showed a decrease in cyclic strength to a level similar to that exhibited by a homogeneous specimen. In addition, for a constant area ratio the increase in cyclic strength was shown to be greatest for a low stress ratio.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGravels.
=650  \0$aInhomogeneous.
=650  \0$aLiquefaction.
=650  \0$aTriaxial tests.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$asoil tests.
=650  14$aSoil tests.
=650  24$aLiquefaction.
=650  24$aTriaxial tests.
=650  24$aInhomogeneous.
=650  24$aGravels.
=700  1\$aStevens, E.,$eauthor.
=700  1\$aSheth, N.,$eauthor.
=700  1\$aHencey, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10880J.htm

=LDR  02405nab a2200589 i 4500
=001  GTJ10886J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10886J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10886J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590.7
=082  04$a631.4/9$223
=100  1\$aEischens, GR.,$eauthor.
=245  10$aSuggested Method for Trimming Undisturbed Samples /$cGR. Eischens.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aA method for trimming high quality test specimens is given. The method reflects the gradual improvement of trimming techniques to coincide with the increased demand for high quality testing in the private sector. A description of the equipment and of the procedure for trimming specimens is included.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExperienced technicians.
=650  \0$aQuality control.
=650  \0$aSampling.
=650  \0$aSoils.
=650  \0$aTrimming molds.
=650  \0$aUndisturbed samples.
=650  \0$aVariable speed compression machines.
=650  \0$aSoil erosion.
=650  \0$aSoil science.
=650  \0$aBodenerosion.
=650  14$aSoils.
=650  24$aSampling.
=650  24$aUndisturbed samples.
=650  24$aQuality control.
=650  24$aExperienced technicians.
=650  24$aVariable speed compression machines.
=650  24$aTrimming molds.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10886J.htm

=LDR  02519nab a2200493 i 4500
=001  GTJ10883J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10883J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10883J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aCernica, JN.,$eauthor.
=245  10$aProposed New Method for the Determination of Density of Soil in Place /$cJN. Cernica.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aA new method is proposed for determining the volume of soil samples extracted for field density tests. The method consists of replacing the extracted soil with sand poured from a graduated cylinder and determining the volume of sand required to fill the hole. In a series of trials, the proposed new method was compared to the Test for Density of Soil in Place by the Sand-Cone Method (ASTM D 1556) and the Test for Density of Soil in Place by the Rubber-Balloon Method (ASTM D 2167). Results indicated that the proposed new method yields lower percentage errors and is less sensitive to edge and surface irregularieties in the sample holes. The new method is also simpler and faster to perform than the sand cone method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aUnit weight.
=650  \0$aVolume.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$afield density.
=650  14$aSoil tests.
=650  24$aField density.
=650  24$aUnit weight.
=650  24$aVolume.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10883J.htm

=LDR  03717nab a2200685 i 4500
=001  GTJ10881J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10881J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10881J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN837
=082  04$a553.2/1$223
=100  1\$aDhowian, AW.,$eauthor.
=245  10$aConsolidation Behavior of Peats /$cAW. Dhowian, TB. Edil.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aFour peat samples, covering a wide range of fiber contents, were subjected to one-dimensional consolidation tests. The development and dissipation of excess pore water pressure, effluent outflow, and permeability were also monitored during some of the consolidation tests. The other test variables included the application of back pressure, specimen thickness, and specimen orientation. Significant compression and effluent outflow take place after the dissipation of measurable excess pore water pressure, while permeability decreases drastically during consolidation. The rate of secondary compression, after a certain time, increases with the logarithm of time before gradually decreasing until it vanishes for very large times, resulting in a new stage termed "tertiary" compression. This behavior, along with the observations of peat microstructure, supports the presence of a two-level structure for peats, possibly consisting of macropores and micropores. The rate of compression of peats depends primarily on void ratio; peat type appears to be of secondary importance. Test results provide certain insights into the nature and the mechanisms of peat consolidation. The consolidation behavior of peats is quite distinct from that of other soils and requires special considerations in laboratory testing procedures and interpretation of results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aCompression curves.
=650  \0$aConsolidation.
=650  \0$aLaboratory tests.
=650  \0$aMicrostructures.
=650  \0$aPermeability.
=650  \0$aPore water pressure.
=650  \0$aSecondary compression.
=650  \0$aSoils.
=650  \0$aTime-settlement relationship.
=650  \0$apeat.
=650  \0$aPeat$xPhysiology.
=650  \0$aPeat$xEnvironmental aspects.
=650  14$aSoils.
=650  24$aPeat.
=650  24$aConsolidation.
=650  24$aMicrostructures.
=650  24$aCompressibility.
=650  24$aSecondary compression.
=650  24$aTime-settlement relationship.
=650  24$aCompression curves.
=650  24$aPore water pressure.
=650  24$aPermeability.
=650  24$aLaboratory tests.
=700  1\$aEdil, TB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10881J.htm

=LDR  02787nab a2200649 i 4500
=001  GTJ10885J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10885J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10885J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590.7
=082  04$a631.4/9$223
=100  1\$aKovacs, WD.,$eauthor.
=245  10$aWhat Constitutes a Turn? /$cWD. Kovacs.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aThere are wide variations in physical configuration and cathead equipment among the available drill rigs used to perform the standard penetration test. Such differences may be partly responsible for variations in blow count among different drill rigs. The paper draws attention to the fact that about half of the available drill rigs use clockwise rotation of the cathead while the others use counterclockwise rotation. Depending on which direction is used, differences in the actual number of turns could be off by as much as half a turn. This difference could result in a substantial variation in the energy delivered to the sampler and in the blow count for the same soil conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlow count.
=650  \0$aCathead.
=650  \0$aDrills.
=650  \0$aEfficiency.
=650  \0$aEnergy.
=650  \0$aField tests.
=650  \0$aIn situ test.
=650  \0$aPenetration tests.
=650  \0$aSoils.
=650  \0$aSoil erosion.
=650  \0$aSoil science.
=650  \0$aBodenerosion.
=650  14$aSoils.
=650  24$aPenetration tests.
=650  24$aField tests.
=650  24$aDrills.
=650  24$aBlow count.
=650  24$aCathead.
=650  24$aEfficiency.
=650  24$aEnergy.
=650  24$aIn situ test.
=650  24$aSPT.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10885J.htm

=LDR  03065nab a2200493 i 4500
=001  GTJ101034
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101034$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101034$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aRobinson, Retnamony G.,$eauthor.
=245  10$aAnalysis of Radial Consolidation Test Data Using a log-log Method /$cRetnamony G. Robinson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aVertical drains are extensively used to accelerate the consolidation of soft clay deposits. Barron's theory is usually used to analyze this problem, in which the drainage occurs in the radial direction. The important input parameter in Barron's theory is the coefficient of radial consolidation (cr) and a rational assessment of cr is necessary for the economic design of vertical drains. While several methods exist for the determination of the coefficient of consolidation (cv) under vertical drainage, very few methods are available for the determination of cr. In this paper, a log-log method is proposed for the determination of cr from the experimental data obtained from consolidation tests under radial drainage, based on the characteristic feature observed from a log Ur versus log Tr plot for the equal strain condition. The validity of the method is evaluated by comparing the experimental data with the theory and comparing with the existing methods, such as the t method and the inflection point method. In addition, the parameters obtained based on the proposed method are used to analyze a large-scale experiment with a prefabricated vertical drain.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficient of radial consolidation.
=650  \0$aConsolidation.
=650  \0$aRadial drainage.
=650  \0$aVertical sand drains.
=650  \0$aSand.
=650  14$aConsolidation.
=650  24$aRadial drainage.
=650  24$aVertical sand drains.
=650  24$aCoefficient of radial consolidation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101034.htm

=LDR  03109nab a2200577 i 4500
=001  GTJ101703
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101703$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101703$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBoylan, Noel,$eauthor.
=245  10$aDevelopment of a Direct Simple Shear Apparatus for Peat Soils /$cNoel Boylan, Michael Long.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThis paper discusses the design and development of a new direct simple shear (DSS) apparatus for testing peat soils. The apparatus has been designed to test peat at low effective stresses, representative of its in situ condition and allow the deformation of the specimen to be monitored. This device uses particle image velocimetry (PIV) image analysis techniques to monitor the side of the peat specimen and provide an insight into the behavior of peat during shearing. A set of comparative tests on reconstituted clay have been conducted with another widely used DSS apparatus and has shown both to yield similar undrained strength ratios (su/?vc') for a range of stress levels. Application of the apparatus to peat soils is demonstrated by a set of tests on a high water content blanket bog peat. Analysis of these tests using the PIV technique reveals the complex shear strain and volumetric strain behavior of peat undergoing shearing. Identification of partial slippage of a specimen is also shown through these analyses.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect simple shear.
=650  \0$aImage analysis.
=650  \0$aLaboratory testing.
=650  \0$aOrganic soils.
=650  \0$aParticle image velocimetry.
=650  \0$aPeats.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aPeats.
=650  24$aOrganic soils.
=650  24$aDirect simple shear.
=650  24$aLaboratory testing.
=650  24$aImage analysis.
=650  24$aParticle image velocimetry.
=700  1\$aLong, Michael,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101703.htm

=LDR  03001nab a2200541 i 4500
=001  GTJ101450
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101450$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101450$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aElton, David,$eauthor.
=245  10$aResidual Fluid as a Source of Error in Bubble Point Testing /$cDavid Elton, David Hayes.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThe bubble point test (ASTM D6767) is a method of calculating the pore size distribution of geotextiles. ASTM D6767 allows a variety of wetting fluids to be used in the test. However, different fluids are found to produce different pore size distributions, even though relevant fluid properties are supposedly accounted for in the data reduction (Elton, D. J., Hayes, D. W., Adanur, S., Geotech. Test. J., Vol. 30, No. 1, 2007, pp. 9-16). The ASTM D6767 data reduction is found to be theoretically incorrect. The effect of residual wetting fluid on the pore size distribution is examined. Residual fluid is defined as fluid that remains on the walls of a previously saturated pore after the critical pressure for the fluid in the pore has been reached (after the bubble point pressure is reached). Since the phenomenon of residual fluid is not considered in ASTM D6767, it presents a source of error. Bretherton's law suggests residual fluid errors will be reduced by using fluids with a small viscosity to surface tension ratio.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBubble point test.
=650  \0$aGeotextile.
=650  \0$aPore size distribution.
=650  \0$aWashburn equation.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aGeotextile.
=650  24$aPore size distribution.
=650  24$aBubble point test.
=650  24$aD6767.
=650  24$aWashburn equation.
=700  1\$aHayes, David,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101450.htm

=LDR  03441nab a2200493 i 4500
=001  GTJ100974
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100974$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100974$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aViana da Fonseca, Anto?nio,$eauthor.
=245  12$aA Framework Interpreting Bender Element Tests, Combining Time-Domain and Frequency-Domain Methods /$cAnto?nio Viana da Fonseca, Cristiana Ferreira, Martin Fahey.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b69
=520  3\$aBender element (BE) testing is a powerful and increasingly common laboratory technique for determining the shear S-wave velocity of geomaterials. There are several advantages of BE testing, but there is no standard developed for the testing procedures or for the interpretation of the results. This leads to high degree of uncertainty and subjectivity in the interpretation. In this paper, the authors review the most common methods for the interpretation of BE tests, discuss some important technical requirements to minimize errors, and propose a practical framework for BE testing, based on the comparison of different interpretation techniques in order to obtain the most reliable value for the travel time. This new procedure consists of the application of a methodical, systematic, and objective approach for the interpretation of the results, in the time and frequency domains. The use of an automated tool enables unbiased information to be obtained regarding variations in the results to assist in the decision of the travel time. Two natural soils were tested: residual soil from Porto granite, and Toyoura sand. Specimens were subjected to the same isotropic stress conditions and the results obtained provided insights on the effects of soil type and confining stress on the interpretation of BE results; namely, the differences in testing dry versus saturated soils, and in testing uniform versus well-graded soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aShear wave velocities.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aShear wave velocities.
=650  24$aBender elements.
=650  24$aTime-domain and frequency-domain techniques.
=700  1\$aFerreira, Cristiana,$eauthor.
=700  1\$aFahey, Martin,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100974.htm

=LDR  03271nab a2200709 i 4500
=001  GTJ101636
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101636$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101636$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aCharlie, Wayne A.,$eauthor.
=245  10$aPile Settlement and Uplift in Liquefying Sand Deposit /$cWayne A. Charlie, David J. Allard, Donald O. Doehring.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aThis paper describes a test program using explosives to induce excess pore pressure in a large deposit of saturated sand supporting two friction piles (W150×18 SI wide-flange beams). Variables studied were pile settlement and uplift versus the pore pressure ratio, initial static safety factor of the piles, and peak particle velocity. Little or no vertical pile movement occurred for the tension or compression pile when the pile-soil interface pore pressure ratio (PPR) was less than 0.2 or 0.5, respectively. The tension pile with a static safety factor of 1.4 uplifted over four times the pile's width when the PPR exceeded about 0.6. The compression pile with a static safety factor of 2.7 settled 0.1 and 4 times the pile's width when the PPR exceeded about 0.6 and 0.9, respectively. Results parallel earlier model laboratory studies.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlasting.
=650  \0$aDynamic tests.
=650  \0$aEarthquake engineering.
=650  \0$aExplosives.
=650  \0$aFoundations.
=650  \0$aGround motion.
=650  \0$aLiquefaction.
=650  \0$aPile.
=650  \0$aPore pressure.
=650  \0$aSafety factors.
=650  \0$aSettlement.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aBlasting.
=650  24$aEarthquake engineering.
=650  24$aExplosives.
=650  24$aFoundations.
=650  24$aDynamic tests.
=650  24$aGround motion.
=650  24$aLiquefaction.
=650  24$aPile.
=650  24$aPore pressure.
=650  24$aSafety factors.
=650  24$aSettlement.
=650  24$aUplift.
=700  1\$aAllard, David J.,$eauthor.
=700  1\$aDoehring, Donald O.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101636.htm

=LDR  03333nab a2200589 i 4500
=001  GTJ102013
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102013$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102013$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aShukla, Sanjay Kumar,$eauthor.
=245  12$aA Simple Method for Estimating Poisson's Ratio of Geosynthetics at Zero Strain /$cSanjay Kumar Shukla, Nagaratnam Sivakugan, Sitaram Mahto.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aA theoretical expression for the Poisson's ratio of geosynthetics as a function of axial normal strain may be very useful, particularly during the initial design stage of some geosynthetic-related projects. This technical note examines the suitability of such an expression suggested by Giroud 2004 (Geotext. Geomembr., Vol. 22, No. 4, pp. 297-305) in detail, and suggests a simple approach to estimate the appropriate values of the Poisson's ratio of the geosynthetics at zero strain (?0), which are required for use of this expression. A chart is presented for this purpose, which can be used by knowing the experimental value of the Poisson's ratio of a geosynthetic at any one nonzero strain. The suggested procedure and proposed chart can equally be applied for estimating ?0 of other similar materials. Based on the limited experimental results presented in this note, the Giroud's expression is recommended for use with ?0=0.57 for the high density polyethylene (HDPE) geomembranes and ?0=1.75 for the nonwoven geotextiles, assuming that these values will not differ significantly for other similar geosynthetics, because ?0 is dependent only on the nature of material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxial strain.
=650  \0$aGeomembrane.
=650  \0$aGeosynthetic.
=650  \0$aGeotextile.
=650  \0$aLateral strain.
=650  \0$aPoisson's ratio.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aAxial strain.
=650  24$aGeomembrane.
=650  24$aGeosynthetic.
=650  24$aGeotextile.
=650  24$aLateral strain.
=650  24$aPoisson's ratio.
=700  1\$aSivakugan, Nagaratnam,$eauthor.
=700  1\$aMahto, Sitaram,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102013.htm

=LDR  03079nab a2200553 i 4500
=001  GTJ101469
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101469$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101469$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aWang, Y. H.,$eauthor.
=245  10$aCharacterizing Bond Breakages in Cemented Sands Using a MEMS Accelerometer /$cY. H. Wang, C. H. Ma, W. M. Yan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aIn this study, a microelectromechanical systems (MEMS) accelerometer, MEMSA (1-3 kHz), and a commercially available piezoelectric acoustic emission (AE) sensor, PZT (125-750 kHz), were used to capture AE responses in uncemented and cemented sands during triaxial compression tests. The AE rates measured in the cemented sands by both sensors demonstrated a similar trend and showed a strong resemblance to the stress-strain response. The bond breakages and the associated AE activities were mild at small strains and increased afterwards to initiate yielding. After the peak stress, shear banding gradually formed and the AE rate distinctly dropped. These observations suggest that a MEMS accelerometer can function as an effective AE sensor to detect the bond-breakage process in cemented sands. In addition, a PZT is more sensitive to the AE detection for cemented sands but a MEMSA starts earlier to capture AE and also continue to capture AE from the shear band at large strains while the PZT only measures a few or no AE activities.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcoustic emission.
=650  \0$aBond breakage.
=650  \0$aCemented sands.
=650  \0$aMEMS accelerometer.
=650  \0$aTriaxial test.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aMEMS accelerometer.
=650  24$aAcoustic emission.
=650  24$aCemented sands.
=650  24$aBond breakage.
=650  24$aTriaxial test.
=700  1\$aMa, C. H.,$eauthor.
=700  1\$aYan, W. M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101469.htm

=LDR  03159nab a2200601 i 4500
=001  GTJ101366
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101366$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101366$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aOlivares, Lucio,$eauthor.
=245  13$aAn Instrumented Flume to Investigate the Mechanics of Rainfall-Induced Landslides in Unsaturated Granular Soils /$cLucio Olivares, Emilia Damiano, Roberto Greco, Luigi Zeni, Luciano Picarelli, Aldo Minardo, Andrea Guida, Romeo Bernini.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThe mechanics of rainfall-induced flowslides in pyroclastic soils have yet to be completely clarified. The complexity of phenomena (rainfall-induced failure in initially unsaturated granular deposits, post-failure transition to flow-like landslide) requires the use of a well-equipped small-scale flume. To this aim, flume experiments at the Second University of Naples were performed to analyze the fundamental aspects of such phenomena. A new experimental program is now being carried out to assess the performance of a time domain reflectometry device and optical fibers as indicators of impending failure. The paper describes the instrumented flume and the procedures adopted for monitoring the major aspects of slope behavior. Our first experimental results are very promising in this respect.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlowslides.
=650  \0$aInstrumented flume.
=650  \0$aOptical fibers.
=650  \0$aPyroclastic unsaturated soil.
=650  \0$aTDR device.
=650  \0$aSoil mechanics.
=650  14$aInstrumented flume.
=650  24$aFlowslides.
=650  24$aPyroclastic unsaturated soil.
=650  24$aTDR device.
=650  24$aOptical fibers.
=700  1\$aDamiano, Emilia,$eauthor.
=700  1\$aGreco, Roberto,$eauthor.
=700  1\$aZeni, Luigi,$eauthor.
=700  1\$aPicarelli, Luciano,$eauthor.
=700  1\$aMinardo, Aldo,$eauthor.
=700  1\$aGuida, Andrea,$eauthor.
=700  1\$aBernini, Romeo,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101366.htm

=LDR  03153nab a2200589 i 4500
=001  GTJ101058
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101058$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101058$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aChapuis, Robert P.,$eauthor.
=245  10$aInterpreting Slug Tests with Large Data Sets /$cRobert P. Chapuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aPressure transducers are frequently used to monitor slug tests, and to collect a data set for height Z of water column versus time t. Direct application of the data to draw a velocity graph usually produces a wide scatter, thus limiting the usefulness of the velocity graph method. This paper proposes to interpret the data set in five steps. First, a Z(t) plot is drawn to assess the uncertainty in the Z data. Second, a limited number of data points are selected to reduce the uncertainty to about ±10 % in the velocity graph. Third, the velocity graph is drawn to obtain the hydraulic conductivity k and the piezometric error H0, if any, giving the piezometric level for the test. Fourth, the graph of ln(Z-H0) versus t is drawn to verify its linearity and check the k value of the velocity graph. Fifth, the graph of Z versus log10(t) can be used in a curve fitting process to yield directly both H0 and k, thus providing a second method to interpret the data set, which may be the only one possible when the Z(t) data are inaccurate. Examples are provided to illustrate the five steps and common problems.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMonitoring well.
=650  \0$aPermeability test.
=650  \0$aPressure transducer.
=650  \0$aRock.
=650  \0$aSlug test.
=650  \0$aSoil.
=650  \0$aVariable-head.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aPermeability test.
=650  24$aSlug test.
=650  24$aVariable-head.
=650  24$aMonitoring well.
=650  24$aPressure transducer.
=650  24$aSoil.
=650  24$aRock.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101058.htm

=LDR  03223nab a2200517 i 4500
=001  GTJ101631
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101631$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101631$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aWong, L. N. Y.,$eauthor.
=245  10$aUsing High Speed Video Imaging in the Study of Cracking Processes in Rock /$cL. N. Y. Wong, H. H. Einstein.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThis paper presents the use of a high speed video system (high speed camera) in studying the crack initiation, propagation, and coalescence in rocks. Prismatic laboratory-molded gypsum and Carrara marble specimens, which contained either a single artificial flaw or a pair of artificial flaws, were tested in uniaxial compression. The front face of the specimen was monitored by a high speed camera. By adopting an appropriate frame rate (1000 to 24 000 frames/s) and image resolution (256 by 512 to 1024 by 1024 pixels) of the high speed camera, we were able to observe the abrupt and violent cracking processes in rocks. In particular, it was possible to distinguish shear and tensile crack mechanisms, which so far was not possible and subject to many discussions in rock mechanics. Distinguishing the cracking details allowed us to record and interpret the entire cracking sequence. The aims of this paper are twofold. First, it briefly addresses the capability of the high speed camera technology to set the stage. Second, and this is the major contribution, it presents two comprehensive examples of how the interpretation of high speed videos is carried out to retrieve useful information on the cracking processes in rocks.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHigh speed camera.
=650  \0$aShear cracks.
=650  \0$aTensile cracks.
=650  \0$aUniaxial compressive loading test.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aHigh speed camera.
=650  24$aUniaxial compressive loading test.
=650  24$aTensile cracks.
=650  24$aShear cracks.
=700  1\$aEinstein, H. H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101631.htm

=LDR  03271nab a2200529 i 4500
=001  GTJ10583J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10583J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10583J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4/32/028$223
=100  1\$aBocking, KA.,$eauthor.
=245  10$aUse of the Osmotic Tensiometer to Measure Negative Pore Water Pressure /$cKA. Bocking, DG. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe osmotic tensiometer was developed to provide a method of direct measurement of tension in the pore water of soils. A study was undertaken at the University of Saskatchewan to investigate the instrument's operational characteristics and its applicability to practical engineering problems. The study covered long-term stability, response time to changes in pore water pressure, and response to changes in ambient temperature. It was found that the internal prestress pressure tended to diminish with time, probably due to leakage of the confined solute through the semipermeable membrane. However, it was possible to individually calibrate each instrument to correct for this effect. Second, the pressure response of the osmotic tensiometers indicated that a transient flow process was occurring; the equilibration time of the device was primarily a function of the configuration and materials of the unit and the compressibility of the solution in the chamber. Third, it was found that changes in ambient temperature considerably affected the internal reference pressures. These results indicate that osmotic tensiometers may be useful to measure negative pore water pressures, providing that the temperature is controlled and the pore water pressure is constant. This may restrict their usefulness to research applications.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPiezometers.
=650  \0$aPore water pressures.
=650  \0$aSuction.
=650  \0$aTensiometer.
=650  \0$asoil physics.
=650  \0$ainstrumentation.
=650  14$aSoil physics.
=650  24$aInstrumentation.
=650  24$aPore water pressures.
=650  24$aPiezometers.
=650  24$aSuction.
=700  1\$aFredlund, DG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10583J.htm

=LDR  03416nab a2200697 i 4500
=001  GTJ10584J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10584J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10584J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aAbeyesekera, RA.,$eauthor.
=245  10$aStrength Testing of Compacted Shale /$cRA. Abeyesekera, CW. Lovell, LE. Wood.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aLittle has been written about the strength testing of compacted soft rocks such as siltstones, claystones, mudstones, and shales. The behavior of one such Indiana shale, the New Providence, was examined. While the testing procedures generally follow those developed for compacted soils, there is sufficient individuality to suggest that a detailed description would be of interest. The preparation, shearing, and definition of failure parameters for triaxial specimens of this Indiana shale are described. A stress ratio between the compaction pressure and the preshear consolidation pressure is a kind of overconsolidation ratio and is a key to the stress-strain observations. Both highly overconsolidated and essentially normally consolidated experimental values are included. The effective stress failure parameters defined by maximum deviator stress are relatively insensitive to all testing variables for this single compacted and soaked shale, and the authors believe this to be the most appropriate failure criterion for nondurable shales.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBack pressure.
=650  \0$aCompacting.
=650  \0$aEffective stress parameters.
=650  \0$aFailure criteria.
=650  \0$aGradation.
=650  \0$aOverconsolidation.
=650  \0$aPore pressure.
=650  \0$aShales.
=650  \0$aSlaking.
=650  \0$aUndrained shear.
=650  \0$arock mechanics.
=650  \0$aFluid dynamics.
=650  \0$aHydrogeology.
=650  14$aRock mechanics.
=650  24$aShales.
=650  24$aSlaking.
=650  24$aCompacting.
=650  24$aBack pressure.
=650  24$aGradation.
=650  24$aUndrained shear.
=650  24$aOverconsolidation.
=650  24$aPore pressure.
=650  24$aFailure criteria.
=650  24$aEffective stress parameters.
=700  1\$aLovell, CW.,$eauthor.
=700  1\$aWood, LE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10584J.htm

=LDR  03361nab a2200637 i 4500
=001  GTJ10586J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10586J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10586J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a380.5/08 s$223
=100  1\$aPelletier, JH.,$eauthor.
=245  10$aEstimation of Consolidation Properties of Clay from Field Observations /$cJH. Pelletier, RE. Olson, JJ. Rixner.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b54
=520  3\$aAnalyses to obtain theoretical time-settlement curves for embankments typically make use of soil properties measured in the laboratory on small disturbed samples subject to strain rates and hydraulic gradients that are several orders of magnitude greater than those encountered in the field. Only analyses of well-documented case histories can demonstrate the validity of such extrapolations. Refined analyses based on detailed field observations of settlements and pore water pressures at various depths beneath the main I-295 highway embankment adjacent to the Fore River in Portland, Me., have demonstrated that: (1) the field e versus log gs curves are typically above the laboratory curves and have a sharper break at ?max; (2) cv is higher in the field than in the laboratory; (3) at this site cr/cv ranged from 1 to 2; and (4) there was a generally good correlation between field properties and reconstructed laboratory properties. At this site the large differences between strain rates and hydraulic gradients in the laboratory and the field apparently did not introduce important errors.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aFinite differences.
=650  \0$aHighway embankments.
=650  \0$aPore pressures.
=650  \0$aRadial flow.
=650  \0$aSand drains.
=650  \0$aSettlement.
=650  \0$aSoil physical properties.
=650  \0$aSanddrains.
=650  \0$aSoil mechanics.
=650  \0$aCulverts.
=650  14$aSoil physical properties.
=650  24$aConsolidation.
=650  24$aSettlement.
=650  24$aSand drains.
=650  24$aHighway embankments.
=650  24$aPore pressures.
=650  24$aRadial flow.
=650  24$aFinite differences.
=700  1\$aOlson, RE.,$eauthor.
=700  1\$aRixner, JJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10586J.htm

=LDR  02061nab a2200565 i 4500
=001  GTJ10589J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10589J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10589J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aBoyce, JR.,$eauthor.
=245  10$aDiscussion of "Minimum and Maximum Densities of Granular Materials" by G. R. Mehdiratta and G. E. Triandafilidis /$cJR. Boyce.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcceleration.
=650  \0$aDensity.
=650  \0$aDisplacement.
=650  \0$aFrequency.
=650  \0$aGranular materials.
=650  \0$aVelocity.
=650  \0$aVibratory compaction.
=650  \0$aSoil mechanics.
=650  14$aSoil mechanics.
=650  24$aVibratory compaction.
=650  24$aGranular materials.
=650  24$aDensity.
=650  24$aFrequency.
=650  24$aAcceleration.
=650  24$aVelocity.
=650  24$aDisplacement.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10589J.htm

=LDR  03463nab a2200625 i 4500
=001  GTJ10587J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10587J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10587J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aTumay, MT.,$eauthor.
=245  10$aMetal Versus Nonwoven Fiber Fabric Earth Reinforcement in Dry Sands :$bA Comparative Statistical Analysis of Model Tests /$cMT. Tumay, M. Antonini, A. Arman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aAn experimental model study to compare the efficiency of metal and nonwoven fiber fabric reinforcement in mobilizing "sand-tie interaction" was developed. Model retaining walls were constructed in a sample box, sand was pluvially deposited at predetermined relative densities by a specially designed stationary depositor, and reinforcements were placed during deposition at varying levels and concentrations to meet the requirements of a statistical experimental setup. Two phases of tests were performed. Pull-out tests for measuring the lateral reaction on the face of the retaining wall, which consisted of three strain-gage instrumented aluminum plates, were conducted in the first phase. From the results obtained in these tests a comparative statistical analysis was made. During the second phase, the reinforcements in models of reinforced-soil retaining walls were overstressed to failure by surcharging of the backfill, and a comparison of the height of backfill at failure versus the length of the reinforcement was made. It was concluded that fiber fabric has advantages over the metal reinforcement used in the construction of Reinforced Earth® structures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotechnical fabrics.
=650  \0$aModel tests.
=650  \0$aRetaining walls.
=650  \0$aSample preparation.
=650  \0$aSands.
=650  \0$aSoil physical properties.
=650  \0$aStatistical analysis.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$asoil mechanics.
=650  14$aSoil physical properties.
=650  24$aGeotechnical fabrics.
=650  24$aSands.
=650  24$aRetaining walls.
=650  24$aSoil mechanics.
=650  24$aModel tests.
=650  24$aStatistical analysis.
=650  24$aSample preparation.
=700  1\$aAntonini, M.,$eauthor.
=700  1\$aArman, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10587J.htm

=LDR  03212nab a2200685 i 4500
=001  GTJ10588J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10588J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10588J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aDakshanamurthy, V.,$eauthor.
=245  12$aA Stress-Controlled Study of Swelling Characteristics of Compacted Expansive Clays /$cV. Dakshanamurthy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe swelling characteristics of statically compacted expansive clays subjected to given isotropic and anisotropic stress conditions were investigated with a triaxial cell apparatus. A unique relationship was found between maximum volumetric swelling and mean normal stresses. From this relationship one can determine a null swelling pressure that will cause neither swelling nor compression or consolidation or both. It was also determined that the maximum axial and radial swelling decrease exponentially with increase in mean normal stress; this relationship is dependent on the principal stress ratio. The swelling ratio (defined as the ratio of axial swelling to radial swelling) was found to decrease with time allowed for swelling, reaching an equilibrium value termed the equilibrium swelling ratio, which is a function of the boundary loading conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aAxial swelling.
=650  \0$aExpansion.
=650  \0$aIsotropy.
=650  \0$aNormal stress.
=650  \0$aPrincipal stress.
=650  \0$aRadial swelling.
=650  \0$aSwelling ratio.
=650  \0$aTriaxial tests.
=650  \0$aVolumetric swelling.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$aswelling pressure.
=650  14$aSoil tests.
=650  24$aSwelling pressure.
=650  24$aTriaxial tests.
=650  24$aNormal stress.
=650  24$aExpansion.
=650  24$aIsotropy.
=650  24$aAnisotropy.
=650  24$aPrincipal stress.
=650  24$aVolumetric swelling.
=650  24$aAxial swelling.
=650  24$aRadial swelling.
=650  24$aSwelling ratio.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10588J.htm

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=024  7\$a10.1520/GTJ10585J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10585J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aSture, S.,$eauthor.
=245  10$aFluid Cushion Truly Triaxial or Multiaxial Testing Device /$cS. Sture, CS. Desai.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1979.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThe derivation of the constitutive relations of soils requires a testing facility that can apply a homogeneous and nearly ideal set of controlled boundary conditions to a specimen. A new multiaxial cubical test apparatus is described. It uses fluid or pneumatically pressurized flexible cushions to transmit a three-dimensional, independently controlled, and compressive stress state to a 102-mm (4-in.) specimen of geologic material. The deformations in three orthogonal directions are detected by a set of linear variable differential transformers. Flexible cushions allow nearly unrestrained deformations in the specimen. The deformations are uniform even at large strains. The specimen preparation and apparatus assembly procedures are straightforward. The simplicity of the multiaxial cubical cell and its easy operating procedures are emphasized. Typical stress-strain curves for straight-line stress paths are discussed. The apparatus appears to operate especially well at low stress levels.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aConstitutive behavior.
=650  \0$aLaboratory tests.
=650  \0$aPore water pressures.
=650  \0$aSands.
=650  \0$aShear strength.
=650  \0$aSoil mechanics.
=650  \0$aStress-strain curves.
=650  \0$aTriaxial tests.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$asoil tests.
=650  14$aSoil tests.
=650  24$aSands.
=650  24$aClays.
=650  24$aTriaxial tests.
=650  24$aLaboratory tests.
=650  24$aConstitutive behavior.
=650  24$aStress-strain curves.
=650  24$aShear strength.
=650  24$aPore water pressures.
=650  24$aSoil mechanics.
=700  1\$aDesai, CS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10585J.htm

=LDR  03252nab a2200613 i 4500
=001  GTJ100213
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100213$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100213$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aCinicioglu, O.,$eauthor.
=245  12$aA New Centrifugal Testing Method :$bDescending Gravity Test /$cO. Cinicioglu, D. Znidarcic, H-Y Ko.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThis paper presents a new centrifugal testing method that has been developed to observe the effects of void ratio and overconsolidation ratio on the generation of undrained shear strength in cohesive soils. This new method provides soil profiles of constant overconsolidation ratio and varying void ratio throughout the sample profile. Combinations of this method with various in situ shear strength tests such as the cone penetration test and the vane shear test constitutes a new methodology which is named the "descending gravity test" (DGT). When DGT is repeated for different acceleration levels during centrifuge testing, it provides the void ratio-undrained shear strength relationship for various magnitudes of overconsolidation ratio. Therefore it renders the observation of the uncoupled effects of void ratio and overconsolidation ratio on the generation of shear strength feasible. Additionally the method requires the unloading of the clay cake, and since swelling of a sample is more rapid than its consolidation the test takes a relatively short time, hence the method is efficient.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aClay.
=650  \0$aModeling.
=650  \0$aOverconsolidation ratio.
=650  \0$aShear strength.
=650  \0$aVane shear.
=650  \0$aVoid ratio.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aCentrifuge.
=650  24$aModeling.
=650  24$aVoid ratio.
=650  24$aOverconsolidation ratio.
=650  24$aShear strength.
=650  24$aClay.
=650  24$aCpt.
=650  24$aVane shear.
=700  1\$aZnidarcic, D.,$eauthor.
=700  1\$aKo, H-Y,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100213.htm

=LDR  03131nab a2200565 i 4500
=001  GTJ14004
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14004$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14004$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQK871
=082  04$a581.1/1$223
=100  1\$aFeuerharmel, C.,$eauthor.
=245  14$aThe Use of Filter-Paper and Suction-Plate Methods for Determining the Soil-Water Characteristic Curve of Undisturbed Colluvium Soils /$cC. Feuerharmel, WYY Gehling, AVD Bica.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe relationship between matric or total suction and gravimetric water content, volumetric water content, or degree of saturation is denoted as the soil-water characteristic curve. This relationship has been widely used for predicting the engineering behavior of unsaturated soils. Residual and colluvium soils from tropical and subtropical regions often show bimodal-shaped soil-water characteristic curves, indicating that both micropores and macropores present in these soils govern the inflow and outflow of water. The objective of this paper is to discuss testing methods adequate for obtaining soil-water characteristic curves of bimodal shape, particularly by the combined use of the suction-plate method (suction < 10 kPa) and the filter-paper method (5 kPa < suction < 30 000 kPa). The soil-water characteristic curves of two undisturbed colluvium soils from Southern Brazil are then presented to highlight the application of those methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFilter-paper method.
=650  \0$aMatric suction.
=650  \0$aSoil-water characteristic curve.
=650  \0$aSuction-plate method.
=650  \0$aUnsaturated soil.
=650  \0$aPlant-water relationships.
=650  \0$ametabolism.
=650  \0$aSoil.
=650  14$aUnsaturated soil.
=650  24$aSoil-water characteristic curve.
=650  24$aMatric suction.
=650  24$aFilter-paper method.
=650  24$aSuction-plate method.
=700  1\$aGehling, WYY,$eauthor.
=700  1\$aBica, AVD,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14004.htm

=LDR  02044nab a2200529 i 4500
=001  GTJ100382
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100382$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100382$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aLee, J-S,$eauthor.
=245  10$aDiscussion "Measuring Shear Wave Velocity Using Bender Elements" by Leong, E. C., Yeo, S. H., and Rahardjo, H. /$cJ-S Lee, J. Carlos Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aCross correlation.
=650  \0$aFirst arrival.
=650  \0$aResonant frequency.
=650  \0$aShear wave.
=650  \0$aShear (Mechanics)
=650  \0$aDeformations (Mechanics)
=650  14$aBender elements.
=650  24$aCross correlation.
=650  24$aFirst arrival.
=650  24$aResonant frequency.
=650  24$aShear wave.
=700  1\$aCarlos Santamarina, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100382.htm

=LDR  03911nab a2200565 i 4500
=001  GTJ100221
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100221$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100221$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE251.5
=082  04$a625.8$223
=100  1\$aAnhDan, LQ.,$eauthor.
=245  10$aEvaluation of Quasi-Elastic Properties of Gravel Using a Large-Scale True Triaxial Apparatus /$cLQ. AnhDan, J. Koseki, T. Sato.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aIn order to investigate the anisotropy in the deformation characteristics of gravel, a large-scale true triaxial apparatus that can control three principal stresses independently has been newly developed. One of the two horizontal stresses is applied by means of rigid vertical platens that confine the specimen, to induce a uniform horizontal strain over the height of the specimen in that one direction. A set of local deformation transducers and proximity transducers are used to measure strains to minimize the effects of specimen corners, bedding error, and system compliance. Specimens have a prismatic rectangular shape with dimensions of 50 cm high and 25 cm × 22 cm in cross section. Using this apparatus, a couple of tests were conducted on gravel specimens prepared by manual compaction at a water content of 5.5% to reach dry densities of 2.0 and 2.2 g/cm3. At several stress states, during isotropic compression and subsequent triaxial loading, vertical and horizontal loading cycles of a very small stress amplitude were applied to evaluate the quasi-elastic deformation properties. The test results show that the small-strain quasi-elastic Young's modulus in a given direction is essentially a unique function of the normal stress in the same direction, regardless of the density of the specimen. Although this is contrary to some of the well-established models used in practice, it is consistent with results of relevant laboratory tests by others. Small-strain quasi-elastic vertical and horizontal Young's moduli exhibited effects of inherent and stress state-induced anisotropies. Performing cyclic loading tests of successively increased the stress amplitude, strain-level dependency of the equivalent Young's modulus and hysteretic damping ratio in both the vertical and horizontal directions was obtained.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aDamping.
=650  \0$aDegradation.
=650  \0$aGravel.
=650  \0$aLarge-scale true triaxial apparatus.
=650  \0$aYoung's modulus.
=650  \0$aModulus of elasticity.
=650  14$aLarge-scale true triaxial apparatus.
=650  24$aGravel.
=650  24$aAnisotropy.
=650  24$aYoung's modulus.
=650  24$aDegradation.
=650  24$aDamping.
=700  1\$aKoseki, J.,$eauthor.
=700  1\$aSato, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100221.htm

=LDR  03230nab a2200553 i 4500
=001  GTJ14104
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14104$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14104$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA276.8
=082  04$a519.544$223
=100  1\$aSreedeep, S.,$eauthor.
=245  10$aNonlinear Curve-Fitting Procedures for Developing Soil-Water Characteristic Curves /$cS. Sreedeep, DN. Singh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aMeasurement of soil suction for developing soil-water characteristic curve, SWCC, is a laborious and time-consuming task. On the other hand, commercially available databases that employ empirical fitting functions or the estimation algorithms for establishing the SWCC are quite costly and hence, beyond the reach of many. In such a situation, application of two simple nonlinear curve-fitting procedures (viz., a spreadsheet based program, SBP, and Levenberg-Marquardt Algorithm, LMA) for developing the drying SWCC was investigated. The utility and efficiency of these fitting procedures have been demonstrated by comparing the results vis-a?-vis those obtained from a dewpoint potentiameter, WP4, and a knowledge-based database, KBD. In addition to this, efforts were made to develop correlations between the parameters used in the SWCC fitting functions and the physical properties of the soil, which can be determined quite easily by conducting routine laboratory tests. It has been demonstrated that these correlations can be used very efficiently for indirect estimation of the SWCC of the fine-grained soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEstimation.
=650  \0$aLaboratory investigations.
=650  \0$aPhysical properties.
=650  \0$aSoil suction.
=650  \0$aSoil-water characteristic curve (SWCC)
=650  \0$aEstimation theory.
=650  \0$aElectrical engineering Mathematics.
=650  \0$aSignal processing.
=650  14$aSoil suction.
=650  24$aSoil-water characteristic curve (SWCC)
=650  24$aPhysical properties.
=650  24$aLaboratory investigations.
=650  24$aEstimation.
=700  1\$aSingh, DN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14104.htm

=LDR  03110nab a2200577 i 4500
=001  GTJ100201
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100201$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100201$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aLong, M.,$eauthor.
=245  10$aUse of a Downhole Block Sampler for Very Soft Organic Soils /$cM. Long.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aTechniques required to successfully obtain downhole block samples of typical very soft high plasticity organic clay from Ireland are described. The vane shear strength of the material is as low as 4 kPa. These included using a sampler penetration rate three times faster than normally adopted. Comparisons are made between the results of laboratory tests on Sherbrooke block samples, on two fixed piston tube samplers, and on a continuous sampler. In addition idealized tube sampling strains were imposed on block sample specimens prior to shearing (ideal sampling approach). Both approaches confirmed that the material studied could not survive tube sampling undamaged, unlike the findings of a recent study in the Netherlands on Dutch organic soil. Tube sampling was found to have a more significant effect on triaxial test parameters that on those from the one-dimensional compression testing, where the behavior of the block sample specimens and those from one of the two tube samplers were similar to in situ response. Increasing levels of disturbance were associated with progressively more dilatant behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDisturbance.
=650  \0$aIn situ behavior.
=650  \0$aLaboratory tests.
=650  \0$aOrganic soil.
=650  \0$aSampling.
=650  \0$aSilts.
=650  \0$aSoft clays.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aSoft clays.
=650  24$aSilts.
=650  24$aOrganic soil.
=650  24$aSampling.
=650  24$aDisturbance.
=650  24$aLaboratory tests.
=650  24$aIn situ behavior.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100201.htm

=LDR  02925nab a2200565 i 4500
=001  GTJ100024
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100024$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100024$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTR267
=082  04$a775$223
=100  1\$aDong, W.,$eauthor.
=245  10$aImage Processing Technique for Determining the Concentration of a Chemical in a Fluid-Saturated Porous Medium /$cW. Dong, APS Selvadurai.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThis paper presents a color visualization-based image processing technique for the quantitative determination of a chemical dye concentration in a fluid-saturated porous column composed of glass beads. In this image processing technique, an image filter is designed by taking into account the porous structure of the medium and color characteristics of both the fluid and the solid particles to extract the color representation of the dye solution in pore space, which enables the image quantification. A comparison of experimental results with analytical and numerical simulations illustrates the efficiency and accuracy of the image processing method for determining the chemical concentrations in the porous medium.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnalytical and numerical simulations.
=650  \0$aImage filtering.
=650  \0$aImage processing.
=650  \0$aImage quantification.
=650  \0$aTransport in porous column.
=650  \0$aTruecolor image.
=650  \0$aImage processing$vDigital techniques.
=650  \0$aPhotography$vDigital techniques.
=650  14$aImage processing.
=650  24$aImage filtering.
=650  24$aImage quantification.
=650  24$aTruecolor image.
=650  24$aTransport in porous column.
=650  24$aAnalytical and numerical simulations.
=700  1\$aSelvadurai, APS,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100024.htm

=LDR  03059nab a2200541 i 4500
=001  GTJ100225
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100225$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100225$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD426
=082  04$a628.5/5$223
=100  1\$aZhang, G.,$eauthor.
=245  10$aLarge-scale Apparatus for Monotonic and Cyclic Soil-Structure Interface Test /$cG. Zhang, J-M Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aA large-scale direct shear test apparatus was developed to investigate the monotonic and cyclic behavior of a soil-structure interface. The apparatus provides a constant sample size 50 cm in length and 36 cm in width. Three kinds of normal boundary conditions, namely, constant normal stress, constant normal stiffness, and constant normal displacement, can be directly applied on the interface with high accuracy. The apparatus is equipped with an automated loading system with capacity up to 200 kN in both directions. The stress and displacement of the interface can be automatically measured with the apparatus. In addition, the movement and crushing of soil particles near the structure can be observed and recorded. Therefore, this apparatus is suitable for monotonic and cyclic tests of the interface between structure and gravelly soil. The effectiveness of this apparatus was confirmed by tests of the interface between structure and gravel. The test results show that the steel-gravel interface exhibits significant change in the physical state and volumetric strain due to shear application.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus.
=650  \0$aInterface.
=650  \0$aMechanical behavior.
=650  \0$aSoil-structure interaction.
=650  \0$aTest.
=650  \0$aPorosity.
=650  \0$aSoil.
=650  14$aInterface.
=650  24$aSoil-structure interaction.
=650  24$aTest.
=650  24$aApparatus.
=650  24$aMechanical behavior.
=700  1\$aZhang, J-M,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100225.htm

=LDR  03296nab a2200553 i 4500
=001  GTJ12553
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12553$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12553$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG325.6
=082  04$a624.253$223
=100  1\$aKim, D-Y,$eauthor.
=245  10$aDevelopment of a Direct Shear Apparatus with Rock Joints and Its Verification Tests /$cD-Y Kim, B-S Chun, J-S Yang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA new direct shear apparatus for natural rock joints and artificial joints has been developed that can achieve constant normal stress (CNS), constant normal load (CNL), and infinite normal stiffness (INS). The CNS condition during shear is maintained by changing the normal load corresponding to a reduced contact area with shear displacements. The deformation of the apparatus due to normal loading is excluded in order to obtain the pure displacement of the specimen. The deformation of the apparatus due to shear loading included in the total displacement is also minimized by measuring the relative displacement between the upper and lower shear boxes. Four degrees of freedom are employed in this study: two transitional motions of the upper and lower shear boxes and two rotational motions of the upper shear box. A series of tests for CNS, CNL, and INS conditions have been performed to verify the accuracy of the control system for the same roughness. Other tests have also been performed on saw-tooth joints with asperities having inclinations of 16.7°  and 26.6° , and JRC values of 10 and 15 were obtained from the tests, respectively. The maximum dilation angle occurs at peak shear strength, which shows a good agreement with Barton's model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAsperity.
=650  \0$aConstant normal stress condition.
=650  \0$aDirect shear apparatus.
=650  \0$aJoint.
=650  \0$adirect shear.
=650  \0$aDirect shear tests.
=650  \0$astiffness.
=650  14$aDirect shear apparatus.
=650  24$aJoint.
=650  24$aConstant normal stress condition.
=650  24$aStiffness.
=650  24$aAsperity.
=700  1\$aChun, B-S,$eauthor.
=700  1\$aYang, J-S,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12553.htm

=LDR  03614nab a2200577 i 4500
=001  GTJ100183
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100183$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100183$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aFox, PJ.,$eauthor.
=245  10$aLarge Dynamic Direct Shear Machine for Geosynthetic Clay Liners /$cPJ. Fox, CJ. Nye, TC. Morrison, JG. Hunter, JT. Olsta.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aA large direct shear machina for static and dynamic shear strength testing of geosynthetic clay liners (GCLs) and GCL liner systems is described. The machine tests rectangular GCL specimens measuring 305 × 1067 mm and has a maximum shear displacement of 254 mm, which is sufficiently large to allow for the measurement of residual or near-residual shear strengths in most cases. The basic design concept for the device is to shear a GCL specimen between a bidirectional pullout plate and a stationary reaction plate, each covered with an aggressive gripping surface. The pullout plate is driven by a computer-controlled hydraulic actuator. The maximum normal stress is 2000 kPa, the maximum shear stress is 750 kPa, and the shearing system is capable of imposing general stress-controlled or displacement-controlled dynamic loading to a test specimen. The actuator has a maximum frequency of 4 Hz for sinusoidal loading with a displacement amplitude of 25 mm. The maximum displacement rate for burst loading (i.e., single thrust) at zero force is 1 m/s. The paper describes four main components of the machine: (1) the shearing system; (2) the normal stress and vertical displacement measurement system; (3) the specimen hydration system; and (4) the process control and data acquisition system. The performance of the machine is illustrated using displacement-controlled test data for the static and cyclic internal shear strength of a hydrated needle-punched GCL.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite.
=650  \0$aDirect shear test.
=650  \0$aDynamic loading.
=650  \0$aGeosynthetic clay liner.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aGeosynthetic clay liner.
=650  24$aBentonite.
=650  24$aShear strength.
=650  24$aDynamic loading.
=650  24$aDirect shear test.
=700  1\$aNye, CJ.,$eauthor.
=700  1\$aMorrison, TC.,$eauthor.
=700  1\$aHunter, JG.,$eauthor.
=700  1\$aOlsta, JT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100183.htm

=LDR  02802nab a2200565 i 4500
=001  GTJ10545J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10545J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10545J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aFelice, CW.,$eauthor.
=245  10$aDynamic High Stress Experiments on Soil /$cCW. Felice, ES. Gaffney, JA. Brown, JM. Olsen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe split-Hopkinson pressure bar (SHPB) technique has been adapted to measure the dynamic response of soil to impulse loads. The experimental technique is relatively simple and can investigate soil response in regimes beyond the capabilities of current equipment used for dynamic soil laboratory investigations. Soils have several characteristics that must be considered in designing a SHPB experiment and evaluating the data (for example, low wave speeds, nonlinear hysteretic behavior, and low unconfined compressive strength compared to the applied loads). Insight has been gained as to how these factors affect experimental accuracy and data reliability. It has been shown that the experimental assumptions can be satisfied and that the experimental results can be replicated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic response.
=650  \0$aHopkinson bar.
=650  \0$aSoils.
=650  \0$aUniaxial strain.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$astrain rate.
=650  14$aDynamic response.
=650  24$aHopkinson bar.
=650  24$aStrain rate.
=650  24$aUniaxial strain.
=650  24$aSoils.
=700  1\$aGaffney, ES.,$eauthor.
=700  1\$aBrown, JA.,$eauthor.
=700  1\$aOlsen, JM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10545J.htm

=LDR  03665nab a2200577 i 4500
=001  GTJ10543J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10543J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10543J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRM666.D56
=082  04$a615/.783$223
=100  1\$aSzymoniak, T.,$eauthor.
=245  14$aThe Dimethyl Sulfoxide (DMSO) Accelerated Weathering Test for Aggregates /$cT. Szymoniak, TS. Vinson, JE. Wilson, N. Walker.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA standard accelerated weathering test using dimethyl sulfoxide (DMSO) was developed to simulate the chemical degradation of basaltic rock. The final development of the standard test involved a study of the interaction of DMSO with clay standards and an investigation of the test condition parameters affecting an existing DMSO test procedure. The weighted loss reported under the existing test procedure (similar to the sodium sulfate soundness test) was affected by the aggregate particle size, specimen mass, immersion time, and container geometry. In the recommended standard DMSO accelerated weathering test, aggregates in the particle size range of 2.4 to 4.8 mm are immersed in a container of DMSO for a period of five days. The mass loss determined by re-sieving the material on a 2.4-mm (No. 8) sieve after five days immersion provides a measure of durability. Immersion of basaltic aggregates in DMSO results in a greater breakdown owing to the type and concentration of ions contained in the rock matrix. Specifically, it was found that DMSO reacts with the cations held to the swelling clay minerals in the aggregate. The results from Atterberg limits tests indicate that DMSO substantially reduces the liquid limit for clays with high activities and increases the liquid limit for clays with low activities. The changes in the liquid limits were influenced by the interaction of DMSO with cations held on the surface of the clay mineral and the ability of DMSO to donate hydrogen ions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aDimethyl sulfoxide (DMSO)
=650  \0$aDurability.
=650  \0$aSwelling clays.
=650  \0$adimethyl sulfoxide.
=650  \0$aDimethylsulfoxide$xTherapeutic use.
=650  \0$aAggregates.
=650  14$aDimethyl sulfoxide (DMSO)
=650  24$aAggregates.
=650  24$aDurability.
=650  24$aAccelerated weathering tests.
=650  24$aAtterberg limits.
=650  24$aSwelling clays.
=700  1\$aVinson, TS.,$eauthor.
=700  1\$aWilson, JE.,$eauthor.
=700  1\$aWalker, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10543J.htm

=LDR  03090nab a2200673 i 4500
=001  GTJ10546J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10546J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10546J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA491
=082  04$a516/.154$223
=100  1\$aJuran, I.,$eauthor.
=245  10$aCavity Expansion Tests in a Hollow Cylinder Cell /$cI. Juran, MA. BenSaid.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThis paper presents the use of the hollow cylinder cell in investigating, under laboratory controlled conditions, the response of saturated, consolidated fine grained soils to a cavity expansion. The hollow cylinder cell concept developed originally by Kirkpatrick was adapted to perform cylindrical cavity tests in annular soil specimens with measurement of the excess pore-water pressure generated in the surrounding soil. This modified hollow cylinder cell was also used to study the consolidation of the soil around an expanding cylindrical cavity under a constant cavity pressure and to evaluate available procedures, which can be used to obtain the soil hydraulic conductivity. The equipment, testing procedures, and analysis of both expansion and consolidation test results are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCavities.
=650  \0$aCavity expansion.
=650  \0$aConsolidation.
=650  \0$aIn-situ testing.
=650  \0$aLaboratory testing equipment.
=650  \0$aPermeability.
=650  \0$aPlasticity.
=650  \0$aPressuremeter.
=650  \0$aShear strength.
=650  \0$aSoil models.
=650  \0$aCylinder.
=650  \0$aShape.
=650  \0$aGeometry, Solid.
=650  14$aCavities.
=650  24$aCavity expansion.
=650  24$aPressuremeter.
=650  24$aIn-situ testing.
=650  24$aLaboratory testing equipment.
=650  24$aPermeability.
=650  24$aSoil models.
=650  24$aShear strength.
=650  24$aConsolidation.
=650  24$aPlasticity.
=700  1\$aBenSaid, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10546J.htm

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=001  GTJ10547J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10547J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10547J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGC21.5.S8892012
=082  04$a551.46$223
=100  1\$aCain, P.,$eauthor.
=245  10$aTriaxial Testing of Brittle Sandstone Using a Multiple Failure State Method /$cP. Cain, CMK Yuen, GR. Le Bel, AM. Crawford, DHC Lau.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aThe first phase of a recent research program undertaken to investigate sandstone/methane outbursts in coal bearing rocks required the use of a sandstone reference material in the development and trial of the testing procedures to be used. This was because the number of specimens of outburst-prone rocks from the affected mine was limited. Thus another goal of the first phase was to determine a triaxial testing method for characterizing rock properties that minimized the number of specimens required. The International Society for Rock Mechanics (ISRM) multiple failure state method is attractive in this regard because an approximate strength envelope can be determined from a single specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBrittle sandstone.
=650  \0$aCoal.
=650  \0$aFailure envelopes.
=650  \0$aImminent failure criteria.
=650  \0$aMultiple failure state.
=650  \0$aOutbursts.
=650  \0$aVolumetric strain.
=650  \0$aSandstones.
=650  \0$aHydrocarbon reservoirs.
=650  \0$atriaxial tests.
=650  14$aSandstones.
=650  24$aTriaxial tests.
=650  24$aCoal.
=650  24$aOutbursts.
=650  24$aMultiple failure state.
=650  24$aBrittle sandstone.
=650  24$aVolumetric strain.
=650  24$aImminent failure criteria.
=650  24$aFailure envelopes.
=700  1\$aYuen, CMK,$eauthor.
=700  1\$aLe Bel, GR.,$eauthor.
=700  1\$aCrawford, AM.,$eauthor.
=700  1\$aLau, DHC,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10547J.htm

=LDR  02140nab a2200505 i 4500
=001  GTJ10548J
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=024  7\$a10.1520/GTJ10548J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10548J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP808
=082  04$a738.1$223
=100  1\$aPeirce, JJ.,$eauthor.
=245  10$aDifferential Flow Patterns Through Compacted Clays /$cJJ. Peirce, G. Sallfors, K. Ford.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aThe determination of the hydraulic conductivity of compacted clays is vital when the clay is to be used as a liner for contaminant of hazardous waste. Therefore different types of permeameters were used and modified to investigate the homogeneity of a compacted specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aclays.
=650  \0$ahydraulic conductivity.
=650  \0$alaboratory tests.
=650  14$aClays.
=650  24$aCompaction.
=650  24$aHydraulic conductivity.
=650  24$aLaboratory tests.
=700  1\$aSallfors, G.,$eauthor.
=700  1\$aFord, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10548J.htm

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=024  7\$a10.1520/GTJ10550J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10550J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aHoward, AK.,$eauthor.
=245  14$aThe Revised ASTM Standard on the Description and Identification of Soils (Visual-Manual Procedure) /$cAK. Howard.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aASTM Practice for Description and Identification of Soils (Visual-Manual Procedure) (D 2488) was significantly revised in 1984. Revisions were made to parallel the recent changes in ASTM Classification of Soils for Engineering Purposes (D 2487) and to reflect more of current practices used for visual-manual description and identification. Where possible, the number of terms for descriptive information (dry strength, moisture condition, and so forth) was reduced, and the criteria for deciding which term to use were made less subjective. Criteria for describing particle shape and for describing cementation of coarse-grained soils were added. Appendixes give example written descriptions, procedures for estimating particle size distribution, and guidelines for using the system for materials such as shale, mudstone, crushed rock, and slag.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aSilts.
=650  \0$aSoil classification.
=650  \0$asoil classifications.
=650  \0$asoils.
=650  \0$asands.
=650  14$aSoil classification.
=650  24$aSoils.
=650  24$aSands.
=650  24$aClays.
=650  24$aSilts.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10550J.htm

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=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10544J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10544J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aIsenhower, WM.,$eauthor.
=245  10$aInstrumentation for Torsional Shear/Resonant Column Measurements Under Anisotropic Stresses /$cWM. Isenhower, KH. Stokoe, JC. Allen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aInstrumentation for torsional shear/resonant column testing under anisotropic stresses has been developed. The test apparatus discussed is capable of torsional shear and resonant column testing with anisotropic states of stress applied to the soil specimen. Low-frequency torsional shear measurements are made using proximity probes to measure the angle of twist of the soil specimen. High-frequency measurements are made using conventional resonant column techniques adapted for use with an anisotropic loading system. Methods used for reduction of test data and calibration procedures are described.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerometers.
=650  \0$aAnisotropic loading.
=650  \0$aCalibration.
=650  \0$aDamping.
=650  \0$aData reduction.
=650  \0$aHollow specimens.
=650  \0$aInstrumentation.
=650  \0$aLaboratory tests.
=650  \0$aProximity sensors.
=650  \0$aResonant column.
=650  \0$aShear modulus.
=650  \0$aSoils.
=650  \0$aSolid specimens.
=650  \0$aStrain dependence.
=650  \0$aStress-strain relations.
=650  \0$aTorque-twist relations.
=650  \0$aTorsional shear.
=650  \0$asoil.
=650  \0$asoil dynamics.
=650  \0$aAnisotropic Stresses.
=650  14$aSoils.
=650  24$aSoil dynamics.
=650  24$aLaboratory tests.
=650  24$aResonant column.
=650  24$aTorsional shear.
=650  24$aShear modulus.
=650  24$aDamping.
=650  24$aData reduction.
=650  24$aInstrumentation.
=650  24$aProximity sensors.
=650  24$aAccelerometers.
=650  24$aAnisotropic loading.
=650  24$aCalibration.
=650  24$aStress-strain relations.
=650  24$aStrain dependence.
=650  24$aTorque-twist relations.
=650  24$aSolid specimens.
=650  24$aHollow specimens.
=700  1\$aStokoe, KH.,$eauthor.
=700  1\$aAllen, JC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10544J.htm

=LDR  03491nab a2200589 i 4500
=001  GTJ10542J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10542J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10542J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN504
=082  04$a622/.73$223
=100  1\$aPintner, RM.,$eauthor.
=245  10$aQuantity of Fines Produced During Crushing, Handling, and Placement of Roadway Aggregates /$cRM. Pintner, TS. Vinson, EG. Johnson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aA three part test procedure was developed to determine the quantity of fines produced during crushing, handling, and placement of aggregates used as base course in roadway construction. The first test simulates crushing at the aggregate source. It involves processing an aggregate sample of specified gradation through a small laboratory jaw crusher. The second test simulates handling by agitating an aggregate sample of specified gradation at 10% moisture content for 20 min. The modified American Association of State Highway and Transportation Officials (AASHTO) compaction test is used to simulate placement. Following the conduct of each test in the procedure, the fines are measured by washing the aggregate over a 75-µm (No. 200) sieve. At the conclusion of the three part test procedure the fines produced during crushing, handling, and placement are determined by summing the fines determined from each test in the series. The maximum fines produced with the procedure developed were correlated to with the Washington Degradation Test results for samples obtained from six aggregate sources in Alaska. In all cases, a poor correlation was found. Owing to the lack of a large body of well-documented field data, the three part test procedure can only be used at this time to determine the maximum quantity of fines that is likely to be produced for a given crushing, handling, and placement history.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aBase courses.
=650  \0$aCompaction.
=650  \0$aDegradation.
=650  \0$aFines.
=650  \0$acrushing.
=650  \0$aCrushingmachinery.
=650  \0$aHandling.
=650  14$aAggregates.
=650  24$aBase courses.
=650  24$aDegradation.
=650  24$aFines.
=650  24$aCrushing.
=650  24$aHandling.
=650  24$aCompaction.
=700  1\$aVinson, TS.,$eauthor.
=700  1\$aJohnson, EG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10542J.htm

=LDR  02733nab a2200529 i 4500
=001  GTJ10549J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10549J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10549J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a624.151362 ENGI$223
=100  1\$aPeirce, JJ.,$eauthor.
=245  10$aParameter Sensitivity of Hydraulic Conductivity Testing Procedure /$cJJ. Peirce, G. Sallfors, E. Peterson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aA methodology is presented that allows researchers to identify which parameters have the largest effect on key parameter(s), and thereby a priori direct investigations to concentrate on the most important area(s) of concern. Laboratory testing is often used in research to establish the effect of one or more parameters on one or more other parameters of concern. Because laboratory testing often is costly as well as time consuming, the number of tests in the laboratory necessarily must be limited. Therefore the effect of only a few parameters, sometimes only one, can be investigated. The choice of parameters to be studied is often made somewhat arbitrarily, and risks exist that the effect of an important parameter is overlooked.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aExperimental design.
=650  \0$aStatistical analysis.
=650  \0$atest procedures.
=650  \0$aHydraulic Conductivity.
=650  14$aClays.
=650  24$aExperimental design.
=650  24$aHydraulic conductivity.
=650  24$aStatistical analysis.
=650  24$aTest procedures.
=700  1\$aSallfors, G.,$eauthor.
=700  1\$aPeterson, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10549J.htm

=LDR  03460nab a2200577 i 4500
=001  GTJ20140246
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140246$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140246$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aGrønbech, Gitte L.,$eauthor.
=245  10$aPreconsolidation of Søvind Marl-A Highly Fissured Eocene Clay /$cGitte L. Grønbech, Lars B. Ibsen, Benjaminn N. Nielsen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aDetermination of the preconsolidation stresses is a key tool in geotechnical engineering used to evaluate and estimate the behavior of soils. However, it has proven difficult to accurately estimate these stresses in highly fissured, overconsolidated clays, due to the influence of the fissured structure. In the current study, oedometer tests were performed on Søvind Marl, a plastic Eocene clay containing a large number of fissures and slickensides. Four incremental loading oedometer tests and four continuous loading oedometer tests were performed in order to determine the preconsolidation stresses. Multiple assessment methods were used to assess preconsolidation stresses based on the oedometer test data, results of which are presented and discussed on this paper. All of the test and interpretation methods yielded very similar results, with two possible values calculated as the preconsolidation stresses. However, only the upper stress bound is actually identified as being associated with preconsolidation; the lower bound is generated as a result of the collapse of the fissured structure in response to increasing stresses that were applied during testing. The upper bounds of the preconsolidation stresses of Søvind Marl were between 6300 and 8900 kPa, whereas the lower were between of 600 and 800 kPa.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aConsolidation.
=650  \0$aFabric/structure of soils.
=650  \0$aLaboratory equipment.
=650  \0$aLaboratory tests.
=650  \0$aStiffness.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aConsolidation.
=650  24$aStiffness.
=650  24$aClays.
=650  24$aFabric/structure of soils.
=650  24$aLaboratory equipment.
=650  24$aLaboratory tests.
=700  1\$aIbsen, Lars B.,$eauthor.
=700  1\$aNielsen, Benjaminn N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140246.htm

=LDR  03614nab a2200589 i 4500
=001  GTJ20140181
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140181$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140181$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE210.4
=082  04$a625.7$223
=100  1\$aIwamoto, Melia K.,$eauthor.
=245  10$aComposite Properties from Instrumented Load Tests on Mini-Piers Reinforced With Geotextiles /$cMelia K. Iwamoto, Phillip S. K. Ooi, Michael T. Adams, Jennifer E. Nicks.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aFour pairs of large-scale instrumented geosynthetic reinforced soil (GRS) square columns were load tested to study the effects of varying reinforcement strength to spacing ratio, to discern the lateral pressures during construction and during load testing, and to derive shear strength parameters of the GRS composite. Each pair was identical in every respect, except one was loaded with a dry-stacked concrete masonry unit (CMU) facing in place and the other without. Lateral pressures during construction were found to be small for the facing type used in this study. Also, based on the derived GRS composite shear strength parameters, it was found that (1) the GRS composite Mohr-Coulomb envelopes are not parallel to those for the unreinforced soil; (2) the reinforcement increased the composite cohesion compared to the unreinforced soil (cohesion increases with decreasing spacing and increasing reinforcement strength); (3) the composite friction angle is less than that of the unreinforced soil (friction angle increases with decreasing reinforcement strength and increasing spacing); (4) as the composite friction angle increases, the active lateral earth pressure coefficient decreases; and (5) the benefits of reinforcing a soil become increasingly significant as the reinforcement spacing decreases.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBridge abutment.
=650  \0$aGeosynthetic reinforced soil.
=650  \0$aIntegrated bridge systems.
=650  \0$aMini-pier.
=650  \0$aShear strength parameters.
=650  \0$aStress paths.
=650  \0$ageosynthetic reinforcement.
=650  \0$aSoil stabilization.
=650  14$aGeosynthetic reinforced soil.
=650  24$aIntegrated bridge systems.
=650  24$aBridge abutment.
=650  24$aMini-pier.
=650  24$aShear strength parameters.
=650  24$aStress paths.
=700  1\$aOoi, Phillip S. K.,$eauthor.
=700  1\$aAdams, Michael T.,$eauthor.
=700  1\$aNicks, Jennifer E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140181.htm

=LDR  03288nab a2200577 i 4500
=001  GTJ20140159
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140159$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140159$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aLi, Cheng,$eauthor.
=245  10$aMoisture-Density-Strength-Energy Relationships for Gyratory Compacted Geomaterials /$cCheng Li, David J. White, Pavana Vennapusa.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aLaboratory Proctor and vibratory table compaction tests are commonly used to determine moisture-density-compaction energy relationships for soils and are typically limited to one or two compaction energy curves. They do not, however, provide shear strength or stiffness parameters that are commonly used in design and with performance-based specifications. In this study, a gyratory compactor equipped with a pressure distribution analyzer (PDA) was used to rapidly develop moisture-density-shear resistance-compaction energy relationships. Because the PDA equipment involves sensors, data acquisition, and interpretation, repeatability and reproducibility tests were conducted and evaluated using two-way analysis of variance. A wide range of geomaterials was tested: silica sand, crushed limestone sub-base, recycled pavement materials sub-base, and coal combustion products. Comparisons between the gyratory PDA test and conventional laboratory compaction tests and factors affecting the moisture-density-strength-energy relationships were discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction energy.
=650  \0$aGyratory compaction.
=650  \0$aLaboratory compaction.
=650  \0$aPerformance specifications.
=650  \0$aPressure distribution analyzer.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aLaboratory compaction.
=650  24$aGyratory compaction.
=650  24$aPressure distribution analyzer.
=650  24$aCompaction energy.
=650  24$aShear strength.
=650  24$aPerformance specifications.
=700  1\$aWhite, David J.,$eauthor.
=700  1\$aVennapusa, Pavana,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140159.htm

=LDR  03302nab a2200529 i 4500
=001  GTJ20140016
=003  IN-ChSCO
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=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140016$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140016$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSahadewa, Andhika,$eauthor.
=245  10$aField Testing Method for Evaluating the Small-Strain Shear Modulus and Shear Modulus Nonlinearity of Solid Waste /$cAndhika Sahadewa, Dimitrios Zekkos, Richard D. Woods, Kenneth H. Stokoe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b44
=520  3\$aDynamic properties of solid waste are needed to reliably evaluate the seismic response of landfills. A testing method for investigating the dynamic properties of solid waste in situ has been implemented at various landfills. The field method is primarily aimed at evaluating shear wave and compression wave velocities at small strains as well as the shear modulus reduction versus shearing strain relationship of solid waste. In this study, shear modulus nonlinearity was successfully evaluated for shearing strains ranging from 10-4 to 0.2 %. The relationship between shear modulus and shearing strain was investigated by applying dynamic horizontal loads applied by a mobile field shaker at the waste surface in a staged-loading sequence. The solid waste response was measured with a buried array of three-component geophones. The testing method also permitted in situ assessment of the effect of confining stress and waste variability on the dynamic properties of solid waste. Load-settlement measurements and in situ unit weight measurements were also made. Testing equipment, field setup, testing procedure, data analysis, and examples of test results are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear strength of soils$xTesting.
=650  \0$aSoils$xTesting.
=650  14$adynamic properties.
=650  24$acompression wave velocity.
=650  24$ashear wave velocity.
=650  24$afield testing.
=650  24$anonlinear shear modulus.
=650  24$ashearing strain.
=650  24$asolid waste.
=700  1\$aZekkos, Dimitrios,$eauthor.
=700  1\$aWoods, Richard D.,$eauthor.
=700  1\$aStokoe, Kenneth H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140016.htm

=LDR  02683nab a2200505 i 4500
=001  GTJ20140249
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140249$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140249$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH211
=082  04$a502.82$223
=100  1\$aSalazar, Sean E.,$eauthor.
=245  10$aDevelopment of an Internal Camera-Based Volume Determination System for Triaxial Testing /$cSean E. Salazar, Adam Barnes, Richard A. Coffman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aA triaxial testing cell was instrumented with an internal camera monitoring system. By placing the camera monitoring system inside of the triaxial cell, optical distortions due to refraction at the confining fluid-cell wall and cell wall-atmosphere interfaces and the curvature of the cell wall were eliminated. The components of the system are presented. Furthermore, the photogrammetric techniques that were utilized to analyze the photographs that were captured from within the triaxial cell are discussed. The proposed methods for acquiring and analyzing the photographs are presented and the potential for the inclusion of an internal camera-monitoring system for triaxial testing applications are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPhotogrammetry.
=650  \0$aTriaxial testing.
=650  \0$alaboratory equipment.
=650  \0$aMicroscopy.
=650  \0$aAlgorithms.
=650  14$aTriaxial testing.
=650  24$aLaboratory equipment.
=650  24$aPhotogrammetry.
=700  1\$aBarnes, Adam,$eauthor.
=700  1\$aCoffman, Richard A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140249.htm

=LDR  02894nab a2200529 i 4500
=001  GTJ20140267
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140267$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140267$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD509.G37
=082  04$a541/.33$223
=100  1\$aSuescun-Florez, Eduardo,$eauthor.
=245  10$aReview of High Strain Rate Testing of Granular Soils /$cEduardo Suescun-Florez, Mehdi Omidvar, Magued Iskander, Stephan Bless.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (26 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b176
=520  3\$aThis review provides an overview of testing techniques related to high strain rate (HSR) loading of granular media, in support of the increasing interest in civilian and military applications related to transient loading on sand. The intrinsic properties of granular soils are shown to be rate dependent. The framework for assessing rate dependent behavior of granular soils is presented. Techniques for applying HSR loading including uniaxial and triaxial compression configurations are discussed. Critical issues related to inertial and wave propagation effects as well as boundary effects are highlighted. In addition, options for test setup and measuring response are described both with respect to capabilities and drawbacks. The most relevant studies are summarized, but gaps and inconsistencies remain in the available literature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGas-solid interfaces.
=650  \0$aThermodynamics.
=650  \0$aChemistry.
=650  14$agranular media.
=650  24$asplit Hopkinson pressure bar.
=650  24$auniaxial compression.
=650  24$atriaxial compression.
=650  24$ahigh strain rate.
=650  24$atransient loading.
=700  1\$aOmidvar, Mehdi,$eauthor.
=700  1\$aIskander, Magued,$eauthor.
=700  1\$aBless, Stephan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140267.htm

=LDR  03882nab a2200529 i 4500
=001  GTJ20140250
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140250$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140250$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD404.5
=082  04$a333.91/04153/0975939$223
=100  1\$aChapuis, Robert P.,$eauthor.
=245  10$aOverdamped Slug Tests in Aquifers :$bThe Three Diagnostic Graphs for a User-Independent Interpretation /$cRobert P. Chapuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b58
=520  3\$aAn overdamped slug test may be analyzed using several methods, which are known to yield different results for the hydraulic conductivity. The methods belong to three groups: group 1 neglects the influence of the solid matrix strain, group 2 is for tests in aquitards with delayed strain caused by consolidation, and group 3 tries to take into account the elastic and instant solid matrix strain. This paper deals with slug tests in aquifers and, thus, considers the groups 1 and 3. In practice, users select a single theory, which avoids having divergent values. However, this means that something is wrong with the theories. This paper explains what is wrong, and why. First, an approach is proposed to detect inconsistencies. The test data are presented in two semi-log graphs and a third, derivative graph along with theoretical predictions: these are the three diagnostic graphs. The shapes of the semi-log plots are shown to be altered markedly by a small inaccuracy in assumed piezometric level. The derivative plot does not depend upon this assumed piezometric level, but can verify its correctness. Most often, the assumed piezometric level cannot be defined with enough accuracy to avoid systematic bias in the test data. If this is ignored, the results of the first two plots cannot fit a theory. The derivative plot has been used for thousands of slug tests in confined and unconfined aquifers. It appears that all test data follow only one theory, that of group 1. An examination of equations and assumptions concerning solid matrix deformation shows that the group-3 theory, unfortunately, mistreats the links between fluid mechanics and solid mechanics. Therefore, the proposed three-diagnostic-graphs approach unifies the two theories, helps us to find and to be aware of what is wrong in the group-3 theory, and, most important, it yields a user-independent final result.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnalytical.
=650  \0$aAquifer.
=650  \0$aMonitoring well.
=650  \0$aPermeability test.
=650  \0$aSlug test.
=650  \0$aAquifer storage recovery.
=650  \0$aWater quality management.
=650  14$aPermeability test.
=650  24$aSlug test.
=650  24$aMonitoring well.
=650  24$aAquifer.
=650  24$aAnalytical.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140250.htm

=LDR  03335nab a2200541 i 4500
=001  GTJ20140149
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140149$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140149$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSoleimanbeigi, Ali,$eauthor.
=245  10$aThermal Conditioning to Improve Geotechnical Properties of Recycled Asphalt Pavements /$cAli Soleimanbeigi, Tuncer Edil.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b47
=520  3\$aA procedure for thermal conditioning was introduced to accelerate the compression and improve geotechnical properties of recycled asphalt pavements (RAP) including resilient modulus, compressibility, shear strength, and creep response. Temperature-controlled resilient modulus, one-dimensional compression, and triaxial compression tests were conducted to evaluate the use of RAP as base course or embankment fill. For base course application, increasing temperature increased the plastic strain and reduced the resilient modulus of the RAP specimens that were compacted at room temperature. However, when the specimens were compacted at elevated temperatures and tested at room temperature, significant reduction in plastic strain and increase in resilient modulus were attained. For embankment fill applications, compaction and compression at elevated temperatures increased the shear strength and reduced the compressibility and creep strain of the RAP specimens tested at room temperature. Compaction and compression of the RAP specimens at elevated temperatures induced thermal conditioning and improved geotechnical properties. To improve performance of structural fills containing RAP, construction is recommended during warmest months of the year.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aRecycled asphalt pavement.
=650  \0$aResilient modulus.
=650  \0$aShear strength.
=650  \0$aThermal conditioning.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aRecycled asphalt pavement.
=650  24$aResilient modulus.
=650  24$aShear strength.
=650  24$aCompressibility.
=650  24$aThermal conditioning.
=700  1\$aEdil, Tuncer,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140149.htm

=LDR  03788nab a2200529 i 4500
=001  GTJ20140266
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140266$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140266$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aMartinez, Alejandro,$eauthor.
=245  10$aExperimental Study of Shear Zones Formed at Sand/Steel Interfaces in Axial and Torsional Axisymmetric Tests /$cAlejandro Martinez, J. David Frost, Gregory L. Hebeler.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThe interface shear behavior of granular materials is central to many engineering applications, including the performance of structures like deep foundations, landfills, and retaining walls. Consequently, it is paramount to understand the behavior of construction material-soil interfaces involved in these applications. Furthermore, it has been shown that the study of interface behavior, in the laboratory and in-situ, can provide robust information about the soil's properties and engineering performance. This paper presented laboratory evaluations of micro and meso-scale shear deformation of medium-sized sands aimed at developing an improved fundamental understanding of granular-continuum stress-strain behavior. A comparison of interface testing results from two different shear directions-axial and torsional-demonstrated that the evolution and progression of shear zone formation was affected differently by changes in the interface surface roughness and particle angularity. In particular, it was observed that torsional shear is a more dilative process that induces a larger degree of soil shearing and is greatly affected by particle angularity. Studies of shear-induced volume changes also revealed that the influence zone for torsional shearing is larger than that for axial shearing, with soil dilation occurring inside the shear zone in contact with the material counterface and soil contraction in a surrounding outer zone. Fundamental micromechanical processes that aim to explain the differences between the behavior of axial and torsional tests are proposed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotechnics of sustainable construction.
=650  \0$aSite investigations.
=650  \0$aStrength and compressibility of soils.
=650  \0$aShear strength of soils.
=650  \0$aVolcanic ash, tuff, etc$xTesting.
=650  \0$aCompressibility.
=650  14$aStrength and compressibility of soils.
=650  24$aSurface and subsurface characterization.
=650  24$aGeotechnics of sustainable construction.
=650  24$aSite investigations.
=700  1\$aFrost, J. David,$eauthor.
=700  1\$aHebeler, Gregory L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140266.htm

=LDR  03729nab a2200589 i 4500
=001  GTJ20140106
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140106$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140106$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC166
=082  04$a533.5$223
=100  1\$aShen, Yupeng,$eauthor.
=245  12$aA New Approach to Improve Soft Ground in a Railway Station Applying Air-Boosted Vacuum Preloading /$cYupeng Shen, Huihuang Wang, Yahu Tian, Ruiling Feng, Jiankun Liu, Lan Wu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aConventional vacuum preloading usually does not meet the requirements to improve soft ground in railway stations due to its long duration and unstable drainage performance. This is because of the drainage capacity reduction over a prolonged period. To overcome these disadvantages, a new approach, called air-boosted vacuum preloading, was proposed to deal with the soft ground. To introduce the air-boosted vacuum preloading, principles of this new technology were first introduced in this paper, and then the whole process of the construction was listed. In order to verify the effectiveness of the proposed new method, four different sections were set up through measuring the settlement, the pore water pressure, and the groundwater table in a test field. The results showed that a more rapid improvement in the soils parameters was reached, especially in the vane shear strength and the compression modulus. Although the boosted action reduced the vacuum pressure to a certain degree, pressure differences between soils and the prefabricated vertical drains became much larger with the process of boosting, which lead to accelerate drainage. Preloading settlement of the boosted sections was greater than that of the conventional sections within the booster tube depth and was less beyond that depth. Similarly, the overall post-construction settlement was identical for both methods. Air-boosted vacuum preloading was thus recommended to treat soft soils for tight schedule projects.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir-boosted vacuum preloading.
=650  \0$aGround improvement.
=650  \0$aPore pressure.
=650  \0$aSettlement.
=650  \0$aSoft ground.
=650  \0$aKinetic theory of gases.
=650  \0$aVacuum.
=650  14$aAir-boosted vacuum preloading.
=650  24$aGround improvement.
=650  24$aSoft ground.
=650  24$aSettlement.
=650  24$aPore pressure.
=700  1\$aWang, Huihuang,$eauthor.
=700  1\$aTian, Yahu,$eauthor.
=700  1\$aFeng, Ruiling,$eauthor.
=700  1\$aLiu, Jiankun,$eauthor.
=700  1\$aWu, Lan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140106.htm

=LDR  03627nab a2200553 i 4500
=001  GTJ20140154
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140154$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140154$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aLlanca-Vargas, Daniel,$eauthor.
=245  10$aModulus Estimation of Surrounding Soils of Underground Structures in Service /$cDaniel Llanca-Vargas, Pierre Breul, Claude Bacconnet.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aMost underground structures in urban areas were built several decades ago and require diagnosis and maintenance to ensure their longevity. To ensure that diagnosis is as complete as possible, it is necessary to evaluate their state on three levels: structure lining, contact interface (soil/structure), and surrounding soil. However, at present, there is no fully appropriate technique for characterizing the parameters of surrounding soils and their variability in situ. This paper deals with a less invasive methodology used to obtain an estimation of the elasticity modulus of the surrounding soil of underground structures in service. The combined use of a dynamic lightweight penetrometric test (PANDA) and geoendoscopic tests permits estimating the deformation modulus of soils from the tip resistance (qd) for a given material and from relations established for different soil models. The paper first presents the complete methodology proposed for in situ soil characterization, then the experimental work carried out in the laboratory for obtaining the relations linking the penetration tip resistance to the elastic modulus for four soil models and for different density and moisture conditions. Finally, the performance and adaptability of the methodology for estimating soil-deformation modulus and its variability is demonstrated by in situ testing campaigns in the Paris subway network.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField testing.
=650  \0$aGeotechnics of sustainable construction.
=650  \0$aTexture.
=650  \0$aGeotextiles.
=650  \0$aSoil.
=650  14$aSurface and subsurface characterization.
=650  24$aSampling and related field testing for soil evaluations.
=650  24$aIdentification and classification of soils.
=650  24$aField testing.
=650  24$aGeotechnics of sustainable construction.
=650  24$aTexture.
=650  24$aPlasticity and density characteristics of soil.
=700  1\$aBreul, Pierre,$eauthor.
=700  1\$aBacconnet, Claude,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140154.htm

=LDR  03590nab a2200577 i 4500
=001  GTJ20140047
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140047$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140047$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHD5658.I52
=082  04$a338.7/669142/0975412$223
=100  1\$aTasalloti, Seyed M. A.,$eauthor.
=245  12$aA Laboratory Study on the Shear Behavior of Mixtures of Coal Wash and Steel Furnace Slag as Potential Structural Fill /$cSeyed M. A. Tasalloti, Buddhima Indraratna, Cholachat Rujikiatkamjorn, Ana Heitor, Gabriele Chiaro.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aThe accumulation of industrial waste materials (e.g., coal wash and steel furnace slag) has become a critical environmental problem in Australia in recent years. The possible re-use of these types of materials as structural fill for transport embankments and land reclamation is one of the preferred options from a waste management perspective. Consequently, an experimental testing program was undertaken using the triaxial apparatus to evaluate the shear behavior of compacted mixtures of coal wash (CW) and steel furnace slag (SFS). The effect of varying the confining pressure and the percentage of coal wash on the isotropic compression line, the stress-strain behavior, and particle degradation during drained shearing was evaluated. The percentage of coal wash was found to influence the shearing behavior of the CW-SFS mixtures. When the content of coal wash increased, the shear strength of the CW-SFS mixtures decreased and the axial strain corresponding to the peak stress ratio increased. Moreover, the incidence of particle breakage increased for those mixtures with a higher CW content due to the low particle strength of CW. This paper also provided a non-linear strength envelope and a corresponding empirical equation to capture the shear strength of CW-SFS mixtures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoal wash.
=650  \0$aParticle breakage.
=650  \0$aSteel furnace slag.
=650  \0$aStress-strain behavior.
=650  \0$aTriaxial compression.
=650  \0$aSteel industry.
=650  \0$atrade.
=650  14$aCoal wash.
=650  24$aSteel furnace slag.
=650  24$aStress-strain behavior.
=650  24$aParticle breakage.
=650  24$aTriaxial compression.
=700  1\$aIndraratna, Buddhima,$eauthor.
=700  1\$aRujikiatkamjorn, Cholachat,$eauthor.
=700  1\$aHeitor, Ana,$eauthor.
=700  1\$aChiaro, Gabriele,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140047.htm

=LDR  03647nab a2200565 i 4500
=001  GTJ20140032
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140032$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140032$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD281.P6
=082  04$a620.19204232$223
=100  1\$aLam, Carlos,$eauthor.
=245  10$aPhysical Properties of Polymer Support Fluids in Use and Their Measurement Techniques /$cCarlos Lam, Stephan A. Jefferis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aThis paper was concerned with the physical properties of polymeric excavation-support fluids during use and reuse in the field and the techniques for their measurement. Synthetic polymer fluids were used as replacements for conventional bentonite clay slurries for the construction of bored piles (drilled shafts) and diaphragm walls since the early 1990s. They are used, in part, because of their rheological properties, especially their shear-thinning behavior, but to date research has focused on clean fluids and little also has been reported on the effects of reuse under field conditions and on the suitability of viscosity measurement devices. To fill this knowledge gap, the properties of polymer fluids were measured on a construction site in London, UK, over the entire construction period of 52 days. It was found that the density of the fluid and hence other properties were highly dependent on the decisions made by the contractor and that a well-designed tank system could offer considerable benefits in terms of fluid maintenance. Regarding the monitoring of fluid viscosity, the Marsh funnel was, unsurprisingly, found to be unsuitable for detailed analyses; although it did provide some useful information about the overall fluid condition. However, with a direct-indicating viscometer, it was possible to characterize the shear-thinning properties of the fluids over a range of shear rates and stages of fluid use. From the test results, it was concluded that the effect of reuse was to increase in the overall fluid viscosity but at the same time to enhance the shear-thinning behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeep excavation.
=650  \0$aDrilled shafts.
=650  \0$aPolymer.
=650  \0$aRheology.
=650  \0$aSlurries.
=650  \0$aviscosity.
=650  \0$aPolymers.
=650  \0$aViscoelasticity.
=650  14$aDrilled shafts.
=650  24$aDeep excavation.
=650  24$aPolymer.
=650  24$aSlurries.
=650  24$aRheology.
=650  24$aViscosity.
=700  1\$aJefferis, Stephan A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140032.htm

=LDR  03254nab a2200601 i 4500
=001  GTJ20140123
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140123$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140123$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA654.9
=082  04$a624.1/71$223
=100  1\$aHussaini, S. K. Karimullah,$eauthor.
=245  10$aApplication of Optical-Fiber Bragg Grating Sensors in Monitoring the Rail Track Deformations /$cS. K. Karimullah Hussaini, Buddhima Indraratna, Jayan S. Vinod.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aThe lateral flow of ballast during the passage of trains can reduce the stability of rail tracks. Therefore, it is important to monitor and restrain the movement of ballast accordingly in order to prevent track misalignment. This current study explored the use of optical-Fiber Bragg Grating (FBG) sensors to measure the lateral displacement of unreinforced and geogrid-reinforced ballast. The tests were conducted on fresh latite basalt at a loading frequency of 20 Hz and up to 250 000 load cycles. The test results showed that the FBG sensing system is fully capable of measuring the lateral displacement of ballast under high-frequency cyclic loading. A comparison of strains obtained from FBGs installed at different depths along the ballast depth is made and the lateral strain profiles are measured. Moreover, an empirical model to convert the FBG strains to an equivalent lateral displacement of ballast is proposed to effectively use this technology in real-time monitoring of track deformations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBallast.
=650  \0$aCyclic loading.
=650  \0$aFBG sensors.
=650  \0$aGeogrid.
=650  \0$aLateral strain profiles.
=650  \0$aTrack monitoring.
=650  \0$aoptical fiber.
=650  \0$aFlexible structures.
=650  \0$aElectromechanical devices.
=650  14$aBallast.
=650  24$aCyclic loading.
=650  24$aGeogrid.
=650  24$aFBG sensors.
=650  24$aOptical fiber.
=650  24$aTrack monitoring.
=650  24$aLateral strain profiles.
=700  1\$aIndraratna, Buddhima,$eauthor.
=700  1\$aVinod, Jayan S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140123.htm

=LDR  03872nab a2200529 i 4500
=001  GTJ20140258
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140258$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140258$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS494.5.W3
=082  04$a631.7$223
=100  1\$aAlsherif, Nahed,$eauthor.
=245  10$aMeasuring the Soil Water-Retention Curve Under Positive and Negative Matric Suction Regimes /$cNahed Alsherif, Alexandra Wayllace, Ning Lu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe soil water-retention curve (SWRC) is commonly theorized and measured in the positive matric suction or negative pore water pressure domain. However, all soils do not reach full saturation when matric suction decreases to zero. To date, few methods or theories have been developed to understand the SWRC in the negative matric suction domain, which could play important roles in field mechanical stability conditions, such as slopes under heavy rainfall or levees under rapidly rising water table conditions. A method employing both the transient water release and imbibition method (TRIM) and a constant flow method (CFM) is devised to measure a soil's complete loop of the SWRC under both wetting and drying, and positive and negative matric suction conditions. Although the TRIM is used to measure both drying and wetting paths of the SWRC in the positive matric suction domain, the CFM is used to quantify the soil water-retention behavior in the negative matric suction domain. The TRIM method has been previously validated and extensively tested. The novel feature is the cyclic application of the CFM in the negative matric suction domain. The head loss in the high air entry ceramic stone because of the application of the CFM is calibrated in the range of the applied flow rates. Similar sets of flow rates are used to validate the repeatability of the measured SWRC behavior in the negative matric suction domain. Three different soils, sandy, silty, and clayey soils, are used to demonstrate the applicability of the methodology for various soil types. It is shown that, for the sandy soil, a few kPa of negative matric suction are needed to fully saturate the specimen, whereas for the clayey soil, over 10 kPa of negative matric suction are needed to fully saturate the specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant flow method.
=650  \0$aMatric suction.
=650  \0$aSoil water-retention curve.
=650  \0$aUnsaturated soils.
=650  \0$aSoil water content.
=650  \0$aIrrigation farming.
=650  14$aSoil water-retention curve.
=650  24$aMatric suction.
=650  24$aUnsaturated soils.
=650  24$aConstant flow method.
=700  1\$aWayllace, Alexandra,$eauthor.
=700  1\$aLu, Ning,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140258.htm

=LDR  02915nab a2200529 i 4500
=001  GTJ10752J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10752J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10752J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA51
=082  04$a511.5$223
=100  1\$aRobinson, RG.,$eauthor.
=245  10$aAnalysis of Consolidation Data by a Non-Graphical Matching Method /$cRG. Robinson, MM. Allam.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aConventionally the laboratory time-compression data from an odometer test are analyzed by graphical methods. This involves the determination of initial compression, ?i, total primary consolidation, ?100, and coefficient of consolidation, Cv. The advent of computer-controlled data-logging systems calls for adoption of non-graphical techniques for analysis of consolidation test data. In this Technical Note a non-graphical matching method is proposed for analyzing the time-compression data. The values of ?i, ?100, and Cv can be obtained by direct matching with the theory. The computed time-compression curve for this Cv value matches very well with the experimental data in the primary consolidation phase. The proposed method is also applicable to consolidation under conditions of radial drainage. The method will be very useful if the data are collected through computer-driven data-logging systems.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aGraphical methods.
=650  \0$aVertical and radial drainage.
=650  \0$aGraphicalmethods.
=650  \0$amatching method.
=650  \0$acoefficient of consolidation.
=650  14$aCoefficient of consolidation.
=650  24$aCompressibility.
=650  24$aVertical and radial drainage.
=650  24$aGraphical methods.
=650  24$aMatching method.
=700  1\$aAllam, MM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10752J.htm

=LDR  02974nab a2200589 i 4500
=001  GTJ10748J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10748J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10748J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ825
=082  04$a333.9/2$223
=100  1\$aTewatia, SK.,$eauthor.
=245  10$aEvaluation of True C? and Instantaneous C?, and Isolation of Secondary Consolidation /$cSK. Tewatia.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aIt is shown that the presence of a distinct straight line in the initial portion of settlement versus the square root of time plot indicates that soil follows theoretical behavior and that there is no initial and secondary compression in the straight line portion. If the coefficient of consolidation, c?, is determined using the data of only this portion, it can be regarded as the true c?. Secondary consolidation essentially starts after 60% consolidation and runs superposed over the primary consolidation. Its effect is to gradually decrease c? so that at every instant of time it is a new Terzaghian soil with a new c? and other consolidation parameters. Characteristics of linear and semi-log plots of U versus U, where U is the degree of consolidation and U is the theoretical velocity, are used for determining true c? and instantaneous c?, and for isolation of secondary consolidation from the experimental consolidation curve.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficients.
=650  \0$aConsolidation.
=650  \0$aDrainage.
=650  \0$aLaboratory test.
=650  \0$aSettlement.
=650  \0$aSlope.
=650  \0$avelocity.
=650  \0$atechnical properties.
=650  \0$aload.
=650  14$aCoefficients.
=650  24$aConsolidation.
=650  24$aLaboratory test.
=650  24$aSlope.
=650  24$aSettlement.
=650  24$aLoad.
=650  24$aDrainage.
=650  24$aVelocity.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10748J.htm

=LDR  02967nab a2200529 i 4500
=001  GTJ10750J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10750J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10750J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ825
=082  04$a333.9/2$223
=100  1\$aArulnathan, R.,$eauthor.
=245  10$aAnalysis of Bender Element Tests /$cR. Arulnathan, RW. Boulanger, MF. Riemer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aA study is presented of potential errors in, and methods of interpreting, the results of cantilever-type, piezoceramic bender element tests for measuring the shear wave velocity of laboratory soil specimens. Interpretations based on the first direct arrival in the output signal are often masked by near-field effects and may be difficult to define reliably. Interpretations based on characteristic points or cross-correlation between the input and output signals are shown to be theoretically incorrect in most cases because of: (1) the effects of wave interference at the boundaries; (2) the phase lag between the physical wave forms and the measured electrical signals; and (3) non-one-dimensional wave travel and near-field effects. Interpretations based on the second arrival in the output signal are theoretically subject to errors from non-one-dimensional wave travel and near-field effects. Differences in Vs values obtained by the different interpretation methods are illustrated analytically and experimentally.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender element.
=650  \0$aShear modulus.
=650  \0$aTriaxial test.
=650  \0$avelocity.
=650  \0$atechnical properties.
=650  \0$ashear wave velocity.
=650  14$aShear modulus.
=650  24$aShear wave velocity.
=650  24$aBender element.
=650  24$aTriaxial test.
=700  1\$aBoulanger, RW.,$eauthor.
=700  1\$aRiemer, MF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10750J.htm

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=001  GTJ10754J
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=024  7\$a10.1520/GTJ10754J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10754J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aPrakash, K.,$eauthor.
=245  10$aDiscussion on "Improved ?t Method to Evaluate Consolidation Test Results" by S. K. Tewatia and K. Venkatachalam /$cK. Prakash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCoefficients.
=650  \0$aConsolidation.
=650  \0$aDrainage.
=650  \0$aHydraulic conductivity.
=650  \0$aLaboratory test.
=650  \0$aLoad.
=650  \0$aRatio.
=650  \0$aSettlement.
=650  \0$aSlope.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=650  14$aCoefficients.
=650  24$aHydraulic conductivity.
=650  24$aClays.
=650  24$aConsolidation.
=650  24$aLaboratory test.
=650  24$aSlope.
=650  24$aSettlement.
=650  24$aLoad.
=650  24$aDrainage.
=650  24$aRatio.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10754J.htm

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=024  7\$a10.1520/GTJ10746J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10746J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA711.5
=082  04$a624.1/51$223
=100  1\$aCotten, TE.,$eauthor.
=245  10$aEffects of Test Duration and Specimen Length on Diffusion Testing of Unconfined Specimens /$cTE. Cotten, MM. Davis, CD. Shackelford.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aEffective diffusion coefficients, D*, of chloride and zinc diffusing in saturated, unconfined specimens of a compacted sandclay mixture are measured for three specimen lengths, L (2.91, 5.83, and 11.60 cm) and three test durations (7, 14, and 21 days). For a specimen length of 2.91 cm, both the chloride and zinc D* values tend to decrease with increasing test duration, possibly due to the measurement of concentration-dependent D* values. For a 14-day test duration, no consistent trend in D* with specimen length is observed, but the overall effect of specimen length on D* is minor relative to the range of measured D* values. A 21-day test duration provides the best correlation between the D* values based on reservoir concentrations, D*Res, and the D* values based on soil concentrations, D*Soil, for chloride for a given test regardless of the specimen length. The effect of test duration on the correlation between D*Res and D*Soil for zinc is minor based on the relatively narrow range of measured zinc D* values. The observed effects of specimen length on the correlation between D*Res and D*Soil for a given test are consistent with the more uniform final porosity distributions in the shorter specimens and the contrasting effects of the non-linear distributions in porosity and dry density that become less significant as the specimen length increases.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdsorption.
=650  \0$aBatch equilibrium.
=650  \0$aChloride diffusion.
=650  \0$aContaminant transport.
=650  \0$aDiffusion testing.
=650  \0$aFreundlich isotherm.
=650  \0$aSand-clay mixture.
=650  \0$aSwelling.
=650  \0$aZinc diffusion.
=650  \0$aSwellingsoils.
=650  \0$aSoil-structure interaction.
=650  \0$aFoundations.
=650  14$aAdsorption.
=650  24$aAttapulgite clay.
=650  24$aBatch equilibrium.
=650  24$aChloride diffusion.
=650  24$aContaminant transport.
=650  24$aDiffusion testing.
=650  24$aFreundlich isotherm.
=650  24$aSand-clay mixture.
=650  24$aSwelling.
=650  24$aZinc diffusion.
=700  1\$aDavis, MM.,$eauthor.
=700  1\$aShackelford, CD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10746J.htm

=LDR  03160nab a2200541 i 4500
=001  GTJ10749J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10749J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10749J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN967
=082  04$a553.516$223
=100  1\$aRajasekaran, G.,$eauthor.
=245  10$aParticle Size Analysis of Lime-Treated Marine Clays /$cG. Rajasekaran, SM. Rao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aLime is commonly used to improve the engineering behavior of marine clay. But there is a need to investigate the lime-attributed changes in a particulate system in a marine environment. Lime columns 50 mm in diameter and 500 mm in length were installed in test tanks 600 mm in diameter at a depth of 550 mm, while lime injection was attempted in a test tank, 1000 by 1000 by 750 mm. The present investigation deals with experimental work carried out in the laboratory using lime column and lime injection techniques to stabilize an Indian marine clay in a salt water environment. Different inorganic additives were used with lime as column filler material to study the effect of lime-attributed changes occurring in the particle growth of soil systems. Grain-size distribution tests and SEM technique were carried out to study the lime-induced changes on the constituent particles. The test results indicate that there is an increase in the size of clay particles towards silt or fine sand fraction due to lime treatment. The formation of aggregates due to lime-soil reactions can be seen in the micrographs of different lime-treated soil systems, and the same has been confirmed using the SEM technique.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aGrain-size analysis.
=650  \0$aLime stabilization.
=650  \0$aParticle growth.
=650  \0$aLime.
=650  \0$aLimestone.
=650  \0$amarine clays.
=650  14$aMarine clays.
=650  24$aLime stabilization.
=650  24$aGrain-size analysis.
=650  24$aParticle growth.
=650  24$aAggregates.
=700  1\$aRao, SM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10749J.htm

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=001  GTJ10751J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10751J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10751J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aReddy, ES.,$eauthor.
=245  10$aDesign and Performance of Soil-Pile-Slip Test Apparatus for Tension Piles /$cES. Reddy, DN. Chapman, M. O'Reilly.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe T-Z method is the common method available to estimate load-displacement behavior of tension piles. Obtaining accurate T-Z curves from laboratory tests has a vital role in better estimation of pile behavior. The available apparatus used to obtain laboratory T-Z curves (Coyle and Sulaiman 1967) suffers from a set of limitations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDesign details.
=650  \0$aInterface friction.
=650  \0$aLaboratory testing apparatus.
=650  \0$aLoad-displacement.
=650  \0$aPile foundation.
=650  \0$aSoil-pile-slip.
=650  \0$aT-Z curves.
=650  \0$aT-Z method.
=650  \0$aCompilers.
=650  \0$atension piles.
=650  14$aTension piles.
=650  24$aInterface friction.
=650  24$aLoad-displacement.
=650  24$aT-Z method.
=650  24$aLaboratory testing apparatus.
=650  24$aDesign details.
=650  24$aPile foundation.
=650  24$aT-Z curves.
=650  24$aSoil-pile-slip.
=700  1\$aChapman, DN.,$eauthor.
=700  1\$aO'Reilly, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10751J.htm

=LDR  02834nab a2200553 i 4500
=001  GTJ10747J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10747J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10747J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aSekiguchi, H.,$eauthor.
=245  10$aGeneration of Progressive Fluid Waves in a Geo-Centrifuge /$cH. Sekiguchi, K. Kita, S. Sassa, T. Shimamura.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThis paper describes a practical way of generating progressive fluid waves in a wave tank of limited length that may be readily mounted on a geo-centrifuge. The wave tank developed features a quasi-flap-type wavemaker, a sediment trench, and a slotted vertical partition that was placed in the wave channel for wave absorption purposes. A comprehensive series of centrifugal wave tests with either water or silicone oil of scaled viscosity showed that, for a slotted-area ratio of 0.3, the reflection coefficient of the slotted partition became as low as 0.13, thereby giving rise to essentially progressive waves. The optimal distance behind the partition to the far end of the wave channel was found to be equal to approximately a quarter wave length of the incident waves.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aProgressive fluid waves.
=650  \0$aViscous scaling.
=650  \0$aWave absorber.
=650  \0$aliquefaction.
=650  \0$asoil liquefaction.
=650  \0$acentrifuge modeling.
=650  14$aCentrifuge modeling.
=650  24$aLiquefaction.
=650  24$aProgressive fluid waves.
=650  24$aViscous scaling.
=650  24$aWave absorber.
=700  1\$aKita, K.,$eauthor.
=700  1\$aSassa, S.,$eauthor.
=700  1\$aShimamura, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10747J.htm

=LDR  03228nab a2200529 i 4500
=001  GTJ10753J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10753J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10753J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/08 s$223
=100  1\$aThallak, SG.,$eauthor.
=245  12$aA Simplified Method for Assessment of Volume Change Behavior of Rockfill Material /$cSG. Thallak, TS. Nagaraj, P. Yaligar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aIn this paper an attempt was made to generalize the results of laboratory tests on modeled rockfill materials so as to evolve a simplified method for assessment of their bulk mechanical properties from minimum test data with an acceptable degree of confidence. Examination of the experimental data of the modeled rockfill materials from different sites revealed that the plots of logarithm of strain at failure against logarithm of confining pressure are linear. A trend of increase in failure strain with increase in confining pressure and maximum size of particle is also observed. The simplified approach high-lights prediction of volume change properties of rockfill materials during isotropic consolidation and triaxial state of stress over a range of confining pressures and particle sizes. This approach is based on the results of only two tests carried out at two different confining pressures for a selected maximum particle size on modeled rockfill material with the use of the parallel gradation technique. The two-test approach and its application in engineering design of rockfill materials is illustrated by means of selected experimental data available in the literature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGranular materials.
=650  \0$aParallel gradation techniques.
=650  \0$aVolume change behavior.
=650  \0$aGranularsoils.
=650  \0$aSoil mechanics.
=650  \0$arockfill materials.
=650  14$aRockfill materials.
=650  24$aParallel gradation techniques.
=650  24$aVolume change behavior.
=650  24$aGranular materials.
=700  1\$aNagaraj, TS.,$eauthor.
=700  1\$aYaligar, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10753J.htm

=LDR  03631nab a2200433 i 4500
=001  GTJ20120123
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120123$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120123$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBrant, Logan C.,$eauthor.
=245  10$aResonant Frequency Testing of New York City Rock Types /$cLogan C. Brant, Sissy Nikolaou, Cheryl Moss.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe elastic properties of rock are important in geotechnical design, including aspects of site characterization, foundation selection, and seismic wave attenuation and response of overlying soils. In this paper, the authors present results of laboratory-resonant frequency testing used to evaluate the low-strain dynamic elastic moduli of intact rock samples representing many of the rock types encountered in the New York City (NYC) metropolitan area. NYC lies on very old geologic formations, with bedrock more than a billion years old in some areas. Because of its age and the tectonic history, the regional bedrock is amazingly complex and varied, as demonstrated by laboratory tests performed on about 100 specimens of various rock types included in this study. The tests were performed using the resonant frequency method with impulse excitation, where the response of a rock specimen of known dimensions and mass is measured by a lightweight accelerometer on the surface of the specimen. This method requires an assumption that the rock's stiffness is isotropic, an assumption that simplifies the characterization of materials, which in actuality are often anisotropic and quite complex. Depending on the excitation mode, fundamental frequencies were measured in the transverse, longitudinal, and torsional directions. These frequencies are directly related to low-strain values of the Young's modulus (E), shear modulus (G), and shear wave velocity (Vs) of the intact rock. The paper compares these laboratory measurements to: (i) low-strain in situ field seismic testing results, (ii) large-strain laboratory results of unconfined compressive strength testing, and (iii) correlations in the literature. NYC region-specific preliminary correlations for the dynamic elastic stiffness properties of intact rock are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=700  1\$aNikolaou, Sissy,$eauthor.
=700  1\$aMoss, Cheryl,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120123.htm

=LDR  03191nab a2200493 i 4500
=001  GTJ20120197
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120197$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120197$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQL1
=082  04$a630.7$223
=100  1\$aPaykov, Oksana,$eauthor.
=245  12$aA Protein-Retention Method for Specific Surface Area Determination in Swelling Clays /$cOksana Paykov, Harmonie Hawley.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aStandard methods have been developed to measure the specific surface area (SSA) of clays, including methylene blue (MB) methods, but have limitations. This study focused on the development of a new method, the protein-retention (PR) method, for the SSA measurement of soil and its comparison with standard tests and published values. MB stain, MB titration, and PR tests were performed on 20 samples prepared by mixing montmorillonite, kaolinite, and quartz in different proportions. The PR method for the SSA determination of the soil samples showed high correlations with the two standard methods and with published data. These correlations show that the PR method is comparable to current standard methods. Additionally, two statistical analyses showed that the PR method yielded the same results as the other methods, and even more statistically similar results to the published values than either of the standard methods. The PR method offers advantages over current methods because of the uniform shape of the hemoglobin molecule and the presence of positively and negatively charged amino acids. This study has shown that the PR method is a new, inexpensive, and reliable method for the SSA measurement of soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLiquid limit.
=650  \0$aSpecific surface area.
=650  \0$aMethylene blue.
=650  \0$aClay mixtures.
=650  14$aSpecific surface area.
=650  24$aClay mixtures.
=650  24$aMethylene blue.
=650  24$aLiquid limit.
=700  1\$aHawley, Harmonie,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120197.htm

=LDR  03594nab a2200445 i 4500
=001  GTJ20120129
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120129$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120129$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN23
=082  04$a622/.8$223
=100  1\$aEl Mohtar, Chadi S.,$eauthor.
=245  10$aCombined Resonant Column and Cyclic Triaxial Tests for Measuring Undrained Shear Modulus Reduction of Sand With Plastic Fines /$cChadi S. El Mohtar, Vincent P. Drnevich, Marika Santagata, Antonio Bobet.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThis paper investigates the undrained shear stiffness of sand-bentonite specimens (with 0 %, 3 %, and 5 % bentonite by dry mass of the sand) prepared at the same skeleton void ratio (Drsk = 35 % to 40 %) using a dry pluviation technique. The experimental program consisted of (1) small strain tests using a resonant column apparatus and (2) large strain tests using a cyclic triaxial apparatus. The resonant column tests were performed at three confining stress levels (50, 100, and 193 kPa) under drained and undrained conditions. A comparison of the shear modulus reduction with shear strains for both drained and undrained conditions is presented; the effects of changes in effective stresses and the rate of modulus reduction as a function of the effective stress are discussed to describe the discrepancy between the two sets of data. The results show a marginal decrease in Gmax for specimens with bentonite, which is attributed to the presence of bentonite at the sand grain contacts. However, the presence of bentonite increases the linear elastic threshold, particularly in the case of undrained tests, in which a noticeable delay in excess pore pressure generation was measured. The strain level required in order to initiate excess pore pressure generation increased with increasing bentonite content. A similar trend was noted in cyclic triaxial tests, in which, for a given strain, specimens with bentonite generated lower excess pressure than sand specimens tested under similar conditions. Finally, a combined normalized G/Gmax curve from both tests is presented for specimens with 0 %, 3 %, and 5 % bentonite at 100 kPa.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aTest apparatus.
=650  \0$aTriaxial apparatus.
=700  1\$aDrnevich, Vincent P.,$eauthor.
=700  1\$aSantagata, Marika,$eauthor.
=700  1\$aBobet, Antonio,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120129.htm

=LDR  04118nab a2200565 i 4500
=001  GTJ20120130
=003  IN-ChSCO
=005  20161219061000.0
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=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120130$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120130$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aAshlock, Jeramy C.,$eauthor.
=245  10$aStrain Measures for Transfer Function Approaches to Resonant Column Testing /$cJeramy C. Ashlock, Vincent P. Drnevich, Ronald Y. S. Pak.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThis paper presents strain measures to accompany a recently developed transfer function approach for resonant column testing of soils using a free-free apparatus. Although a number of past studies have proposed the use of random excitation or transfer functions in various forms, the new approach is unique in that the transfer function does not involve the current or voltage from the electromagnetic drive system. Consequently, the approach eliminates the need for many device-dependent calibrations and properties, including the torque-current calibration factor, stiffness of the torsional spring connecting the active and passive beams, and mass moments of inertia for the active platen and active beam. A brief review is given of the frequency domain transfer function approach for determining the shear modulus and damping of soil and rock, and a new theoretical formulation is presented for the associated strains in the soil specimen in terms of the measured boundary motion. It is demonstrated that higher modes can possess zero arithmetic average strains; therefore, a root-mean-square strain is proposed and derived as an alternative strain metric that will be non-zero for any frequency at which a specimen is undergoing deformation. Excellent agreement is found between experimental data and the newly derived strain measures. The concepts presented herein are valid for use with harmonic or stepped-sine testing as well as broadband random excitation, whereby strains are obtained for a range of frequencies spanning multiple modes of vibration. The approach provides a rigorous theoretical model that accurately describes the physics of the experiment over a broad frequency range spanning multiple modes. Additionally, the modulus and damping can be arbitrary functions of the frequency parameter without a loss of generality in the theoretical formulation, enabling studies of frequency-dependent modulus and damping.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDamping.
=650  \0$aModulus.
=650  \0$aResonant column.
=650  \0$aShear strain.
=650  \0$aTransfer function.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aResonant column.
=650  24$aShear strain.
=650  24$aModulus.
=650  24$aDamping.
=650  24$aTransfer function.
=650  24$aRMS.
=700  1\$aDrnevich, Vincent P.,$eauthor.
=700  1\$aPak, Ronald Y. S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120130.htm

=LDR  03314nab a2200589 i 4500
=001  GTJ20120108
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120108$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120108$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSuwal, Laxmi Prasad,$eauthor.
=245  10$aStatically and Dynamically Measured Poisson's Ratio of Granular Soils on Triaxial Laboratory Specimens /$cLaxmi Prasad Suwal, Reiko Kuwano.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aPoisson's ratios and small-strain stiffnesses of three kinds of granular materials-fine, medium coarse, and coarse sands-were evaluated in the laboratory. Both axial and radial strains of cylindrical triaxial specimens were measured with a local deformation transducer and clip gauges. Small-strain (?0.001 %) cyclic loadings were applied in the vertical direction at several isotropic stress states. We determined Poisson's ratio statically based on the local strain variations during the cyclic loadings; we also investigated the stiffness in parallel. In conjunction with static measurements, elastic waves were propagated. By utilizing the disk transducer method, we were able to measure both compressional and shear waves in a single specimen under identical stress states. Based on the received wave velocities of compressional and shear waves, we were able to evaluate both Poisson's ratio and the small-strain stiffness dynamically. We then compared elastic parameters evaluated both statically and dynamically for the geo-materials.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressional wave.
=650  \0$aDisk transducer.
=650  \0$aLaboratory test.
=650  \0$aPoisson's ratio.
=650  \0$aSand.
=650  \0$aShear wave.
=650  \0$aSmall-strain stiffness.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aPoisson's ratio.
=650  24$aSmall-strain stiffness.
=650  24$aDisk transducer.
=650  24$aCompressional wave.
=650  24$aShear wave.
=650  24$aSand.
=650  24$aLaboratory test.
=700  1\$aKuwano, Reiko,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120108.htm

=LDR  04001nab a2200565 i 4500
=001  GTJ20120115
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120115$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120115$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a625.7/32$223
=100  1\$aByun, Yong-Hoon,$eauthor.
=245  10$aInstrumented Dynamic Cone Penetrometer Corrected with Transferred Energy into a Cone Tip :$bA Laboratory Study /$cYong-Hoon Byun, Jong-Sub Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aFor the site investigation of stiff soils, dynamic penetration testing, such as standard penetration testing (SPT) and dynamic cone penetration testing (DCP), has been performed. The dynamic cone tip responses, however, have not yet been evaluated. The objective of this study is the development and application of an instrumented dynamic cone penetrometer (IDCP) to evaluate the dynamic cone tip responses by considering the energy transferred into the cone tip. As the preliminary study on the development of the IDCP, the energy losses caused by the rod connection are experimentally estimated and numerically analyzed by considering the transmission and reflection coefficients. Strain gauges and accelerometers are installed in the cone tip and rod head of the IDCP to detect dynamic responses during penetration. Design concerns include the shape of the IDCP, the installation of strain gauges and accelerometers, and the mechanical resistance calibration. The developed IDCP was driven into compacted weathered soils in the chamber to measure the dynamic responses at the rod head and cone tip. From the measured responses, the energy transferred into the rod head and the cone tip was calculated. The experimental and numerical energy loss studies show that the energy loss increases with an increase in the number of rod connections. The penetration-test results show that the energy transferred into the cone tip is significantly smaller than that transferred into the rod head. Furthermore, the energy corrected dynamic responses at the cone tip clearly detected soil layers. This study suggests that energy losses caused by rod connections should be considered and that the IDCP may be a useful tool for the characterization of stiff soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetration test.
=650  \0$aDynamic cone penetrometer.
=650  \0$aEnergy loss.
=650  \0$aImpact energy.
=650  \0$aSpatial variability.
=650  \0$aSoil penetration test.
=650  \0$aSoils$zUnited States$xTesting.
=650  \0$aPenetrometers.
=650  \0$acone penetrometer.
=650  14$aCone penetration test.
=650  24$aDynamic cone penetrometer.
=650  24$aEnergy loss.
=650  24$aImpact energy.
=650  24$aSpatial variability.
=700  1\$aLee, Jong-Sub,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120115.htm

=LDR  03173nab a2200517 i 4500
=001  GTJ20120221
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120221$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120221$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTR267
=082  04$a775$223
=100  1\$aOhm, Hyon-Sohk,$eauthor.
=245  10$aTranslucent Segregation Table Test for Sand and Gravel Particle Size Distribution /$cHyon-Sohk Ohm, Roman D. Hryciw.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aAn image-based method has been developed for rapidly determining the size distribution of coarse sand and gravel. The system utilizes a back-lit tilting "translucent segregation table" (TST) to segregate the particles by size prior to photographing the specimen from above. Most significantly, the soil particles need not to be detached from each other; they only need to rest on the translucent plate in a single layer. An image-processing method called "watershed segmentation" digitally separates the soil particles so that each one is individually accounted for in the resulting size distribution. A sieve-equivalent particle size, which considers the passage of ellipsoids through square sieve openings, is obtained for every particle in the specimen. Twenty soil specimens were tested by the TST and by sieving. Slight differences between sieve and TST results were observed and explanations for the minor discrepancies were explored. Considering that the TST uses a single camera and just one photograph, it appears to be an attractive clean, rapid, and low-cost alternative to sieving.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse sand.
=650  \0$aGravel.
=650  \0$aImage processing.
=650  \0$aParticle size distribution.
=650  \0$aImage processing$vDigital techniques.
=650  \0$aPhotography$vDigital techniques.
=650  14$aParticle size distribution.
=650  24$aCoarse sand.
=650  24$aGravel.
=650  24$aImage processing.
=700  1\$aHryciw, Roman D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120221.htm

=LDR  03245nab a2200553 i 4500
=001  GTJ20120198
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120198$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120198$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH541
=082  04$a333.9516$223
=100  1\$aChapuis, Robert P.,$eauthor.
=245  10$aFull-Scale Evaluation of the Performance of Three Compacted Clay Liners /$cRobert P. Chapuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b42
=520  3\$aThis paper examines the performance of three compacted clay liners for holding and treating municipal wastewater in three lagoons. The quality controls for the liners included verification of compaction conditions (dry density and water content) and full-scale leakage tests. These were made by filling each lagoon with clear water and monitoring the leakage rate versus water level in the lagoon. This paper presents the quality control data, the predicted local values of the hydraulic conductivity k versus void ratio e, and degree of saturation Sr as achieved by compaction, and a statistical prediction of the large-scale k value for each liner. For this case history, one full-scale test was performed before winter and the measured large-scale k value agreed with the predicted value. Two full-scale tests were performed the following spring, and revealed that frost had seriously damaged the liners of the two lagoons, which had been left empty during winter. The paper thus validates a previously proposed model for predicting hydraulic conductivity, and it also provides a statistical approach to predict the large-scale k value of undamaged clay liners.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompacted clay.
=650  \0$aFrost action.
=650  \0$aLiner.
=650  \0$aPerformance.
=650  \0$aPermeability test.
=650  \0$aLandfills.
=650  \0$aHydraulic conductivity.
=650  \0$aGeosyntheticclayliners.
=650  \0$aBentonite.
=650  14$aLiner.
=650  24$aCompacted clay.
=650  24$aPermeability test.
=650  24$aPerformance.
=650  24$aFrost action.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120198.htm

=LDR  03972nab a2200577 i 4500
=001  GTJ20120125
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120125$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120125$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE228.5
=082  04$a625.7$223
=100  1\$aAirey, David,$eauthor.
=245  10$aEvaluation of Shear Wave Velocity from Bender Elements Using Cross-correlation /$cDavid Airey, A. K. M. Mohsin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe use of bender elements to determine shear wave velocity, and hence shear modulus, is becoming increasingly popular, with commercial systems now available. The most common method of interpretation is to make use of first arrival; however, automation of this procedure has been impossible for the wide range of velocities, sample sizes, stress levels, etc. encountered in soil and weak rock testing. A method for automating the velocity measurement was proposed by Mohsin and Airey in 2003 and relied on the use of cross-correlation. Since that time, many papers have been published on the method of interpretation, and these have often dismissed cross-correlation out of hand or have suggested that it does not work. These criticisms are based on either the fallacy that the input and output waves must look similar in order for the method to work or the selection of the wrong peak in the cross-correlation. We have been using the technique in the laboratory routinely for several years and have found that it can provide results that are at least as good as those obtained via other methods for soils varying from soft clay to silty gravel and well-cemented sand and at stress levels from 10 kPa to 2000 kPa. The greatest advantage of the technique is that it removes much of the subjectivity from the analysis, and in our opinion it is the only viable currently proposed method that is suitable for automation, and thus for standardization. This paper provides details of the procedure, pulse type and frequency, and calibration and discusses issues that affect the development of a standard. Results for a range of soil types, stress levels, and shear wave velocities are presented to demonstrate the reliability of the technique.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aCross-correlation.
=650  \0$aShear wave velocity.
=650  \0$aSoil.
=650  \0$aTriaxial tests.
=650  \0$aPavements, Flexible$xTesting.
=650  \0$aPavements$xSubgrades$xEvaluation.
=650  \0$aFalling weight deflectometers.
=650  \0$aPavement design.
=650  \0$aTriaxial shear tests.
=650  14$aBender elements.
=650  24$aCross-correlation.
=650  24$aTriaxial tests.
=650  24$aShear wave velocity.
=650  24$aSoil.
=700  1\$aMohsin, A. K. M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120125.htm

=LDR  04273nab a2200529 i 4500
=001  GTJ20120128
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120128$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120128$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aChaney, Ronald,$eauthor.
=245  10$aDynamic Properties of Some Eastern Mediterranean Marine Sediments /$cRonald Chaney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA series of resonant column tests on sediments from offshore Haifa, Israel are presented in this paper. Samples were obtained from both the Akhziv submarine canyon and the undisturbed slope located on the continental terrace of Northern Israel in the Eastern Mediterranean using a gravity corer in 59 to 699 m of water depth. The continental shelf of northern Sinai, Israel, and Lebanon is made of 1-2-km-thick Nile-derived sediments of the Pliocene-Quaternary age that were transported to the northeast by the counterclockwise contour current system of the Southeastern Mediterranean Sea, and accumulated along the continental margin. The sediments tested consist of dark grey silty clays (MH/CH). The sedimentological pattern over the continental shelf and the adjacent parts of the deep-sea Levant Platform essentially consists of continuous hemipelagic sedimentation of the Nile-derived sediments along the continental margin and frequent episodic earthquake triggered sediment slumping with redistribution down slope. The soft sediments described in this paper were trimmed for use in the resonant column apparatus using an osmotic knife in the shape of a split mold. The resonant column utilized in this study was a fixed free apparatus. The total unit weight of the specimens ranged from 14.31 to 17.98 kN/m3, whereas the water content varied from 40 % to 95 %. Maximum shear modulus varied with depth of water, location on the shelf and in the canyon. For the undisturbed slope, the maximum shear modulus is approximately 25 to 29 MPa. For the canyon flank, the modulus ranged from 4.2 to 17.2 MPa. This is in contrast to the canyon bed where shear modulus ranged from 220 to 334 MPa. The increase in shear modulus of the canyon bed sediments is believed a result of either or both internal structure or slight cementation in the Akhziv material based on a combination of previous triaxial testing and site geology. The corresponding damping ratio ranges from 0.5 % to 4 % as a function of shear strain and effective stress. Modulus and damping test results are compared with other marine sediments: offshore Eureka, CA; Navarin Basin, Bering Sea; Gulf of Mexico; and Casablanca and the Santa Barbara Channel California.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAkhziv Canyon.
=650  \0$aContinental terrace.
=650  \0$aDamping ratio.
=650  \0$aNorthern Israel.
=650  \0$aShear modulus.
=650  \0$aShear (Mechanics)
=650  \0$aDeformations (Mechanics)
=650  14$aShear modulus.
=650  24$aDamping ratio.
=650  24$aAkhziv Canyon.
=650  24$aContinental terrace.
=650  24$aNorthern Israel.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120128.htm

=LDR  04066nab a2200505 i 4500
=001  GTJ20120104
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120104$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120104$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aPicornell, M.,$eauthor.
=245  10$aEffect of Specimen Coupling on the Torsional Resonant Column Test /$cM. Picornell, S. Nazarian, A. Y. Almadhoun.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe torsional resonant column is used to measure dynamic properties of soils. For this purpose, a sinusoidal torque is applied on a cylindrical specimen. The response of the specimen is used to derive the shear modulus and damping ratio of the specimen as functions of the induced shearing strain amplitude. The test interpretation assumes perfect coupling between the specimen and the end-platens. The main purpose of the present paper is to document the effects of specimen coupling on the interpreted properties of granular soils tested using several different coupling techniques. The granular specimens were prepared by raining granular soil in six layers into a mold. The soils consisted of angular and rounded sands and spherical glass beads. The coupling techniques included smooth end-plates, porous stone end-plates with and without embedded blades, and smooth end-plates coupled to the specimen with epoxy resin. The performance of the coupling was evaluated based on the relationship of the shear modulus and internal damping ratio with the shearing strain amplitude. The program included one relative density for each soil and one confining pressure. For each set of soil type and coupling technique, five repetitions were performed to illustrate test variability and provide statistical evidence of significant differences. The significance of the observed differences was based on the 95 % confidence interval of the mean response. The results showed significant differences among the interpreted soil properties depending on the coupling technique. The results from epoxy-coupled specimens were used as the reference and in general provided somewhat higher moduli and lower internal damping ratios. Particle size had small effects, but particle shape significantly affected the results, especially at high strain amplitudes. Existing suggestions in the literature of a threshold peak friction that would require special coupling techniques in order to test these soils were found to be excessively large.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic shear modulus.
=650  \0$aGranular soils.
=650  \0$aInternal damping ratio.
=650  \0$aShear (Mechanics)
=650  \0$aDeformations (Mechanics)
=650  14$aDynamic shear modulus.
=650  24$aInternal damping ratio.
=650  24$aGranular soils.
=700  1\$aNazarian, S.,$eauthor.
=700  1\$aAlmadhoun, A. Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120104.htm

=LDR  03354nab a2200553 i 4500
=001  GTJ20120059
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120059$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120059$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE599.A2
=082  04$a551.3/07$223
=100  1\$aAgan, Celal,$eauthor.
=245  10$aPerformance of Pressuremeter Tests to Estimate the Position of the Sliding Surface :$bA Case Study in Zonguldak, Turkey /$cCelal Agan, Murat Unal.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aLandslides along the Black Sea region in Turkey are frequent. The rapid increase in population and the consequent increased scarcity of land has been forcing the utilization of problematic areas for urbanization. These areas must be observed continuously and probable landslides must be determined beforehand. The use of inclinometers is the most commonly accepted and reliable monitoring method for assessing areas at risk of landslides. However, this method has the drawback of requiring demanding and long-term measurements. In this study, comprehensive investigations were carried out to determine the performance of the pressuremeter test for in situ measurement methods to expeditiously estimate the position of the slip surface. A sliding area on the Karadon Formation in Kozlu County, Zonguldak, Turkey was chosen for investigations. Observations and topographic measurements performed to assess the failure mechanism, and the obtained results specified that the movement type was a circular sliding. The in situ test results revealed that, the failure zone determined using the pressuremeter tests was in good agreement with the failure depths determined by inclinometer measurements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInclinometer.
=650  \0$aLandslide.
=650  \0$aPressuremeter.
=650  \0$aSlip surface.
=650  \0$aTopographic measurement.
=650  \0$aSlopes (Soil mechanics)
=650  \0$aLandslide hazard analysis.
=650  14$aLandslide.
=650  24$aSlip surface.
=650  24$aInclinometer.
=650  24$aPressuremeter.
=650  24$aTopographic measurement.
=650  24$aTurkey.
=700  1\$aUnal, Murat,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120059.htm

=LDR  04023nab a2200649 i 4500
=001  GTJ20120013
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120013$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120013$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aKu, Taeseo,$eauthor.
=245  10$aPost-Processing Continuous Shear Wave Signals Taken During Cone Penetrometer Testing /$cTaeseo Ku, Ilmar Weemees, Ethan Cargill, Paul W. Mayne, David Woeller.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aContinuous seismic velocity measurements use a special automated wave source and advanced post-processing analyses to provide fast, detailed, and reliable profiles of shear wave velocity (Vs) with depth. Conventional geophysical techniques such as crosshole tests (CHTs) and downhole tests (DHTs) in boreholes are slow because they have several required steps: (1) rotary drilling, (2) installation of casing and grouting, (3) inclinometer measurements (for CHTs), and (4) deployment of geophones for seismic readings. Direct-push technologies include the use of seismic cones and seismic dilatometers that offer DHT-type Vs data at intervals of 1 m or less without the need for drilling, casing, grouting, or separate field events. The recent development of a new portable autoseis source allows the generation of reliable and consistent shear waves either intermittently or as frequently as every 1 to 10 s. Continuous shear wave measurements can provide improved detailing of the small-strain stiffness (G0) at frequent depth intervals and fast field production times. Appreciable sensitivity errors in Vs calculations can be experienced because of the extremely small time shifts between adjacent shear wave records, as well as significant signal noise due to vibration, external sources, and refracted waves. This paper details continuous-interval seismic piezocone testing and explains how to handle signal post-processing in both the time domain and the spectral frequency domain in order to obtain a reliable in situ Vs profile.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetration.
=650  \0$aCross correlation.
=650  \0$aGeophysics.
=650  \0$aSeismic source.
=650  \0$aSeismic waves.
=650  \0$aShear wave velocity.
=650  \0$aSignal processing.
=650  \0$aSpectral analysis.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aGeophysics.
=650  24$aCone penetration.
=650  24$aSeismic source.
=650  24$aShear wave velocity.
=650  24$aSignal processing.
=650  24$aCross correlation.
=650  24$aSpectral analysis.
=650  24$aSeismic waves.
=700  1\$aWeemees, Ilmar,$eauthor.
=700  1\$aCargill, Ethan,$eauthor.
=700  1\$aMayne, Paul W.,$eauthor.
=700  1\$aWoeller, David,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120013.htm

=LDR  03029nab a2200529 i 4500
=001  GTJ20120143
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120143$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120143$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC100
=082  04$a530/.8$223
=100  1\$aGao, Y.,$eauthor.
=245  10$aCalibration of Tactile Pressure Sensors for Measuring Stress in Soils /$cY. Gao, Y. H. Wang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThis paper provides a method of properly calibrating tactile pressure sensors for the measurement of stress in soils subjected to short-term and long-term static loading. Tailor-made cells were used for the sensor calibration and examination of the calibration accuracy. It was found that if the calibration results for each sensing element on the sensor (i.e., each sensel) are used, the precision of the measured stress in soil under short-term static loading can be greatly enhanced. The sensor creep has to be quantified and removed from the measurement when the soil is subjected to long-term static loading. Because the creep response of each sensel depends on the applied pressure, the associated calibration also has to be carried out under different levels of pressure. This is time consuming and not feasible in reality. A quick method that can significantly shorten the calibration time is therefore proposed in this work. The examination results prove the accuracy of the quick method for calibrating sensor creep.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSand.
=650  \0$aSensor creep.
=650  \0$aStress.
=650  \0$aTactile pressure sensor.
=650  \0$aPhysical instruments.
=650  \0$aCalibration.
=650  14$aTactile pressure sensor.
=650  24$aCalibration.
=650  24$aSand.
=650  24$aStress.
=650  24$aSensor creep.
=700  1\$aWang, Y. H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120143.htm

=LDR  04258nab a2200589 i 4500
=001  GTJ20120140
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2013\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120140$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120140$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA367.5
=082  04$a621.36/6$223
=100  1\$aDamm, J. C.,$eauthor.
=245  10$aComparison of In Situ and Laboratory Shear Wave Velocity Measurements in Compacted Backfill /$cJ. C. Damm, M. R. Lewis, K. H. Stokoe, D. P. Moore.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2013.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe construction of a new nuclear power plant requires an excavation over 27.4?m (90?ft) deep. The excavation is backfilled with compacted sandy soils. The power plant is embedded about 12.2?m (40?ft) below grade; thus bearing on about 15.2?m (50?ft) of compacted backfill. During licensing and design of the plant, the shear wave velocity profile of the proposed backfill was estimated using results from laboratory testing [combined resonant column and torsional shear (RCTS)] and in situ shear wave velocity measurements. RCTS tests were conducted on representative samples of potential borrow sources. In situ velocity measurements, which included spectral-analysis-of-surface waves (SASW) and cross-hole seismic testing methods, were conducted on a 6.1-m- (20-ft-) thick embedded test pad of the potential borrow. During construction of the production backfill, in situ shear wave velocity measurements, using SASW methods, were taken at four levels during backfill placement, spaced nominally 6.1 to 7.6?m (20 to 25?ft) apart. The fourth and final level of testing was conducted nominally at plant grade. Cross-hole seismic testing through the backfill was also conducted at this level. This paper compares the results of estimated values made during the licensing and design phases of the project, based primarily on laboratory test results, with in situ shear wave velocity measurements made during the actual construction. In particular, SASW results from the first two levels of backfill tested [about 7.6 and 15.2?m (25 and 50?ft) of backfill] are evaluated. Results from the final two test levels of backfill, along with results of cross-hole testing, were not available at this writing. The comparison of laboratory results and in situ testing provides good agreement. The assumptions made to develop the estimated values during the licensing phase are compared to the as-built measurements of shear wave velocity accounting for actual backfill materials and construction practices reflected in the in situ values.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBackfill.
=650  \0$aExcavation.
=650  \0$aMeasurements.
=650  \0$aMethods.
=650  \0$aShear wave velocity.
=650  \0$aAcoustic velocity meters.
=650  \0$aShear wave velocities.
=650  14$aBackfill.
=650  24$aShear wave velocity.
=650  24$aSASW.
=650  24$aRCTS.
=650  24$aExcavation.
=650  24$aMeasurements.
=650  24$aMethods.
=700  1\$aLewis, M. R.,$eauthor.
=700  1\$aStokoe, K. H.,$eauthor.
=700  1\$aMoore, D. P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 4 Special Issue on Dynamic Testing of Soic and Rock: Field and Laboratory (Part 2).$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120140.htm

=LDR  02926nab a2200601 i 4500
=001  GTJ20150152
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150152$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150152$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/51363$223
=100  1\$aRangeard, D.,$eauthor.
=245  10$aMechanical Behavior of Fine-Grained Soil Reinforced by Sand Columns :$bAn Experimental Laboratory Study /$cD. Rangeard, P. T. P. Phan, J. Martinez, S. Lambert.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThis paper presents the results of a laboratory study of a clayey soil (kaolin) reinforced by sand columns. The work highlights the influence of the construction method on the mechanical behavior of stone columns modeled with sand. The sand columns were installed by replacement and displacement methods with or without compaction. Several columns were formed using different compaction forces during their installation. The influence of the compaction force during the construction was subsequently analyzed. Finally, reinforced soil specimens were subjected to a vertical loading to assess the influence of a compaction force on the hydro-mechanical behavior of the soil/column complex.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aConsolidation.
=650  \0$aMethod of construction.
=650  \0$aPermeability.
=650  \0$aReinforcement.
=650  \0$aStone column.
=650  \0$aReinforced soils.
=650  \0$aSoil stabilization.
=650  \0$aSols$xStabilisation.
=650  14$aReinforcement.
=650  24$aStone column.
=650  24$aMethod of construction.
=650  24$aConsolidation.
=650  24$aPermeability.
=650  24$aCompaction.
=700  1\$aPhan, P. T. P.,$eauthor.
=700  1\$aMartinez, J.,$eauthor.
=700  1\$aLambert, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150152.htm

=LDR  03503nab a2200589 i 4500
=001  GTJ20140128
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140128$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140128$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624.162$223
=100  1\$aSamstad Gylland, A.,$eauthor.
=245  10$aMicroscopy Techniques for Viewing the Inner Structure of Shear Bands in Sensitive Clays /$cA. Samstad Gylland, H. Ruesla?tten, P. Paniagua, S. Nordal.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aSample preparation and imaging techniques were evaluated for the investigation of fabric and the structures of shear bands in sensitive clays. This included the preparation of polished thin sections, which were studied in a polarized light microscope and in an electron probe micro-analyzer (EPMA). In addition, a set of samples was investigated by X-ray micro-Computerized Tomography, micro-CT. The shear band was seen as a non-continuous displacement field with complex inner patterns of shear fractures, like Riedel shears. Light microscopy of the thin sections was found to be useful for studying the outline and distribution of Riedel shears in the millimeter-sized shear band, whereas EPMA allows for studying microstructures at the micrometer level. The micro-CT makes it possible to extend the 2D representation of the studied macro-features from EPMA and light microscopy into 3D space. The main challenge with sensitive clays is sample preparation; the material can take little or no handling in its wet state, and when dried, substantial shrinkage occurs. The micro-CT holds several strong advantages which overcome these issues and also adds 3D visualization. Despite challenges related to image processing and image resolution versus sample size, the CT-tool is preferred for future studies of shear features in sensitive clays.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aFabric of soils.
=650  \0$aFailure.
=650  \0$aLaboratory equipment.
=650  \0$aMicroscopy.
=650  \0$aMoisture.
=650  \0$aMoisture content.
=650  \0$aSwelling soils.
=650  \0$aExpansiveclays.
=650  14$aClays.
=650  24$aFabric of soils.
=650  24$aFailure.
=650  24$aLaboratory equipment.
=650  24$aMicroscopy.
=700  1\$aRuesla?tten, H.,$eauthor.
=700  1\$aPaniagua, P.,$eauthor.
=700  1\$aNordal, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140128.htm

=LDR  02847nab a2200529 i 4500
=001  GTJ20150160
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150160$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150160$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.S3
=082  04$a553.622$223
=100  1\$aSadrekarimi, A.,$eauthor.
=245  10$aEffect of Ambient Temperature Variation on Triaxial Shear Testing of Sands /$cA. Sadrekarimi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aTriaxial shear tests are often carried out in a temperature controlled laboratory environment, and a few degrees change in ambient temperature are often neglected or considered to have negligible effect on the experiment. In this study, the effect of the ambient temperature fluctuation on volume and pore water pressure measurements is investigated for triaxial testing of sand samples. The experimental results show that even few degrees (±2° C) variation in temperature can produce relatively large pore water pressures in a saturated soil specimen in triaxial testing. These changes can particularly impact triaxial shear testing results of sands. An analytical procedure is also introduced that reasonably captures temperature-induced volume and pore pressure changes in a triaxial sample. The analytical method is then used for a parametric study of the mechanisms involved in temperature-induced effects.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aPore water pressure.
=650  \0$aTemperature.
=650  \0$aTriaxial test.
=650  \0$aVolume change.
=650  \0$aSand.
=650  14$aTriaxial test.
=650  24$aPore water pressure.
=650  24$aTemperature.
=650  24$aCompressibility.
=650  24$aSand.
=650  24$aVolume change.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150160.htm

=LDR  02743nab a2200565 i 4500
=001  GTJ20150135
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150135$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150135$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC823
=082  04$a620.19$223
=100  1\$aNielsen, S. D.,$eauthor.
=245  10$aAdvanced Laboratory Setup for Testing Offshore Foundations /$cS. D. Nielsen, L. B. Ibsen, B. N. Nielsen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThis paper describes a test setup for testing small-scale offshore foundations under realistic conditions of high pore-water pressure and high impact loads. The actuator, used for loading has enough capacity to apply sufficient force and displacement to achieve both drained and undrained failure modes for small-scale offshore foundations. Results from trial tests on two small-scale bucket foundations, subjected to transient or cyclic loading, are presented. Tests showed that cavitation limits the undrained bearing capacity. Hence, a high pore-water pressure is important for simulating offshore conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loading.
=650  \0$aOffshore foundation.
=650  \0$aPressure tank.
=650  \0$aSmall-scale test facility.
=650  \0$aTransient loading.
=650  \0$aCavitation$xInstruments.
=650  \0$aHydraulics$xInstruments.
=650  14$a1g physical modeling.
=650  24$aPressure tank.
=650  24$aOffshore foundation.
=650  24$aSmall-scale test facility.
=650  24$aTransient loading.
=650  24$aCyclic loading.
=700  1\$aIbsen, L. B.,$eauthor.
=700  1\$aNielsen, B. N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150135.htm

=LDR  04079nab a2200541 i 4500
=001  GTJ20140273
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140273$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140273$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aShao, L. T.,$eauthor.
=245  10$aRecognition of the Stress-Strain Curve Based on the Local Deformation Measurement of Soil Specimens in the Triaxial Test /$cL. T. Shao, G. Liu, F. T. Zeng, X. X. Guo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aA digital image technique was developed and used to measure the deformation distribution over the entire surface of soil specimens in triaxial tests. The measured deformation process shows that the specimen apparently exhibits three states during the test, i.e., pre-failure, in-failure, and post-failure, in correspondence to the different features of its deformation. The deformation feature in each state is then analyzed by the displacement and strain contours. Additionally, the stress level, S, is calculated to determine whether the soil is in failure at a point (representative element volume (REV)) on the surface of the specimen. Next, the failure zone, namely the shear band, was considered to be enveloped by the curve defined by S = 1 on the stress-level contour map. The stress level is calculated based on the strain, Young's modulus and Poisson's ratio. According to analysis of the deformation feature and the failure process, we recognized the following properties: (i) the deformation of the specimen was approximately uniform in the pre-failure state; (ii) failure occurred from a point and developed gradually until the shear band cleaves the specimen; (iii) in the post-failure state, deformation was exclusively due to the blocks of the specimen sliding along the shear band; (iv) the deformation feature in the shear band was quite different from that outside the shear band. In conclusion, the stress-strain curve of the specimen revealed a structural response, not an elementary response, especially in the in-failure and post-failure states, in which the deformation features of different corner points were different, and the observed deformation for the entire specimen may be the combination of local deformations. Therefore, it is not appropriate to build the constitutive model for soil according to the stress-strain curves of the entire deformation process and to take the specimen as a uniform element in the entire process.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformation distribution.
=650  \0$aLocal deformation measurement.
=650  \0$aStress level.
=650  \0$aStress-strain curve.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aLocal deformation measurement.
=650  24$aDeformation distribution.
=650  24$aStress level.
=650  24$aStress-strain curve.
=700  1\$aLiu, G.,$eauthor.
=700  1\$aZeng, F. T.,$eauthor.
=700  1\$aGuo, X. X.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140273.htm

=LDR  03357nab a2200601 i 4500
=001  GTJ20150269
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150269$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150269$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTK2931
=082  04$a621.31/2429$223
=100  1\$aKim, S.-H.,$eauthor.
=245  10$aImproved Load Carrying Behavior of Perfobond Rib-Installed Partially Expanded Micropiles /$cS.-H. Kim, J. Choi, J.-M. Lee, J. Lee, C.-Y. Jung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThis study proposed an advanced type of a micropile system. The proposed micropile system consists of perfobond ribs, installed on steel rod to improve shear resistance between the thread and the grout, and partially expanded drill holes to increase shear resistance between the grout and the ground. This study contained experimental evaluations on the proposed micropile system to verify the increase in the shear capacity of perfobond rib installed on the steel rod and the load-carrying capacity of shear key created by the partially expanded drill hole. Push-out tests were conducted on a rolled screw thread and perfobond rib-installed steel rods in order to compare their load-carrying capacities and load carrying behavior. It was confirmed that the proposed micropile system with perfobond-rib installed steel rods show much superior load carrying behavior in terms of initial stiffness, ultimate load, and ductile behavior. Through on-site pull-out tests, it was found that the load carrying capacity of the proposed micropile system increased significantly due to the effect of shear key created by partially expanded drill hole.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMicropile.
=650  \0$aPartially expanded drill hole.
=650  \0$aPerfobond rib.
=650  \0$aPull-out test.
=650  \0$aPush-out test.
=650  \0$aShear key.
=650  \0$aCe?lulas de combustible.
=650  \0$aFuel cells.
=650  14$aMicropile.
=650  24$aPartially expanded drill hole.
=650  24$aPerfobond rib.
=650  24$aShear key.
=650  24$aPush-out test.
=650  24$aPull-out test.
=700  1\$aChoi, J.,$eauthor.
=700  1\$aLee, J.-M.,$eauthor.
=700  1\$aLee, J.,$eauthor.
=700  1\$aJung, C.-Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150269.htm

=LDR  03246nab a2200553 i 4500
=001  GTJ20150004
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150004$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150004$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGB1197.7
=082  04$a551.49$223
=100  1\$aZhou, Zhifang,$eauthor.
=245  12$aA Novel Apparatus for Obtaining In Situ Estimates of Anisotropism Hydraulic Conductivity in Fractured Rocks /$cZhifang Zhou, Yanrong Zhao, Jinguo Wang, Hu. Zheng.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe transmissivity of fractured rocks is the essential data of groundwater resource assessment, groundwater pollution prediction, and the seepage controlling underground project in the consolidated rock regions. However, most of the current experimental methods only provide the macroscopic hydraulic conductivity and the cost is very high. In this paper, a new apparatus is developed to detect the anisotropy of hydraulic conductivity in fractured rocks, which is called the Fractured Rocks Slug Testing (FRST) system. The FRST system consists of image orientation recognition equipment, the slug testing equipment, and a computer and data-acquisition console. The inside view of the testing well/borehole can be obtained by the imaging equipment. The occurrence of the fractures can be detected by the electronic compass. The other parameters like the water level displacement and pressure can also be collected during testing. Moreover, an example test was conducted in the fractured consolidated rock region to verify the effectiveness of the FRST apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy hydraulic conductivity.
=650  \0$aElectronic compass.
=650  \0$aOrientation recognition equipment.
=650  \0$aSlug test.
=650  \0$aFractured rock.
=650  \0$aHydraulic conductivity.
=650  14$aAnisotropy hydraulic conductivity.
=650  24$aFractured rock.
=650  24$aSlug test.
=650  24$aElectronic compass.
=650  24$aOrientation recognition equipment.
=700  1\$aZhao, Yanrong,$eauthor.
=700  1\$aWang, Jinguo,$eauthor.
=700  1\$aZheng, Hu.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150004.htm

=LDR  03750nab a2200541 i 4500
=001  GTJ20150087
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150087$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150087$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC173.28
=082  04$a553$223
=100  1\$aPaul, Dalim K.,$eauthor.
=245  10$aDetermination of Stiffness Modulus and Poisson's Ratio of Lightly Stabilized Granular Materials From Indirect Diametral Tensile Testing /$cDalim K. Paul, Carthigesu T. Gnanendran.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b51
=520  3\$aLightly cementitiously stabilized granular materials are generally characterised by their tensile properties that are required for the analysis and design of a pavement structure involving these materials. Tensile properties include tensile strength, stiffness modulus, and Poisson's ratio. However, there are limited studies on the mechanistic determination of stiffness modulus and Poisson's ratio of lightly stabilized materials; rather, a magnitude of Poisson's ratio is often assumed. This paper examines the use of monotonic and cyclic load indirect diametral tensile (IDT) testing to determine the Poisson's ratio and stiffness modulus of lightly stabilized granular materials. The experimental program included the determination of IDT strength, static and dynamic stiffness modulus, and Poisson's ratio for a typical freshly quarried granular base material stabilized by the addition of 0.5 to 3 % cement-flyash and 1.5 to 3 % slag-lime slow-setting binder. A new IDT testing setup to measure both the horizontal and vertical deformations along the diameters of an IDT specimen was developed and the tests were conducted on 28 days cured samples prepared by gyratory compaction. Details of the new IDT testing arrangement with on-sample deformation measurement for performing monotonic and cyclic load testing to obtain reliable data are discussed. This study indicates that the proposed IDT testing setup with on-sample deformation measurement could be used reliably for determining the tensile properties of lightly stabilized granular materials including the Poisson's ratio.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCharacterisation.
=650  \0$aIDT testing.
=650  \0$aLightly stabilized granular materials.
=650  \0$aPoisson's ratio.
=650  \0$aStiffness modulus.
=650  \0$aGranular materials$vPeriodicals.
=650  \0$aParticles$vPeriodicals.
=650  14$aIDT testing.
=650  24$aLightly stabilized granular materials.
=650  24$aCharacterisation.
=650  24$aStiffness modulus.
=650  24$aPoisson's ratio.
=700  1\$aGnanendran, Carthigesu T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150087.htm

=LDR  03021nab a2200541 i 4500
=001  GTJ20140197
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140197$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140197$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA660.P6
=082  04$a624.1/7765$223
=100  1\$aFinas, M.,$eauthor.
=245  10$aAutomatic Shear Wave Velocity Estimation in Bender Element Testing /$cM. Finas, H. Ali, G. Cascante, P. Vanheeghe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aDynamic properties of soils, such as shear wave velocity and damping, are some of critical parameters in the design of civil infrastructures subjected to vibrations from earthquakes and machine foundations. Bender element (BE) testing is used in the laboratory to determine shear wave velocity; however, there is no standard procedure for the interpretation of the results. The main limitation in BE testing is the correct estimation of the shear wave arrival time leading to uncertainty in the values of shear wave velocity. In this paper, three different automatic methods for the shear wave arrival time detection were tested. From these methods, a new procedure was proposed for the automatic determination of the shear wave arrival time using the Akaike information criterion. The method is tested on a series of bender element measurements giving less than 5 % error when the results were compared with the standard method for a signal-to-noise ratio higher than four.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAkaike information criterion.
=650  \0$aBender element.
=650  \0$aPhase picker.
=650  \0$aShear wave velocity.
=650  \0$aShear (Mechanics)
=650  \0$aShear.
=650  14$aBender element.
=650  24$aShear wave velocity.
=650  24$aPhase picker.
=650  24$aAkaike information criterion.
=700  1\$aAli, H.,$eauthor.
=700  1\$aCascante, G.,$eauthor.
=700  1\$aVanheeghe, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140197.htm

=LDR  02850nab a2200481 i 4500
=001  GTJ20150217
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150217$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150217$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aJotisankasa, A.,$eauthor.
=245  10$aDirect Shear Testing of Clayey Sand Reinforced With Live Stake /$cA. Jotisankasa, D. Taworn.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b58
=520  3\$aLarge direct shear tests were conducted on compacted clayey sand, reinforced with Jatropha live stakes of various ages, under saturated and unsaturated conditions. The relationship between root cohesion and the side root area ratio appeared linear. For samples with stake stabilization but no fibrous roots, a stake installed in a larger drilled hole appeared to contribute lower strength increase and greater shear displacement than a stake in a smaller hole. All the unsaturated samples at a suction of approximately 23 kPa exhibited strain-hardening behavior. The rate of strength increase due to the root was affected by the soil's suction. The additional strength due to live stake and fibrous root could be reduced by a factor of 3.5 if the conditions change from unsaturated (at about 23 kPa suction) to fully saturated. A new model was proposed to account for the influence of suction on root cohesion considering the suction effects on bond stress, root tensile strength, root tensile modulus, and shear zone thickness.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$xTesting$xMethodology.
=650  \0$aSoils.
=650  14$adirect shear test.
=650  24$alive stake.
=650  24$aroot cohesion.
=650  24$asuction.
=650  24$asoil bioengineering.
=700  1\$aTaworn, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150217.htm

=LDR  03173nab a2200493 i 4500
=001  GTJ20150174
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150174$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150174$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD281.F7
=082  04$a539.75$223
=100  1\$aZou, C.,$eauthor.
=245  10$aDifferent Compressive and Tensile Strength of Moulded Gypsum Under Various Strain Rates from Quasi-Static to Dynamic Regime /$cC. Zou, L. N. Y. Wong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b62
=520  3\$aMolded gypsum has been commonly used as a replica rock in rock-mechanics research, whereas its brittleness is higher than that of many natural rocks. To better understand the mechanical behavior of such a highly brittle material under dynamic loadings, its dependence of the strength on the strain rate is investigated in the present study. A uniaxial loading rig and a split Hopkinson pressure bar (SHPB) setup are used to test the quasi-static and the dynamic compressive and Brazilian tensile strength of the molded-gypsum specimens, respectively. The test results reveal that both the compressive and the tensile strengths increase with the strain rate similar to other brittle materials. The compressive and the tensile dynamic increase factors (CDIF and TDIF, respectively) are obtained to evaluate the extent of strength increase with the strain rate. The rate of increase of the TDIF versus the strain rate is higher than that of the CDIF under dynamic loadings, which indicates that the tensile strength of the molded gypsum is more sensitive to the strain rate than the compressive strength. Moreover, the strain rate is also found to influence the crack-initiation and propagation pattern, which, consequently, affects the fragmentation style of specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFragmentation reactions.
=650  \0$aNuclear fragmentation.
=650  14$agypsum.
=650  24$aSHPB.
=650  24$adynamic.
=650  24$astrength.
=650  24$adynamic increase factor.
=650  24$afragmentation.
=700  1\$aWong, L. N. Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150174.htm

=LDR  04175nab a2200601 i 4500
=001  GTJ20150231
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150231$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150231$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA174
=082  04$a620.163$223
=100  1\$aTaheri, A.,$eauthor.
=245  10$aExperimental Study on Degradation of Mechanical Properties of Sandstone Under Different Cyclic Loadings /$cA. Taheri, N. Yfantidis, C. L. Olivares, B. J. Connelly, T. J. Bastian.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aAn experimental investigation was carried out on the Hawkesbury sandstone to study changes in mechanical rock behavior (i.e., strength and deformability) during various cyclic loading conditions under uniaxial and triaxial testing situation. Axial load, confining pressures and axial and lateral deformations were measured continuously from start of loading until the post-peak state. Cyclic tests were carried out at different confining pressures, stress levels and unloading amplitudes. In cyclic loading tests, a relatively uniform accumulation in axial, lateral and volumetric strain is observed followed by a rapid strain increase as it heads toward failure. This rapid accumulation in strain occurred on average at approximately 65 % of the cumulative axial strain. During systematic cyclic loading a continuous degradation in the tangent Young's modulus, Etan, until beginning of large plastic deformation was observed. The rate of stiffness decrease increased rapidly during few cycles before the failure. Poisson's ratio showed a similar trend of behavior and increased continuously with cyclic loading. Moreover, Etan values measured during interval cyclic loadings were affected by two factors: (1) stiffening by cyclic loading because of elasto-viscoplastic properties; and (2) damage effects that have taken place during cyclic loading, in particular, if cyclic loading begins close to the monotonic peak strength. Depending to the stress level at initiation of cyclic loading with respect to the monotonic peak strength, either of these two factors could become significant and affect stiffness of rock during or after a cyclic loading. Finally, it was found that damage increases with an increase in unloading stress level and unloading amplitude, and fatigue life of a confined specimen is longer than a sample without confinement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDegradation of mechanical properties.
=650  \0$aRock.
=650  \0$aTriaxial compression test.
=650  \0$aUniaxial compression test.
=650  \0$aMetals$xFatigue.
=650  \0$aMetals$xFracture.
=650  \0$aHydrostatics.
=650  \0$aThermodynamics.
=650  \0$aCyclic loading.
=650  14$aCyclic loading.
=650  24$aRock.
=650  24$aDegradation of mechanical properties.
=650  24$aTriaxial compression test.
=650  24$aUniaxial compression test.
=700  1\$aYfantidis, N.,$eauthor.
=700  1\$aOlivares, C. L.,$eauthor.
=700  1\$aConnelly, B. J.,$eauthor.
=700  1\$aBastian, T. J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150231.htm

=LDR  04004nab a2200565 i 4500
=001  GTJ20150125
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150125$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150125$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aWang, H.,$eauthor.
=245  12$aA System to Measure Volume Change of Unsaturated Soils in Undrained Cyclic Triaxial Tests /$cH. Wang, T. Sato, J. Koseki, G. Chiaro, J. Tan Tian.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aIt is common to employ a traditional double cell system, of which an open-ended inner cell is installed in an ordinary triaxial apparatus, to measure the volume change of unsaturated specimens. In such a system, the total apparent volumetric strain of the specimen (?v) is deduced from the water level change in the inner cell, monitored by a differential pressure transducer (DPT) considering, meanwhile, the top cap intrusion into the inner cell recorded by a vertical displacement transducer (VDT). Severe apparent volumetric strain, caused by the compliance of the double cell system (?v,SC), was observed during the undrained cyclic loading tests in a previous study. Test results on a steel-spring dummy specimen revealed that ?v,SC was induced not only by such as the meniscus effect, but unexpectedly also by the asynchronous responses between the DPT and the VDT (i.e., the response of the DPT was delayed compared with that of the VDT). By doing some treatment ?v,SC could be reduced to some extent, whereas the magnitude of ?v,SC was still too high to be acceptable when the tested specimen approached the liquefied state. To radically solve these technical difficulties, a modified double cell system, named the linkage double cell system, was developed in this study. In this modified system, a linkage rod moving simultaneously with the loading shaft was introduced, through which the DPT could directly measure ?v without considering the top cap or loading shaft intrusion. Test results for the steel-spring dummy specimen as well as for saturated and unsaturated soil specimens demonstrated that the linkage double cell system has major advantages in measuring accurately the volume change of the specimen during undrained cyclic triaxial loading tests compared with the traditional double cell system.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLinkage double cell system.
=650  \0$aTriaxial apparatus.
=650  \0$aUndrained cyclic loading test.
=650  \0$aUnsaturated soil.
=650  \0$aVolumetric strain.
=650  \0$aSoil mechanics.
=650  14$aLinkage double cell system.
=650  24$aTriaxial apparatus.
=650  24$aUnsaturated soil.
=650  24$aVolumetric strain.
=650  24$aUndrained cyclic loading test.
=700  1\$aSato, T.,$eauthor.
=700  1\$aKoseki, J.,$eauthor.
=700  1\$aChiaro, G.,$eauthor.
=700  1\$aTan Tian, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150125.htm

=LDR  03127nab a2200553 i 4500
=001  GTJ20150184
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150184$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150184$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP811
=082  04$a553.6/1$223
=100  1\$aCastellanos, B. A.,$eauthor.
=245  10$aCorrelations for Fully Softened Shear Strength Parameters /$cB. A. Castellanos, T. L. Brandon, D. R. VandenBerge.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aFully softened shear strength is an important engineering concept for slope stability analyses of cuts in stiff clays and compacted embankments constructed of high plasticity clays. The "softening" concept has been used to explain many first-time failures for which the back-calculated shear strength is below the peak strength measured in the laboratory using undisturbed or freshly compacted samples. A comprehensive laboratory testing program was undertaken to measure the fully softened shear strength of 46 soils using over 300 direct shear tests. These results were used to develop correlations that allow estimation of a continuous and nonlinear fully softened failure envelope using soil index properties. These new correlations were developed to address some of the problems observed with existing correlations for fully softened shear strength parameters. The new correlations are presented along with the statistical parameters needed to assess reliability of the shear strength parameters and to allow use within a probabilistic framework.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompacted clay.
=650  \0$aCorrelation.
=650  \0$aFully softened shear strength.
=650  \0$aShear strength.
=650  \0$aStiff clay.
=650  \0$aBinders (Materials)
=650  \0$aGeology.
=650  14$aFully softened shear strength.
=650  24$aShear strength.
=650  24$aCorrelation.
=650  24$aStiff clay.
=650  24$aCompacted clay.
=700  1\$aBrandon, T. L.,$eauthor.
=700  1\$aVandenBerge, D. R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150184.htm

=LDR  03287nab a2200541 i 4500
=001  GTJ20150147
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150147$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150147$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP881
=082  04$a666/.9$223
=100  1\$aPan, Y.-T.,$eauthor.
=245  10$aModified Isotropic Compression Relationship for Cement-Admixed Marine Clay at Low Confining Stress /$cY.-T. Pan, H.-W. Xiao, F.-H. Lee, K.-K. Phoon.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThis technical note proposes a modified log-linear compression relationship for the pre-yield isotropic compression behavior of cement-admixed marine clay. The difference between this modified relationship and the conventional log-linear relationship is the use of the tensile strength as an added stress to the mean effective stress. This allows the cement-admixed clay to retain a finite specific volume as the mean effective stress approaches zero, which is more consistent with the fact that cement-admixed clays remain intact even under zero effective stress condition. Comparison with data from isotropic compression test shows that the addition of the tensile strength to the mean effective stress leads to a remarkable improvement in linearity, indicating a much-improved fit to the log-linear relationship. The resulting pre-yield compression index implies a non-zero equivalent effective bulk modulus, which is also intuitively more reasonable. At effective stress levels much lower than the tensile strength, the bulk modulus is approximately constant; this is also consistent with the notion of linear elastic behavior at low stress level.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement-admixed clay.
=650  \0$aCompressibility.
=650  \0$aLow pressure, tensile strength.
=650  \0$aCement$xCongresses.
=650  \0$aSustainable engineering$xMaterials$xCongresses.
=650  \0$aClay$xCongresses.
=650  \0$aConcrete$xCongresses.
=650  14$aCement-admixed clay.
=650  24$aCompressibility.
=650  24$aLow pressure, tensile strength.
=700  1\$aXiao, H.-W.,$eauthor.
=700  1\$aLee, F.-H.,$eauthor.
=700  1\$aPhoon, K.-K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150147.htm

=LDR  03106nab a2200769 i 4500
=001  GTJ10273J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10273J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10273J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aSai, JO.,$eauthor.
=245  10$aCompatibility of Compacted Soils with Municipal Waste Combustion Ash Leachates /$cJO. Sai, DC. Anderson, BP. Sullivan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aHydraulic conductivity values for three compacted soils were used as indices of compatibility of the soils with two municipal waste combustion (MWC) ash leachates. Specimens of the three soils were compacted to 90% of proctor compaction (ASTM D 693) in double-ring permeameters and permeated first with water (0.005 N CaSO4) and then with MWC ash leachate. The hydraulic conductivity values of the soils did not change significantly after passage of more than two pore volumes of either MWC ash leachate. All three compacted soils were compatible with both MWC ash leachates.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCombustion.
=650  \0$aCompacted soil.
=650  \0$aCompatibility.
=650  \0$aDouble-ring.
=650  \0$aElectrical conductivity.
=650  \0$aHydraulic conductivity.
=650  \0$aLandfill.
=650  \0$aLeachate.
=650  \0$aMonofill.
=650  \0$aMunicipal.
=650  \0$aPermeameter.
=650  \0$aPore volume.
=650  \0$aSoils.
=650  \0$aWaste.
=650  \0$aCompaction.
=650  14$aSoils.
=650  24$aCompaction.
=650  24$aHydraulic conductivity.
=650  24$aCompacted soil.
=650  24$aCompatibility.
=650  24$aMunicipal.
=650  24$aWaste.
=650  24$aCombustion.
=650  24$aLeachate.
=650  24$aPore volume.
=650  24$aLandfill.
=650  24$aElectrical conductivity.
=650  24$aDouble-ring.
=650  24$aPermeameter.
=650  24$aMonofill.
=700  1\$aAnderson, DC.,$eauthor.
=700  1\$aSullivan, BP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10273J.htm

=LDR  02531nab a2200565 i 4500
=001  GTJ10270J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10270J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10270J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aBreitenbach, AJ.,$eauthor.
=245  10$aRockfill Placement and Compaction Guidelines /$cAJ. Breitenbach.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThe purpose of this article is to establish general guidelines for rockfill placement and compaction procedures. The guidelines are based on experience gained from the design and construction of several large rockfill tailing dams in the western United States. Valuable rockfill information was obtained from construction test fills using test procedures similar to those developed by the Corps of Engineers in the 1960s and modified for modern-day compaction equipment. The rockfill guidelines establish basic procedures that can be readily adapted to site-specific conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLift thickness.
=650  \0$aPlacement.
=650  \0$aRockfills.
=650  \0$aRoller passes.
=650  \0$aRoller type.
=650  \0$aTest fill.
=650  \0$aCompaction.
=650  14$aRockfills.
=650  24$aDams.
=650  24$aCompaction.
=650  24$aTest fill.
=650  24$aLift thickness.
=650  24$aRoller type.
=650  24$aRoller passes.
=650  24$aPlacement.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10270J.htm

=LDR  03076nab a2200613 i 4500
=001  GTJ10275J
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=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10275J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10275J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aAbderrahim, A.,$eauthor.
=245  10$aFriction at the Cohesionless Soil-Structure Interface :$bEffect of Various Parameters according to a Classic Study and a New Approach /$cA. Abderrahim, JP. Tisot.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA direct shear box, a ring shear apparatus, and a minipressuremeter are used: (1) to study the behavior of the cohesionless soil-structure interface; (2) to evaluate the friction mobilized at this interface. Tests have been carried out with a continual displacement of the structure in contact with the soil. The applied normal stress was kept constant during all tests. The influence of the mineralogy, the initial density, and the roughness are analyzed. The tests show that it is difficult to obtain identical laboratory results with different apparatus. It is necessary to validate these apparatus with the help of a comparison of in situ results. Once this validation is done, especially for the mini-pressuremeter, it is reasonable to consider the mini-pressuremeter for calibrating the structure in cohesionless soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear box.
=650  \0$aFriction.
=650  \0$aInterface.
=650  \0$aMini-pressuremeter.
=650  \0$aPressuremeter test.
=650  \0$aRing shear apparatus.
=650  \0$aSands.
=650  \0$aShear apparatus.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSands.
=650  24$aShear apparatus.
=650  24$aPressuremeter test.
=650  24$aDirect shear box.
=650  24$aRing shear apparatus.
=650  24$aMini-pressuremeter.
=650  24$aFriction.
=650  24$aInterface.
=700  1\$aTisot, JP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10275J.htm

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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10276J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10276J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$a?-t/? Method for the Determination of Coefficient of Consolidation /$cA. Sridharan, K. Prakash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aTerzaghi's theoretical time factor, degree of consolidation relationship when plotted as U versus T/U, enables one to get a convenient form of curve-fitting method to determine the coefficient of consolidation. The time corresponding to 90% consolidation can be obtained more precisely from the proposed ?-t/? method than the ?-?t method. The present article deals with the theoretical and practical aspects of results obtained from ?-?tand ?-t/? representations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCompressibility.
=650  \0$aConsolidation coefficient.
=650  \0$aConsolidation.
=650  \0$aSoil properties.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aCompressibility.
=650  24$aConsolidation.
=650  24$aSoil properties.
=650  24$aConsolidation coefficient.
=700  1\$aPrakash, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10276J.htm

=LDR  03184nab a2200685 i 4500
=001  GTJ10279J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10279J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10279J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aPincus, HJ.,$eauthor.
=245  10$aRound One-Longitudinal and Transverse Pulse Velocities, Unconfined Compressive Strength, Uniaxial Elastic Modulus, and Splitting Tensile Strength /$cHJ. Pincus.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (26 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aAn interlaboratory study has been conducted using four ASTM rock-property test methods (longitudinal and transverse pulse velocity, indirect tensile strength, unconfined compressive strength, and uniaxial elastic modulus) on four types of intact rock (Barre Granite, Berea Sandstone, Salem Limestone, and Tennessee Marble). There were five replications per test per rock type. The rock testing was preceded by pilot testing on aluminum alloy 6061 T6 test specimens of four sizes, using the two nondestructive ASTM test methods (pulse velocity and elastic modulus) with three replications. The number of laboratories producing data for this report ranged from six to eight.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsistency statistics.
=650  \0$aIndirect tensile strength.
=650  \0$aInterlaboratory testing.
=650  \0$aPilot testing.
=650  \0$aPulse velocity.
=650  \0$aRepeatability.
=650  \0$aReplication.
=650  \0$aReproducibility.
=650  \0$aRock properties.
=650  \0$aUnconfined compressive strength.
=650  \0$aUniaxial elastic modulus.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aInterlaboratory testing.
=650  24$aConsistency statistics.
=650  24$aRepeatability.
=650  24$aReproducibility.
=650  24$aReplication.
=650  24$aRock properties.
=650  24$aPilot testing.
=650  24$aPulse velocity.
=650  24$aUniaxial elastic modulus.
=650  24$aUnconfined compressive strength.
=650  24$aIndirect tensile strength.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10279J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10266J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10266J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBray, JD.,$eauthor.
=245  10$a1 g Small-Scale Modelling of Saturated Cohesive Soils /$cJD. Bray, RB. Seed, HB. Seed.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThis paper describes the use of 1 g small-scale models composed of weak, saturated clay mixtures to investigate the response of natural clay deposits to underlying base rock fault displacements. A 3:1 mixture of kaolinite and bentonite at water contents between 150 and 100% produces a material with undrained shear strengths on the order of 1 to 2.5 kPa and well-scaled stress deformation behavior for small-scale model testing without the need for a centrifuge apparatus. Strength testing indicated that the axial strain at failure could be controlled to evaluate the importance of this parameter in base deformation testing. It was found that the height of the shear zone in the saturated clay overlying the base rock fault offset was related to the magnitude of base movement and the failure strain of the soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesive soils.
=650  \0$aEarthquakes.
=650  \0$aFailure.
=650  \0$aFaults.
=650  \0$aPhysical models.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCohesive soils.
=650  24$aEarthquakes.
=650  24$aFailure.
=650  24$aFaults.
=650  24$aPhysical models.
=700  1\$aSeed, RB.,$eauthor.
=700  1\$aSeed, HB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10266J.htm

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=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10263J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10263J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a625.732$223
=100  1\$aLo Presti, DCF,$eauthor.
=245  12$aA New Traveling Sand Pluviator to Reconstitute Specimens of Well-Graded Silty Sands /$cDCF Lo Presti, R. Berardi, S. Pedroni, V. Crippa.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA new traveling sand pluviator to reconstitute small specimens for laboratory tests was developed in joint research between the Research Center of the Italian National Electricity Board (ENEL CRIS) of Milano and the Department of Structural Engineering of the Politecnico di Torino.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration chamber.
=650  \0$aCalibrations.
=650  \0$aPluvial deposition.
=650  \0$aSilts.
=650  \0$aSilty sand.
=650  \0$aTraveling pluviator.
=650  \0$aSilty sands.
=650  \0$asands.
=650  14$aSilts.
=650  24$aSands.
=650  24$aCalibrations.
=650  24$aSilty sand.
=650  24$aPluvial deposition.
=650  24$aTraveling pluviator.
=650  24$aCalibration chamber.
=700  1\$aBerardi, R.,$eauthor.
=700  1\$aPedroni, S.,$eauthor.
=700  1\$aCrippa, V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10263J.htm

=LDR  03599nab a2200805 i 4500
=001  GTJ10267J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10267J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10267J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aMayne, PW.,$eauthor.
=245  10$aGmax-qc Relationships for Clays /$cPW. Mayne, GJ. Rix.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aData are compiled from 31 clay sites where in-situ measurements of initial tangent shear modulus (Gmax) and cone tip resistance (qc) were available. Values of Gmax were obtained from either seismic cone penetration (SCPT), crosshole (CHT), downhole (DHT), or spectral analysis of surface wave (SASW) tests, and readings of qc were taken either by regular cone penetration (CPT) or piezocone (CPTU) tests. Multiple regression analyses indicate that in-situ values of Gmax depend on void ratio (eo), overburden stress (?'vo), and stress history (OCR), as previously established from laboratory resonant column tests. Since qc also depends on ?'vo and OCR, a moderate association between Gmax and qc is possible, despite their incompatible strain levels. For preliminary correlative purposes, a power function relates in-situ Gmax, qc, and eo in clay deposits having a wide range in plasticity, sensitivity, stress history, and consistency.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCohesive soils.
=650  \0$aCone penetrometer.
=650  \0$aCorrelation technique.
=650  \0$aElasticity modulus.
=650  \0$aField data.
=650  \0$aField investigations.
=650  \0$aGeophysics.
=650  \0$aIn situ testing.
=650  \0$aPenetration resistance.
=650  \0$aPenetration tests.
=650  \0$aPiezocones.
=650  \0$aSeismic investigations.
=650  \0$aSeismic waves.
=650  \0$aShear wave.
=650  \0$aWave velocity.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aCone penetrometer.
=650  24$aClays.
=650  24$aCohesive soils.
=650  24$aCorrelation technique.
=650  24$aElasticity modulus.
=650  24$aField data.
=650  24$aField investigations.
=650  24$aGeophysics.
=650  24$aPenetration resistance.
=650  24$aPenetration tests.
=650  24$aPiezocones.
=650  24$aSeismic waves.
=650  24$aShear wave.
=650  24$aWave velocity.
=650  24$aIn situ testing.
=650  24$aSeismic investigations.
=700  1\$aRix, GJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10267J.htm

=LDR  02665nab a2200613 i 4500
=001  GTJ10272J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10272J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10272J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aStark, TD.,$eauthor.
=245  10$aModified Bromhead Ring Shear Apparatus /$cTD. Stark, HT. Eid.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe main factor affecting the drained residual strength measured in the Bromhead ring shear apparatus is the magnitude of wall friction developed along the inner and outer circumferences of the confined specimen. The magnitude of wall friction increases with the depth of the remolded specimen, and thus the plane of least wall friction occurs at or near the soil/top porous stone interface. As the top porous stone settles into the specimen container, the wall friction influencing the shear plane increases, causing an increase in the measured residual strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay shales.
=650  \0$aClays.
=650  \0$aResidual strength.
=650  \0$aRing shear tests.
=650  \0$aShales.
=650  \0$aShear tests.
=650  \0$aSlope stability.
=650  \0$aTorsion shear tests.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aShales.
=650  24$aShear tests.
=650  24$aClay shales.
=650  24$aResidual strength.
=650  24$aSlope stability.
=650  24$aTorsion shear tests.
=650  24$aRing shear tests.
=700  1\$aEid, HT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10272J.htm

=LDR  02676nab a2200577 i 4500
=001  GTJ10269J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10269J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10269J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aJuang, CH.,$eauthor.
=245  12$aA New Model of Shear Strength of Simulated Rock Joints /$cCH. Juang, D-H Lee, C-I Chang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThis paper documents a new model of shear strength of simulated rock joints based on roughness characteristics of the joints. The new model incorporates the concept of shear strength of rock joints proposed by Peek (1981) and Saeb (1990). The model is verified by results of an experimental program involving direct shear tests and the measurement of roughness profiles of simulated joints. The paper concludes that the new model is valid, based on experimental results, for simulated joints made of plaster. More study on other joints made of different materials and on real rock joints is needed to verify the general validity of the model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aJoints.
=650  \0$aLaser profiler.
=650  \0$aRock joint.
=650  \0$aRocks.
=650  \0$aRoughness.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aShear strength.
=650  24$aJoints.
=650  24$aRocks.
=650  24$aRock joint.
=650  24$aRoughness.
=650  24$aLaser profiler.
=700  1\$aLee, D-H,$eauthor.
=700  1\$aChang, C-I,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10269J.htm

=LDR  02828nab a2200697 i 4500
=001  GTJ10271J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10271J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10271J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMohamed, A-MO,$eauthor.
=245  12$aA Coupled Heat and Water Flow Apparatus /$cA-MO Mohamed, RN. Yong, F. Caporouscio, SCH Cheung, BH. Kjartanson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aTo study the performance of a compacted buffer material under thermal and isothermal conditions, a coupled heat and water flow apparatus is designed and presented. In the preliminary design, a one-dimensional flow of heat and water was not achieved. However, control of temperature gradient, existence of one-dimensional flow, and uniformity of temperature and volumetric water content distributions at any cross section within the specimen are achieved in the modified design.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCooling.
=650  \0$aDiffusion.
=650  \0$aExpansive.
=650  \0$aFlow.
=650  \0$aInsulation.
=650  \0$aMoisture.
=650  \0$aOne-dimensional.
=650  \0$aTemperature.
=650  \0$aTransient.
=650  \0$aUnsaturated flow.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aMoisture.
=650  24$aFlow.
=650  24$aTemperature.
=650  24$aUnsaturated flow.
=650  24$aExpansive.
=650  24$aTransient.
=650  24$aInsulation.
=650  24$aCooling.
=650  24$aOne-dimensional.
=650  24$aDiffusion.
=700  1\$aYong, RN.,$eauthor.
=700  1\$aCaporouscio, F.,$eauthor.
=700  1\$aCheung, SCH,$eauthor.
=700  1\$aKjartanson, BH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10271J.htm

=LDR  02062nab a2200577 i 4500
=001  GTJ10277J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10277J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10277J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN948.B4
=082  04$a553.6/1$223
=100  1\$aDeGroot, DJ.,$eauthor.
=245  10$aDiscussion on "Characteristics of a Bentonite Slurry as a Sealant" by Tuncer B. Edil and Ahmed S. H. Muhanna /$cDJ. DeGroot, AJ. Lutenegger.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFiltration.
=650  \0$aGel strength.
=650  \0$aPermeability.
=650  \0$aSealant.
=650  \0$aSlurries.
=650  \0$aViscosity.
=650  \0$aWells.
=650  \0$aBentonite.
=650  14$aBentonite.
=650  24$aSlurries.
=650  24$aViscosity.
=650  24$aGel strength.
=650  24$aFiltration.
=650  24$aPermeability.
=650  24$aSealant.
=650  24$aWells.
=700  1\$aLutenegger, AJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10277J.htm

=LDR  03832nab a2200589 i 4500
=001  GTJ10262J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10262J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10262J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aAmpadu, SK.,$eauthor.
=245  12$aA Hollow Cylinder Torsional Simple Shear Apparatus Capable of a Wide Range of Shear Strain Measurement /$cSK. Ampadu, F. Tatsuoka.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe lack of high-quality data at small strains under monotonic loads has led to the assumption of linear elasticity in small strain analysis and the use of low values of stiffness for analysis of geotechnical structures under working loads. In addition, since most simple shear apparatuses cannot measure lateral stresses, various assumptions have to be made in order to define the failure strength in terms of principal stresses. In this paper a hollow cylinder torsional simple shear system that is capable of measuring shear strains accurately from a strain level as small as 10-6 to failure in addition to measuring all stress components is described. This system is also capable of consolidating specimens along both normal and overconsolidated stress paths and during shearing is able to apply extremely small load reversals with little or no backlash effect. Using the special features of this system, the behavior of kaolin specimens under various stress histories from very small strains to failure was studied. The results show that irrespective of the consolidation stress history, the major part of the principal stress rotation occurs at the early stages of undrained simple shear, and the final direction near the peak strength is always a few degrees below 45° . The small strain behavior indicates that there exists a very small elastic zone of the order of 2 × 10-5 shear strain, and that the behavior beyond this region is highly nonlinear. The trend in the variation of the peak strength with OCR obtained in this system is similar to that obtained in the conventional simple shear apparatus as reported in the literature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomation.
=650  \0$aConsolidation.
=650  \0$aOver-consolidation ratio.
=650  \0$aOverconsolidation.
=650  \0$aPeak strength.
=650  \0$aStress path.
=650  \0$aUndrained simple shear.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aAutomation.
=650  24$aConsolidation.
=650  24$aOverconsolidation.
=650  24$aOver-consolidation ratio.
=650  24$aPeak strength.
=650  24$aStress path.
=650  24$aUndrained simple shear.
=700  1\$aTatsuoka, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10262J.htm

=LDR  02714nab a2200553 i 4500
=001  GTJ10264J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10264J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10264J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aChu, J.,$eauthor.
=245  10$aOn the Measurement of Critical State Parameters of Dense Granular Soils /$cJ. Chu, S-CR Lo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aExisting test methods for measuring the critical state parameters of granular soils are reviewed and critically evaluated. It is concluded that, in triaxial testing of dense sand, significant nonhomogeneous deformation will develop prior to approaching a critical state. Hence, the critical state parameters so measured are questionable. A new test method, referred to as post-failure undrained testing, is presented. The proposed method is simple, but can bring a dense granular sand to a critical state without development of noticeable nonhomogeneous deformation. The critical state parameters so measured with dense specimens agree well with those measured with loose specimens. This is consistent with the postulate that the critical state surface is unique.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical state.
=650  \0$aGranular soils.
=650  \0$aSoils.
=650  \0$aStrain path.
=650  \0$aStrain.
=650  \0$aTriaxial tests.
=650  \0$aSand.
=650  14$aSoils.
=650  24$aCritical state.
=650  24$aGranular soils.
=650  24$aStrain path.
=650  24$aStrain.
=650  24$aTriaxial tests.
=700  1\$aLo, S-CR,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10264J.htm

=LDR  02774nab a2200565 i 4500
=001  GTJ10274J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10274J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10274J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aBauer, GE.,$eauthor.
=245  10$aShear Strength Tests for Coarse Granular Backfill and Reinforced Soils /$cGE. Bauer, Y. Zhao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aIn order to overcome the limitations of the current standard small direct shear box in testing the shear strength of coarse granular backfill materials, a large direct shear apparatus (1000 by 1000 by 940 mm) was constructed at Carleton University and a series of direct shear tests were conducted with coarse granular soils. In addition, several direct shear tests on soils reinforced with geogrids were also conducted, and the shear strength parameters of the composites were compared with those of natural soils. It is shown that the controlled large direct shear test, though time consuming, provided a useful way of evaluating the behavior of the natural granular soils and reinforced soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBackfills.
=650  \0$aDirect shear box.
=650  \0$aGranular backfill materials.
=650  \0$aReinforced soil.
=650  \0$aShear apparatus.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aShear strength.
=650  24$aShear apparatus.
=650  24$aBackfills.
=650  24$aDirect shear box.
=650  24$aGranular backfill materials.
=650  24$aReinforced soil.
=700  1\$aZhao, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10274J.htm

=LDR  03205nab a2200649 i 4500
=001  GTJ10265J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10265J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10265J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aBoulanger, RW.,$eauthor.
=245  12$aA Low-Compliance Bi-Directional Cyclic Simple Shear Apparatus /$cRW. Boulanger, CK. Chan, HB. Seed, RB. Seed, JB. Sousa.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aA new simple shear apparatus is described which can apply bi-directional simple shear cyclic and monotonic loading. Cylindrical specimens are placed in a pressure chamber so that confining pressure and back pressure can be applied. Bi-directional shear loads are applied to the specimen's base, which is mounted on a series of two horizontal rolling tables which can be independently loaded in two orthogonal directions while preventing cap and base platen "rocking." A computer-automated feedback-loop-controlled pneumatic servovalve system provides excellent control of loads and displacements. Displacement control during cyclic tests on softening specimens is improved by the inclusion of a parallel stiffness. Procedures and test results are presented for three different undrained cyclic simple shear loading conditions and for a strain-controlled monotonic loading condition.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBi-directional.
=650  \0$aCyclic loading.
=650  \0$aEarth-quake.
=650  \0$aLaboratory equipment.
=650  \0$aLiquefaction.
=650  \0$aSimple-shear.
=650  \0$aSloping ground.
=650  \0$aUndrained tests.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aBi-directional.
=650  24$aSimple-shear.
=650  24$aLiquefaction.
=650  24$aSloping ground.
=650  24$aUndrained tests.
=650  24$aCyclic loading.
=650  24$aLaboratory equipment.
=650  24$aEarth-quake.
=700  1\$aChan, CK.,$eauthor.
=700  1\$aSeed, HB.,$eauthor.
=700  1\$aSeed, RB.,$eauthor.
=700  1\$aSousa, JB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10265J.htm

=LDR  02960nab a2200601 i 4500
=001  GTJ10268J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10268J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10268J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMlynarek, J.,$eauthor.
=245  10$aFiltration Opening Size of Geotextiles by Hydrodynamic Sieving /$cJ. Mlynarek, J. Lafleur, A. Rollin, G. Lombard.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1993.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe latest development on the hydrodynamic sieving technique (HST) using glass beads to determine the filtration opening size (FOS) of geotextiles is presented. The FOS value is defined as the 95% (by mass) diameter of the glass beads which have passed through the geotextile under the hydrodynamic sieving action. The data of an experimental program to verify the repeatability and reproducibility are reported and discussed. The technique was found to be simple and repeatable for all types of geotextiles. The FOS of geotextiles measured by the HST is related to the geotextiles' general parameters such as their mass per unit area and thickness. The FOS value can be roughly estimated from simple knowledge of these parameters using the relationship established for the type of product.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFilter criteria.
=650  \0$aFilters.
=650  \0$aFiltration opening size.
=650  \0$aGeotextiles.
=650  \0$aHydrodynamic sieving technique.
=650  \0$aSieving.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aGeotextiles.
=650  24$aSieving.
=650  24$aFilters.
=650  24$aHydrodynamic sieving technique.
=650  24$aFiltration opening size.
=650  24$aFilter criteria.
=700  1\$aLafleur, J.,$eauthor.
=700  1\$aRollin, A.,$eauthor.
=700  1\$aLombard, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10268J.htm

=LDR  02051nab a2200541 i 4500
=001  GTJ10137J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10137J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10137J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590
=082  04$a631.4/05$223
=100  1\$aYoussef, H.,$eauthor.
=245  10$aDiscussion of "A New Automatic Volume Change Monitoring Device" by N. S. Rad and G. W. Clough /$cH. Youssef.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomatic measurements.
=650  \0$aLaboratory tests.
=650  \0$aPore pressure measurements.
=650  \0$aPore pressures.
=650  \0$aSoil tests.
=650  \0$aVolume change measurements.
=650  \0$aSoils.
=650  \0$aEarth (Soils)
=650  14$aLaboratory tests.
=650  24$aSoil tests.
=650  24$aPore pressures.
=650  24$aAutomatic measurements.
=650  24$aPore pressure measurements.
=650  24$aVolume change measurements.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10137J.htm

=LDR  02625nab a2200505 i 4500
=001  GTJ10135J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10135J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10135J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aWasti, Y.,$eauthor.
=245  10$aLiquid and Plastic Limits as Determined from the Fall Cone and the Casagrande Methods /$cY. Wasti.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe shortcomings of the conventional methods of determining the liquid limit using the Casagrande apparatus and the plastic limit by rolling soil balls by hand have led to the investigation of the fall cone (cone penetrometer) as an alternative. The use of the fall cone test to determine the liquid limit has long been adopted by several countries, but the proposal to use this test to determine the plastic limit as well, redefined on the basis of a strength criterion, is rather recent. In this paper the liquid and the plastic limits as determined by these two procedures for a number of natural soils and artificial soil mixtures are presented. A comparative and critical survey of experimental results involving the use of various cones to obtain consistency limits is also included.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aFall cone.
=650  \0$aLiquid limit.
=650  \0$aPlastic limit.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aLiquid limit.
=650  24$aPlastic limit.
=650  24$aFall cone.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10135J.htm

=LDR  03295nab a2200613 i 4500
=001  GTJ10132J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10132J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10132J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aOoi, LH.,$eauthor.
=245  12$aA Constant Normal Stiffness Direct Shear Device for Static and Cyclic Loading /$cLH. Ooi, JP. Carter.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aA device has been designed and built to carry out both static and cyclic direct shear tests on specimens of soil and rock and on interfaces of soil or rock and construction materials. The device has the special capability of allowing the shear deformation to proceed under conditions of constant normal stiffness. This is in contrast to the more conventional direct shear devices, which permit shearing under conditions of constant normal stress. It is expected that the constant normal stiffness conditions will be more representative of many in-situ conditions of shear deformation; an important example occurs at the interface of a pile and the formation in which it is placed (particularly those piles that are grouted into the formation). When used with a servo-controlled testing machine the device is capable of applying either static or cyclic shear loading to the test specimens utilizing either load or displacement control. The device is described in this paper, and typical results are presented for static and cyclic loading of a variety of interfaces including some that dilate on shearing and others that collapse as they are sheared.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDilation.
=650  \0$aDrilled shafts.
=650  \0$aLaboratories.
=650  \0$aPiles.
=650  \0$aRock joints.
=650  \0$aRock mechanics.
=650  \0$aShear strength.
=650  \0$aShear tests.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aPiles.
=650  24$aShear tests.
=650  24$aShear strength.
=650  24$aDilation.
=650  24$aDrilled shafts.
=650  24$aLaboratories.
=650  24$aRock mechanics.
=650  24$aRock joints.
=700  1\$aCarter, JP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10132J.htm

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=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10134J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10134J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=245  00$aSuggested Method for Performing the Borehole Shear Test.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aASTM Committee D18.02 on Sampling and Related Field Testing for Soil Investigation (Mr. Ralph Brown, Chairman) suggested that this proposed suggested method be published herein to provide exposure and solicit comments for users. The purpose is to improve its clarity, accuracy, and acceptibility, so that in the future, Committee D18.02 may submit it for publication in the Annual Book of ASTM Standards. Suggestions for revision and other comments should be sent to Alan J. Lutenegger, Subcommittee D18.02.12. The subcommittee will fully consider all comments and suggestions that provide specific improvements to the proposed method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrill holes.
=650  \0$aShear tests.
=650  \0$aSoil tests.
=650  \0$aSuggested method.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aDrill holes.
=650  24$aShear tests.
=650  24$aSoil tests.
=650  24$aSuggested method.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10134J.htm

=LDR  02502nab a2200541 i 4500
=001  GTJ10133J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10133J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10133J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aLutenegger, AJ.,$eauthor.
=245  10$aReproducibility of Borehole Shear Test Results in Marine Clay /$cAJ. Lutenegger, DA. Timian.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aAn investigation was conducted to determine the variability of borehole shear test results obtained in testing soft and medium consistency marine clays. A statistical comparison of the results of stage tests obtained by different operators at two test depths at a research site is made. An additional comparison of the results obtained from stage tests and fresh shearing and a brief discussion of the linearity of both types of tests is also made. A short summary discussing the applicability of the results is also presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorehole shear test.
=650  \0$aClays.
=650  \0$aPrecision.
=650  \0$aShear strength.
=650  \0$aSoil testing.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aBorehole shear test.
=650  24$aPrecision.
=650  24$aSoil testing.
=650  24$aClays.
=650  24$aShear strength.
=700  1\$aTimian, DA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10133J.htm

=LDR  02842nab a2200661 i 4500
=001  GTJ10136J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10136J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10136J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD426
=082  04$a628.5/5$223
=100  1\$aRad, NS.,$eauthor.
=245  10$aFactors Affecting Sand Specimen Preparation by Raining /$cNS. Rad, MT. Tumay.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aAmong the available procedures for obtaining reconstituted laboratory sand specimens, pluvial compaction appears to best simulate the natural processes leading to formation of sand deposits. Although widely used for a long period of time, effects of some components of the specimen preparation equipment (sand rainer) on the relative density of the specimen formed have not been comprehensively studied. This paper presents the results of an investigation aimed at studying these effects. The results obtained are used to provide a guide-line for design of a sand rainer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeposition intensity.
=650  \0$aDiffusers.
=650  \0$aFalling height.
=650  \0$aLaboratory tests.
=650  \0$aMonterey sand.
=650  \0$aSand pluviation.
=650  \0$aSand rainer.
=650  \0$aSand raining.
=650  \0$aShutter porosity.
=650  \0$aSpecimen preparation.
=650  \0$aPorosity.
=650  \0$aSoil.
=650  14$aDeposition intensity.
=650  24$aDiffusers.
=650  24$aLaboratory tests.
=650  24$aFalling height.
=650  24$aMonterey sand.
=650  24$aSand pluviation.
=650  24$aSand raining.
=650  24$aSand rainer.
=650  24$aSpecimen preparation.
=650  24$aShutter porosity.
=700  1\$aTumay, MT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10136J.htm

=LDR  03347nab a2200685 i 4500
=001  GTJ11848
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11848$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11848$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aAl-Qasimi, EMA,$eauthor.
=245  10$aCanadian Liquefaction Experiment (CANLEX) :$bBlast-Induced Ground Motion and Pore Pressure Experiments /$cEMA Al-Qasimi, WA. Charlie, DJ. Woeller.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b52
=520  3\$aAs part of the Canadian Liquefaction Experiment (CANLEX), single and multiple explosive charges were detonated in a level deposit of loose, saturated, sand-size mine tailings. Empirical equations were developed from pore pressure and ground motion recorded at several locations. A condition of zero effective stress was induced at a depth of 6 m when peak particle velocity exceeded 0.65 m/s for single detonations and 0.13 m/s for twelve detonations having millisecond delays. Little or no excess pore pressure was induced from single or multiple detonations when peak particle velocity or peak compressive strain was less than 0.01 m/s or 0.001 %, respectively. The blasting experiments were conducted and analyzed to determine blast-induced ground motion and pore pressure response in a level deposit and to determine the possibility of using explosives to trigger flow-liquefaction in tailings located below an embankment, while keeping peak particle velocities within limits set by Syncrude Canada, Ltd.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlasts.
=650  \0$aDynamic test.
=650  \0$aExplosives.
=650  \0$aParticle velocity.
=650  \0$aPore pressure.
=650  \0$aSand.
=650  \0$aSyncrude.
=650  \0$aTailings.
=650  \0$aVelocity.
=650  \0$aliquefaction.
=650  \0$aSoil liquefaction.
=650  \0$asoil model preparation.
=650  14$aBlasts.
=650  24$aCANLEX.
=650  24$aDynamic test.
=650  24$aExplosives.
=650  24$aLiquefaction.
=650  24$aParticle velocity.
=650  24$aPore pressure.
=650  24$aSand.
=650  24$aSyncrude.
=650  24$aTailings.
=650  24$aVelocity.
=700  1\$aCharlie, WA.,$eauthor.
=700  1\$aWoeller, DJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11848.htm

=LDR  02670nab a2200517 i 4500
=001  GTJ11922
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11922$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11922$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aYune, C-Y,$eauthor.
=245  10$aConsolidation Test at Constant Rate of Strain for Radial Drainage /$cC-Y Yune, C-K Chung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aA consolidometer for radial drainage under constant rate of strain (CRS) loading was developed. Theoretical solutions for determining the consolidation parameters, such as the coefficient of consolidation, compression index, recompression index, and preconsolidation pressure, from the test results were also proposed. Comparative experiments with CRS loading and incremental loading (IL) were carried out in radial drainage and also in vertical drainage. The results obtained from the developed CRS loading test agreed well with those of the conventional incremental loading test for radial drainage. They also showed that the CRS test enables the whole consolidation test to be completed in 2-6 h for commonly encountered fine grained soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aConstant rate of strain.
=650  \0$aRadial drainage.
=650  \0$afine grained soil.
=650  \0$aShear strength.
=650  \0$aSoil mechanics.
=650  14$aConsolidation.
=650  24$aConstant rate of strain.
=650  24$aRadial drainage.
=650  24$aFine grained soil.
=700  1\$aChung, C-K,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11922.htm

=LDR  02979nab a2200553 i 4500
=001  GTJ12327
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12327$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12327$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aFityus, SG.,$eauthor.
=245  14$aThe Shrink Swell Test /$cSG. Fityus, DA. Cameron, PF. Walsh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b54
=520  3\$aAlthough the assessment of the expansive potential of clay soils has been the subject of active research for the past 40 years, its treatment in routine geotechnical practice around the world remains inconsistent. This paper describes the shrink swell test, which is used routinely in Australian geotechnical practice as the principal method for the experimental assessment of the expansive potential of clay soils. The test procedure and its underlying assumptions are described and discussed in the context of the historical development of the test and its routine application. It is shown that the shrink swell test is a simple and economical means of assessing soil expansiveness, which is achieved largely through the adoption of several simplifying assumptions that effectively circumvent the measurement of soil suction. The significance of these assumptions is discussed, and it is concluded that the shrink swell test can be conveniently and reliably employed to guide the routine design of foundations in expansive soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGround movement.
=650  \0$aShrink.
=650  \0$aShrinkage index.
=650  \0$aSwell.
=650  \0$aexpansive soil.
=650  \0$aExpansive clays.
=650  \0$aSwelling soils.
=650  14$aExpansive soil.
=650  24$aGround movement.
=650  24$aShrink.
=650  24$aSwell.
=650  24$aShrinkage index.
=700  1\$aCameron, DA.,$eauthor.
=700  1\$aWalsh, PF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12327.htm

=LDR  03337nab a2200529 i 4500
=001  GTJ12289
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12289$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12289$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aRathje, EM.,$eauthor.
=245  10$aDevelopment of an In Situ Dynamic Liquefaction Test /$cEM. Rathje, W-J Chang, KH. Stokoe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aA new field-testing technique has been developed in which liquefaction and pore pressure generation characteristics of soil are measured in situ. The in situ dynamic liquefaction test utilizes a large, hydraulic shaker to load dynamically a soil deposit. The soil response is measured with embedded instrumentation. The embedded instrumentation includes newly developed liquefaction test sensors that incorporate velocity transducers (geophones) and pore pressure transducers in a single case. The recorded data are used to describe pore pressure generation and liquefaction characteristics in terms of the relationship between shear strain and induced pore pressure ratio. The analytical techniques used to compute shear strain from particle velocity measurements are discussed and compared. The results from testing a 1.2-m by 1.2-m by 1.2-m reconstituted field test specimen are presented. The shear strain-pore pressure relationships at selected numbers of loading cycles that were determined from the in situ dynamic liquefaction test are compared with those measured by other investigators in the laboratory. The field-measured relationships show the same shape as the lab-measured relationships, but the field data indicate a smaller threshold strain for pore pressure generation (~0.005 %). This difference is attributed to the low effective stresses in the reconstituted field specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField testing.
=650  \0$aPore pressure.
=650  \0$aShear strain.
=650  \0$aliquefaction.
=650  \0$aSoil liquefaction.
=650  \0$asoil model preparation.
=650  14$aLiquefaction.
=650  24$aField testing.
=650  24$aPore pressure.
=650  24$aShear strain.
=700  1\$aChang, W-J,$eauthor.
=700  1\$aStokoe, KH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12289.htm

=LDR  03170nab a2200553 i 4500
=001  GTJ11959
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11959$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11959$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aSancio, RB.,$eauthor.
=245  13$aAn Assessment of the Effect of Rod Length on SPT Energy Calculations Based on Measured Field Data /$cRB. Sancio, JD. Bray.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe penetration resistance of a sandy soil, as measured by the Standard Penetration Test (SPT), is extensively used in geotechnical engineering. There are many factors that influence the energy transmitted to the rod string and sampler by the impact of the hammer on the anvil and thus affect the value of the blow count or N-value. This paper presents the results of a series of site investigations performed in northwest Turkey following the 1999 Kocaeli earthquake, where close to 2000 direct measurements of the energy transmitted by the hammer to the sampling system were conducted. It was found that short rod lengths have a small influence on the energy ratio when this is calculated by the force-velocity method. It was also observed that the N-value of the test interval has an influence on the effect that short rods have on the energy ratio calculated by the force-velocity method. Additionally, for this study the calculation of the energy ratio by the procedures outlined in ASTM D4633, which is currently withdrawn, is significantly greater than the energy ratio calculated by the force-velocity method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEnergy.
=650  \0$aFieldwork.
=650  \0$aIn-situ test.
=650  \0$aStandard Penetration Test (SPT)
=650  \0$aStandards.
=650  \0$apenetration test.
=650  \0$aSoil penetration test.
=650  \0$areconsolidation penetration test.
=650  14$aStandard Penetration Test (SPT)
=650  24$aEnergy.
=650  24$aFieldwork.
=650  24$aIn-situ test.
=650  24$aStandards.
=700  1\$aBray, JD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11959.htm

=LDR  03418nab a2200553 i 4500
=001  GTJ12580
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12580$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12580$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/51363$223
=100  1\$aEmin Kutay, M.,$eauthor.
=245  10$aFiltration Performance of Two-Layer Geotextile Systems /$cM. Emin Kutay, AH. Aydilek.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aNonwoven geotextiles are commonly used in filtration applications. For some applications, however, a nonwoven geotextile filter may not have the required mechanical properties to withstand deformations, and an additional woven geotextile is usually employed in design. While reinforcement is an important function expected from these two-layer geotextile systems, filtration is another function that is critical for the long-term performance. Recent observations in geotextile filter design suggested that the filtration characteristics of these systems can be highly different than those of single-layer systems. A laboratory test program was undertaken to evaluate the filtration performance of four different woven/nonwoven geotextile combinations with fly ash and bottom-sea dredged sediments. For comparison, these geomaterials were also tested with two single-woven geotextiles. The results indicated that both fly ash and dredged sediments could be successfully filtered by a variety of woven geotextiles and nonwoven/woven combinations. Results also showed that use of a two-layer geotextile system, rather than a single-woven geotextile, significantly increased the filtration capacity. Higher amounts of fines accumulated at the sediment-geotextile interface than the fly ash-geotextile interfaces, indicating that geotextiles are more prone to clogging during filtering dredged sediments.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDredged Sediment.
=650  \0$aFiltration.
=650  \0$aFly Ash.
=650  \0$aGeotextile.
=650  \0$aGradient Ratio Test.
=650  \0$aGeotextiles$xCongresses.
=650  \0$aSoil stabilization.
=650  \0$aGeossinte?ticos (congressos)
=650  14$aFiltration.
=650  24$aGeotextile.
=650  24$aGradient Ratio Test.
=650  24$aFly Ash.
=650  24$aDredged Sediment.
=700  1\$aAydilek, AH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12580.htm

=LDR  03058nab a2200565 i 4500
=001  GTJ11845
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11845$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11845$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/33$223
=100  1\$aSivakumar Babu, GL.,$eauthor.
=245  10$aSignificance of Soil Suction and Soil Water Characteristic Curve Parameters /$cGL. Sivakumar Babu, J. Peter, MD. Mukesh, E. Gartung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aSoil Water Characteristic Curves (SWCC) of unsaturated soils have considerable importance in analysis of geotechnical engineering problems. In these analyses, it is necessary to make a distinction between the components of total suction in terms of solute and matric suctions, which is generally ignored in practice. In the present study, suction characteristics of two compacted clayey soils are measured using filter paper method (ASTM D 5298-94), which is useful in this regard. The experimental results show that consideration of only matric suction instead of total suction is conservative as it constitutes about 25 to 60% of total suction in clay soils. Theoretical models were fitted to experimental results, and it is demonstrated that the model parameters are different in terms of total suction and matric suction. The results show that measurement of both the components of suction using the filter paper method is simple and useful in engineering analysis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMatric suction.
=650  \0$aModel parameters.
=650  \0$aTotal suction.
=650  \0$aUnsaturated soils.
=650  \0$aEmbankments.
=650  \0$aSlope stability.
=650  \0$aGround settlement.
=650  14$aTotal suction.
=650  24$aMatric suction.
=650  24$aSWCC.
=650  24$aUnsaturated soils.
=650  24$aModel parameters.
=700  1\$aPeter, J.,$eauthor.
=700  1\$aMukesh, MD.,$eauthor.
=700  1\$aGartung, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11845.htm

=LDR  03214nab a2200529 i 4500
=001  GTJ12312
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12312$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12312$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a625.7/32$223
=100  1\$aChen, D-H,$eauthor.
=245  12$aA Correlation Between Dynamic Cone Penetrometer Values and Pavement Layer Moduli /$cD-H Chen, D-F Lin, P-H Liau, J. Bilyeu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe Dynamic Cone Penetrometer (DCP) is one of the least expensive testing devices able to characterize base and subgrade properties. To fully use the DCP in pavement evaluation, an empirical relationship between DCP penetration rate and layer modulus is required. However, the literature on this correlation is limited. This study incorporates a total of 198 DCP and Falling Weight Deflectometer (FWD) tests done over 8 years on various types of highways (Interstate Highway, US, and Farm-to-Market). The computer program MODULUS was employed to backcalculate the layer moduli from the FWD results to build a correlation with DCP results. A comparison was made with the widely-used model by Powell et al. (1984). It is found that the difference between the two models decreases as the Penetration Rate (PR) increases. For a PR of less than 10 mm/blow, the difference between these two models was over 10%. The difference is only about 1.7 % when the PR is 80 mm/blow. Without knowing the true moduli, it is impossible to tell which equation is better. The correlation developed here provides another option and allows researchers to recognize the range of variability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCorrelation.
=650  \0$aDynamic cone penetrometer (DCP)
=650  \0$aFalling weight deflectometer (FWD)
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  14$aDynamic cone penetrometer (DCP)
=650  24$aFalling weight deflectometer (FWD)
=650  24$aCorrelation.
=700  1\$aLin, D-F,$eauthor.
=700  1\$aLiau, P-H,$eauthor.
=700  1\$aBilyeu, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12312.htm

=LDR  03248nab a2200529 i 4500
=001  GTJ12520
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12520$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12520$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD795.7
=082  04$a628.445$223
=100  1\$aLee, J-M,$eauthor.
=245  10$aSolution Retention Capacity as an Alternative to the Swell Index Test for Sodium Bentonite /$cJ-M Lee, CD. Shackelford.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aA new test, referred to as the solution retention capacity (SRC), is proposed as a potentially less tedious and quicker alternative to the swell index (SI) test (ASTM D 5890) for bentonite. The SRC represents the amount of a 50-mL solution retained in one gram of oven-dried bentonite after centrifugation at 2750 g, and the SRC values are reported in units of mL/g. The SRC for two sodium bentonites from geosynthetic clay liners measured using deionized water and solutions containing calcium chloride (CaCl2) at concentrations ranging from 5 mM to 500 mM is compared with the SI for both bentonites and the same test liquids. In general, both SI and SRC decrease with increasing CaCl2 concentration due to a decrease in the thickness of adsorbed layer of the bentonite particles. However, the SI is greater than the SRC, with SI falling in the range of 7.5 mL/2 g <= SI <= 30 mL/2 g and SRC falling in the range of 1.7 mL/g <= SRC <= 7.2 mL/g. The difference in the magnitudes of SI relative to SRC is attributed, in part, to the differences in the units (i.e., mL/2 g for SI versus mL/g for SRC) and the accelerations (i.e., 1 g in SI versus 2750 g in SRC) for the two procedures. Also, the SI includes the volume of the solid bentonite, whereas the SRC does not.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite.
=650  \0$aGeosynthetic clay liner.
=650  \0$aIndex properties.
=650  \0$aSwell index.
=650  \0$abentonites.
=650  \0$aSoil permeability.
=650  \0$aPolymeric composites.
=650  14$aBentonite.
=650  24$aGeosynthetic clay liner.
=650  24$aIndex properties.
=650  24$aSwell index.
=700  1\$aShackelford, CD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12520.htm

=LDR  02819nab a2200553 i 4500
=001  GTJ12541
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12541$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12541$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA354.5
=082  04$a620.1126$223
=100  1\$aWei, L.,$eauthor.
=245  10$aField Testing of Inclined Cone Penetration /$cL. Wei, MT. Tumay, MY. Abu-Farsakh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aIt is expected that the measurements of tip resistance and sleeve friction will be somewhat different between vertical cone penetration tests (CPTv) and inclined cone penetration tests (ICPT). In order to investigate this effect, a field testing program was performed in three different locations with varying soil characteristics in Louisiana. The values of tip resistance and sleeve friction were compared between CPTv and ICPT. The coefficient of lateral earth pressure at rest, K0, indicates the degree of initial stress anisotropy. It was found that, both the tip resistance and the sleeve friction tend to increase for K0 < 1 or decrease for K0 > 1 as the orientation of penetration changes gradually from vertical to horizontal.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInclined cone penetration.
=650  \0$aInitial stress anisotropy.
=650  \0$aSleeve friction.
=650  \0$aTip resistance.
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  14$aInclined cone penetration.
=650  24$aTip resistance.
=650  24$aSleeve friction.
=650  24$aInitial stress anisotropy.
=650  24$aCoefficient of lateral earth pressure at rest.
=700  1\$aTumay, MT.,$eauthor.
=700  1\$aAbu-Farsakh, MY.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12541.htm

=LDR  03456nab a2200601 i 4500
=001  GTJ12125
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12125$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12125$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aRix, GJ.,$eauthor.
=245  12$aA Non-Resonance Method for Measuring Dynamic Soil Properties /$cGJ. Rix, J. Meng.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aA non-resonance (NR) test method is introduced to determine dynamic soil properties at low strain amplitudes over a broad frequency range using a conventional resonant column/torsional shear (RC/TS) apparatus. The theoretical background of the NR method is presented and it is shown that the shear modulus and material damping ratio can be obtained from frequency response measurements between the applied torque and resulting rotational displacement of the specimen. By properly accounting for inertia effects, the NR method allows measurements at frequencies (e.g., 2-30 Hz) that fill the gap between conventional RC and TS tests. Experimental results are presented for aluminum alloy, polymethyl methacrylate (PMMA), and soil specimens over the frequency range of 0.01-30 Hz. Values for aluminum alloy and PMMA, used as calibration materials, obtained with the NR method agree well with reference values from the literature and help validate the approach. Tests on two soil specimens indicate that the NR method permits continuous measurements of shear modulus and material damping ratio of soils over a broad frequency range, which has the potential to yield improved understanding of viscoelastic soil behavior and provide dynamic soil properties over a range of frequencies appropriate for a variety of natural and man-made vibration sources.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic soil properties.
=650  \0$aFrequency.
=650  \0$aLaboratory test.
=650  \0$aResonant column.
=650  \0$aSmall strain.
=650  \0$aTorsional shear.
=650  \0$aVibration.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aDynamic soil properties.
=650  24$aFrequency.
=650  24$aVibration.
=650  24$aLaboratory test.
=650  24$aResonant column.
=650  24$aTorsional shear.
=650  24$aSmall strain.
=700  1\$aMeng, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12125.htm

=LDR  03383nab a2200661 i 4500
=001  GTJ12080
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12080$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12080$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQM23.2
=082  04$a611$223
=100  1\$aBatiste, SN.,$eauthor.
=245  10$aShear Band Characterization of Triaxial Sand Specimens Using Computed Tomography /$cSN. Batiste, KA. Alshibli, S. Sture, M. Lankton.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA thorough quantitative analysis of the internal density distribution and strain localization of axisymmetric triaxial sand specimens is presented. Computed tomography technique was used to acquire detailed three-dimensional images of a series of Ottawa sand specimens subjected to Conventional Triaxial Compression (CTC) conditions at very low effective stresses in microgravity and terrestrial laboratories. Analysis tools were developed to quantify the distribution of local void ratio, track the onset, propagation, thickness, and inclination angle of shear bands, and calculate the variation of void ratio within and outside shear bands. It has been found that shear bands initiate in the post-peak strength regime in CTC specimens, where a rather complex pattern of shear bands develops such that behavior is highly influenced by large-scale kinematics of the specimen. Four main deformation patterns were identified and their contribution to the overall volume change of the specimens was quantified.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComputed tomography.
=650  \0$aGranular materials.
=650  \0$aInstability.
=650  \0$aLocalization.
=650  \0$aSand.
=650  \0$aShear band thickness.
=650  \0$aTriaxial compression.
=650  \0$aVoid ratio.
=650  \0$aTomography, X-Ray Computed.
=650  \0$aAnatomy.
=650  \0$aRadiotherapy.
=650  14$aComputed tomography.
=650  24$aShear band thickness.
=650  24$aShear band inclination (orientation) angle.
=650  24$aTriaxial compression.
=650  24$aVoid ratio.
=650  24$aLocalization.
=650  24$aInstability.
=650  24$aGranular materials.
=650  24$aSand.
=700  1\$aAlshibli, KA.,$eauthor.
=700  1\$aSture, S.,$eauthor.
=700  1\$aLankton, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12080.htm

=LDR  02897nab a2200577 i 4500
=001  GTJ11854
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11854$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11854$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aParent, S-E?,$eauthor.
=245  10$aDetermination of the Hydraulic Conductivity Function of a Highly Compressible Material Based on Tests with Saturated Samples /$cS-E? Parent, A. Cabral, ED. Avanzi, JG. Zornberg.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aAn alternative procedure to determine the hydranlic conductivity function (k-function) based on relationships between saturated hydraulic conductivity and void ratio and between air-entry value and void ratio is proposed. The procedure was applied to determine the k-function of deinking by-products, a highly compressible industrial by-product that is used as alternative material in geoenvironmental applications. The validity of the procedure is verified by comparing the k-function of a compressible soil obtained based on the proposed procedure (using published experimental data) with experimentally determined unsaturated hydraulic conductivities for the same soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCharacteristic curve.
=650  \0$aCompressible soils.
=650  \0$aDeinking by-products.
=650  \0$aHydraulic conductivity function.
=650  \0$aSuction.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aHydraulic conductivity function.
=650  24$aCompressible soils.
=650  24$aSuction.
=650  24$aCharacteristic curve.
=650  24$aDeinking by-products.
=700  1\$aCabral, A.,$eauthor.
=700  1\$aAvanzi, ED.,$eauthor.
=700  1\$aZornberg, JG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11854.htm

=LDR  03649nab a2200589 i 4500
=001  GTJ11811
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11811$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11811$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA276.18.C3842011
=082  04$a638.12467$223
=100  1\$aKim, D-S,$eauthor.
=245  10$aEvaluation of Various Downhole Data Reduction Methods for Obtaining Reliable VS Profiles /$cD-S Kim, E-S Bang, W-C Kim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe downhole method has been widely used to measure in situ shear wave velocity profiles for the seismic response analysis of geotechnical sites. To analyze the downhole data, the direct and interval methods are mostly used in practice. In this study, the modified interval method based on a straight ray path and the inversion method based on Snell's Law ray path were introduced to improve the quality of the wave velocity profiles evaluated by the downhole seismic method. Various synthesized wave velocity profile models were developed to perform the parametric study and the arrival times were determined by a forward modeling scheme based on Snell's Law. By comparing the velocity profiles obtained by four different data reduction methods with actual velocity profiles, the accuracy and limitation of various data reduction methods were assessed. The direct method was difficult for evaluating the detailed velocity profiles, and the interval method was found to provide severe errors, particularly when a stiff layer is located beneath the soft layer. The modified interval method provides reliable results, except when a strong soft-to-stiff contrast exists. Snell's Law ray path method provides the most reliable velocity profiles. Finally, in situ downhole seismic tests were performed at three sites, and the importance of considering the ray path in the data reduction was emphasized by comparing the reduced shear wave velocity profiles with crosshole and standard penetration test results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aData reduction.
=650  \0$aDownhole test.
=650  \0$aIn situ testing.
=650  \0$aRay path.
=650  \0$aSnell's Law.
=650  \0$aparametric study.
=650  \0$aNon-parametric statistics.
=650  \0$ashear wave velocity.
=650  14$aDownhole test.
=650  24$aShear wave velocity.
=650  24$aData reduction.
=650  24$aRay path.
=650  24$aSnell's Law.
=650  24$aParametric study.
=650  24$aIn situ testing.
=700  1\$aBang, E-S,$eauthor.
=700  1\$aKim, W-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11811.htm

=LDR  03067nab a2200589 i 4500
=001  GTJ12191
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12191$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12191$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aPaikowsky, SG.,$eauthor.
=245  10$aDesign and Construction of Three Instrumented Test Piles to Examine Time Dependent Pile Capacity Gain /$cSG. Paikowsky, EL. Hajduk.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThree heavily instrumented test piles were designed, constructed, and installed at a bridge reconstruction site in Newbury, Massachusetts as part of a research initiative into time dependent pile capacity gain. Pile instrumentation consisted primarily of an alternating pattern of piezometers and strain gages, allowing for correlation between pile capacity gain and excess pore pressure dissipation along discrete pile segments. Additional instrumentation within the piles included accelerometers, telltales, and radial pressure cells, allowing monitoring of total pressure at the pile wall. Standard dynamic gages (strain gages and accelerometers) were also attached to the piles during dynamic testing. A total of 86 vibrating wire, 17 electrical resistance, 17 telltales, and 4 piezo-resistive gages were installed within the test piles to record strain, displacement, pressure, and acceleration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapacity gain.
=650  \0$aDissipation.
=650  \0$aPiezometers.
=650  \0$aPile.
=650  \0$aPore water pressure.
=650  \0$aStrain gages.
=650  \0$aTotal pressure cells.
=650  \0$aCompilers (Computer programs)
=650  \0$aProgramming languages (Electronic computers)
=650  14$aPile.
=650  24$aPore water pressure.
=650  24$aDissipation.
=650  24$aCapacity gain.
=650  24$aPiezometers.
=650  24$aTotal pressure cells.
=650  24$aStrain gages.
=700  1\$aHajduk, EL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12191.htm

=LDR  03461nab a2200625 i 4500
=001  GTJ11194
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11194$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11194$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA711.A1
=082  04$a624.1/51$223
=100  1\$aSong, BW.,$eauthor.
=245  10$aDirect Simple Shear Testing for Post-Cyclic Degradation in Stiffness of Nonplastic Silt /$cBW. Song, K. Yasuhara, S. Murakami.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aUsing a sequential procedure of cyclic and postcyclic direct simple shear tests, the stiffness degradation characteristics of nonplastic silt are studied during and immediately after cyclic loading by direct simple shear (DSS) tests. The results from cyclic and postcyclic DSS tests were interpreted using methods modified from those adopted for cyclic and postcyclic triaxial tests. In particular, the effect of initial static shear stress (ISSS) on postcyclic behavior is considered for nonplastic silt. The findings obtained from the sequential DSS testing on nonplastic silt are: (i) during cyclic loading the tendency of the stiffness to decrease with increasing normalized pore pressure is different for plastic and nonplastic silts, (ii) since the relation between equivalent stiffness ratio and single amplitude shear strain for nonplastic silt does not filt the Hardin-Drnevich Model, new modified relation is needed, (iii) the larger the ISSS is, the faster the decrease in stiffness ratio becomes, and (iv) the decrease of stiffness ratio for nonplatic silt is less marked than that for plastic silt when plotted against the normalized pore pressure after cyclic load.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant volume condition.
=650  \0$aCyclic loading.
=650  \0$aCyclic test.
=650  \0$aDegradation of stiffness.
=650  \0$aDirect simple shear test.
=650  \0$aMonotonic test.
=650  \0$aPostcyclic loading.
=650  \0$aSilt.
=650  \0$aSoil dynamics.
=650  \0$aNonplastic Silt.
=650  14$aSilt.
=650  24$aDirect simple shear test.
=650  24$aCyclic test.
=650  24$aMonotonic test.
=650  24$aCyclic loading.
=650  24$aConstant volume condition.
=650  24$aDegradation of stiffness.
=650  24$aPostcyclic loading.
=700  1\$aYasuhara, K.,$eauthor.
=700  1\$aMurakami, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11194.htm

=LDR  02826nab a2200553 i 4500
=001  GTJ11950
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11950$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11950$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aCuisinier, O.,$eauthor.
=245  10$aTesting the Hydromechanical Behavior of a Compacted Swelling Soil /$cO. Cuisinier, F. Masrouri.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThe paper presents a study of the hydromechanical behavior of a compacted swelling soil in a range of suctions comprised between 0 and around 300 MPa. To perform this study, two kinds of suction controlled oedometers were used, one using the osmotic method and the other using the salt solution method. A detailed review of the conditions for using these two methods is given in the first part of the paper. The second section provides the results of several suction controlled oedometer tests performed in this range of suction. They show that the mechanical behavior of the tested swelling material is strongly affected by the applied suction, even in the high suction range. In addition, it appeared that the samples preparation technique significantly influenced the hydromechanical behavior of the tested soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHydromechanical behavior.
=650  \0$aOsmotic method.
=650  \0$aSalt solutions.
=650  \0$aSuction.
=650  \0$aSwelling soil.
=650  \0$aSwelling soils.
=650  \0$aSoil suction.
=650  \0$aExpansive clays.
=650  14$aSuction.
=650  24$aSwelling soil.
=650  24$aSalt solutions.
=650  24$aOsmotic method.
=650  24$aHydromechanical behavior.
=700  1\$aMasrouri, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11950.htm

=LDR  03518nab a2200553 i 4500
=001  GTJ12069
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12069$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12069$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aPuppala, AJ.,$eauthor.
=245  10$aVolumetric Shrinkage Strain Measurements in Expansive Soils Using Digital Imaging Technology /$cAJ. Puppala, B. Katha, LR. Hoyos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aExpansive soils undergo large volumetric shrinkage strains, which eventually lead to high heave movements upon hydration of these soils. Current test methods to determine shrinkage strain potentials of soils are restricted by several limitations including small specimen sizes, molds with rigid walls that restrain shrinkage strains in lateral directions, and manual measurement errors. In this paper, a novel methodology to conduct volumetric shrinkage strain test on cylindrical soil specimens and a digital imaging technique to analyze and determine volumetric shrinkage strains of the test are described. As part of the evaluations of this methodology, volumetric shrinkage strains of four types of medium to high expansive soils were researched. Shrinkage tests were conducted on all four soils at three different moisture contents. Volumetric shrinkage strains were then measured using both digital and conventional manual approaches. Test results showed that the test and the developed measurement methodology provided repeatable and realistic shrinkage strain measurements. Digital measurements provided more accurate results than manual measurements by accounting for even minor shrinkage cracks in the soils. The significance of the digital measurements in relation to the current shrinkage strain characterizations is discussed. Potential geotechnical application areas where these test results could be used are also described.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction moisture content.
=650  \0$aDigital imaging.
=650  \0$aPixel intensity.
=650  \0$aShrinkage strain.
=650  \0$aexpansive soil.
=650  \0$aExpansive clays.
=650  \0$aSwelling soils.
=650  14$aShrinkage strain.
=650  24$aExpansive soil.
=650  24$aDigital imaging.
=650  24$aPixel intensity.
=650  24$aCompaction moisture content.
=700  1\$aKatha, B.,$eauthor.
=700  1\$aHoyos, LR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12069.htm

=LDR  03923nab a2200637 i 4500
=001  GTJ11958
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11958$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11958$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aAbichou, T.,$eauthor.
=245  10$aUsing Electrical Conductivity to Estimate Properties of Mineral Slurries Used in Drilled Shaft Construction /$cT. Abichou, K. Tawfiq, Y. Abdelrazig.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aAn investigation was performed to study the relationships between properties of slurries used in drilled shaft construction. Slurries with different bentonite and attapulgite concentrations, densities, and sand contents were prepared. The Marsh Funnel viscosity, Brookfield viscosity, and electrical conductivity of each prepared sample of slurry were measured. Tests on slurries containing no sand showed that the Marsh Funnel viscosity, the Brookfield viscosity, and the density correlated very well to electrical conductivity because properties of slurries are acquired due to the presence of suspended clay particles, which can be directly correlated to electrical conductivity. The effects of sand content on viscosity and electrical conductivity were investigated. Marsh Funnel viscosity increased slightly with increased sand content. The Brookfield viscosity also showed some variation with sand content. The electrical conductivity increased with increasing clay content. As sand is added to the slurry, the electrical conductivity decreased slowly since the sand particles are inert as compared to the clay particles. The response of electrical conductivity to clay content and sand content was used to develop calibration curves to estimate Marsh Funnel viscosity and sand content as a function of density and electrical conductivity. Few techniques are now available to measure the density of slurry as it varies in the trench. If electrical conductivity is also measured, the viscosity and the sand content at any location of the trench can be estimated. This will improve the QA/QC of slurry construction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAttapulgite.
=650  \0$aBentonite.
=650  \0$aDeep foundations.
=650  \0$aDrilled shaft.
=650  \0$aElectrical conductivity.
=650  \0$aMarsh funnel Viscosity.
=650  \0$aMineral slurries.
=650  \0$aViscosity.
=650  \0$adrilled shafts.
=650  \0$aSoil mechanics.
=650  \0$afoundations.
=650  14$aDrilled shaft.
=650  24$aDeep foundations.
=650  24$aBentonite.
=650  24$aAttapulgite.
=650  24$aMineral slurries.
=650  24$aViscosity.
=650  24$aMarsh funnel Viscosity.
=650  24$aElectrical conductivity.
=700  1\$aTawfiq, K.,$eauthor.
=700  1\$aAbdelrazig, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11958.htm

=LDR  02904nab a2200553 i 4500
=001  GTJ11325
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11325$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11325$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aDolinar, B.,$eauthor.
=245  10$aLiquid Limit and Specific Surface of Clay Particles /$cB. Dolinar, L. Trauner.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aIn this paper a new method for determining the liquid limit of nonexpanding soils is presented. The liquid limit value primarily depends on the type and quantity of clay minerals in soils. This relationship, however, has never been presented in general analytical form that would enable a consistent determination of the influence of mineralogical properties of different soils on the liquid limit. The findings described in the article define those mineralogical properties of soils, which determine the quantity of water at the liquid limit. It was found that the water content at the liquid limit depends on the size and the quantity of clay grains in soils that contain only nonexpanding minerals. In case of expanding minerals in soils, the size and the quantity of clays determine only the quantity of intergrain water, while the total water content depends on the quantity of interlayer water also.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aClays.
=650  \0$aLaboratory tests of soils.
=650  \0$aLiquid limit.
=650  \0$aSpecific surface.
=650  \0$aRock mechanics.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xTesting.
=650  14$aClays.
=650  24$aAtterberg limits.
=650  24$aLiquid limit.
=650  24$aSpecific surface.
=650  24$aLaboratory tests of soils.
=700  1\$aTrauner, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11325.htm

=LDR  03228nab a2200553 i 4500
=001  GTJ11582
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11582$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11582$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aAlexis, A.,$eauthor.
=245  10$aExperimental Bench for Study of Settling-Consolidation Soil Formation /$cA. Alexis, G. Le bras, P. Thomas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aA laboratory experimental bench suiting the evolution survey of little concentrated materials in the course of deposition is presented here. The materials concerned can be in formation soils (mud) or any other fine granular materials, however, all characterized by their strong deformability and by their complex behaviour with constant changes from settling to consolidation phases. First, the already available experimental devices are summed up in a state-of-the-art section. The restraints imposed by the material (properties, consistency, quick evolution) have directed the development towards automated settings consisting of a column containing the material studied, a gammadensitometer and a pressure sensor. The device proposed here, the experimental procedures and the result post-processing are described in detail to provide an accurate follow up of the densities and of the interstitial excess pore pressures. The most original feature of the device lies in the possibility to obtain profiles within the first minutes of the evolution. The results, presented here in terms of effective stress and pore pressure, make it possible to delimit the range of validity of the usually adopted constitutive laws better.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aGammadensitometer.
=650  \0$aPore pressure.
=650  \0$asedimentation.
=650  \0$asoils.
=650  \0$aSedimentation and deposition.
=650  14$aSedimentation.
=650  24$aConsolidation.
=650  24$aSoils.
=650  24$aMud.
=650  24$aPore pressure.
=650  24$aGammadensitometer.
=700  1\$aLe bras, G.,$eauthor.
=700  1\$aThomas, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11582.htm

=LDR  03348nab a2200589 i 4500
=001  GTJ11857
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11857$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11857$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aLikos, WJ.,$eauthor.
=245  10$aMeasurement of Crystalline Swelling in Expansive Clay /$cWJ. Likos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aAn experimental system for measuring relationships among relative humidity, moisture content, and the corresponding volume changes associated with hydration-related, or "crystalline," swelling in expansive clay is described. The system is capable of actively controlling relative humidity between approximately 1 and 90% along either wetting or drying paths in a small environmental chamber. Axial strain and moisture content of compacted expansive clay specimens are monitored as the specimen swells or shrinks in response to imposed changes in humidity. Application of the system is demonstrated for a specimen of Wyoming Na+-smectite. Hysteresis is observed between the wetting and drying loops of the humidity-water content relationship as well as the humidity-strain relationship. Characteristic wavy patterns are noted in both relationships that are interpreted to indicate the successive adsorption and desorption of discrete molecular layers of water associated with crystalline swelling. Humidity values at which the transitions in the stable hydrate states occur compare well with previous results obtained from humidity-controlled X-ray diffraction tests. The maximum axial strain attributed to the crystalline swelling process is 16.3 %.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCrystalline swelling.
=650  \0$aExpansive clay.
=650  \0$aHysteresis.
=650  \0$aRelative humidity.
=650  \0$aShrinkage.
=650  \0$aSoil-water characteristic curve.
=650  \0$aUnsaturated soil.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soil.
=650  24$aExpansive clay.
=650  24$aRelative humidity.
=650  24$aCrystalline swelling.
=650  24$aShrinkage.
=650  24$aHysteresis.
=650  24$aSoil-water characteristic curve.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 6.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11857.htm

=LDR  03025nab a2200541 i 4500
=001  GTJ102142
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102142$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102142$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aDunmola, Adedeji,$eauthor.
=245  10$aPrinciple and Prototype Testing of a New Matric Suction Sensor /$cAdedeji Dunmola, Paul Simms, Manuel Padilla.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aA new principle for matric suction measurement is proposed, based upon strain measurement of a contiguous porous material of high air-entry value (AEV). In theory, this allows for the measurement of matric suction without the associated errors due to cavitation or hysteresis for suctions below the AEV. Results from testing a prototype sensor made from a deformable porous material with a high AEV (S=0.85 at 5 MPa) are presented. Deformation of the prototype was determined by means of attached electrical resistivity strain gauges. Matric suction is then inferred from the strain measurements using poroelasticity theory. Tests performed in a drying artificial silt show that matric suction values inferred using the prototype sensor showed reasonable agreement with corresponding values obtained using a tensiometer, a psychrometer, and with suctions established using axis-translation. Mean absolute errors of matric suction measurement were 8, 16, and 100 kPa for ranges of 0-150, 50-300, and 300-1200 kPa, respectively.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMatric suction.
=650  \0$aMeasurement.
=650  \0$aPoroelastic sensor.
=650  \0$aPoroelasticity.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aPoroelasticity.
=650  24$aMatric suction.
=650  24$aPoroelastic sensor.
=650  24$aMeasurement.
=700  1\$aSimms, Paul,$eauthor.
=700  1\$aPadilla, Manuel,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102142.htm

=LDR  02989nab a2200517 i 4500
=001  GTJ102475
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102475$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102475$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSasanakul, Inthuorn,$eauthor.
=245  10$aCalibration of Equipment Damping in a Resonant Column and Torsional Shear Testing Device /$cInthuorn Sasanakul, James A. Bay.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aIn a coil-magnet drive system of the resonant column (RC) and torsional shear (TS) apparatus, a back electromotive force (back emf) affects the measurement of stiffness and damping in soils. An empirical approach has been used to account for this problem; however, this approach is only applicable for a narrow range of conditions. This study focused on developing a method dealing with the back emf effect more precisely. The method proposed in this study is the use of an electromagnetic model to describe the back emf effect. This approach simplifies the problem by modeling the back emf in terms of an equipment spring constant (keq) and an equipment viscous damping coefficient (ceq). The electromagnetic model consists of four parameters. The method used to measure the model parameters and model verification is presented in this paper. The back emf effect on RC and TS tests can then be predicted. In addition, this study verifies that the equipment generated damping for the TS test is negligible.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBack emf.
=650  \0$aDamping ratio.
=650  \0$aResonant column test.
=650  \0$aTorsional shear test.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aResonant column test.
=650  24$aTorsional shear test.
=650  24$aBack emf.
=650  24$aDamping ratio.
=700  1\$aBay, James A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102475.htm

=LDR  02704nab a2200493 i 4500
=001  GTJ102501
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102501$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102501$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aFernandes, Fabio,$eauthor.
=245  10$aMonitoring the Oedometric Compression of Sands with Acoustic Emissions /$cFabio Fernandes, Afrildo I. Syahrial, Julio R. Valdes.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThe development and use of a noninvasive technique to monitor the acoustic emissions (AEs) generated during the oedometric compression of coarse-grained soil are documented. Technique implementation is described with the aid of experiments conducted on sands with contrasting grain features. Results indicate that the proposed technique is capable of capturing the onset of characteristic stress-strain behavior regimes exhibited by the soil during loading. The clarity of such capture is, however, dependent on the amplitude of the AE relative to that of the background noise and, as such, dependent on the soil type. The technique is anticipated to aid in enhancing the fundamental study of soil behavior at high stresses and may find potential use in the realm of penetrometer-based stratigraphy characterization.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcoustic emissions.
=650  \0$aSand crushing.
=650  \0$aSands.
=650  \0$aSand.
=650  14$aAcoustic emissions.
=650  24$aSands.
=650  24$aSand crushing.
=700  1\$aSyahrial, Afrildo I.,$eauthor.
=700  1\$aValdes, Julio R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102501.htm

=LDR  03477nab a2200529 i 4500
=001  GTJ102433
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102433$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102433$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aHaeri, S. Mohsen,$eauthor.
=245  10$aEffects of Membrane Compliance on Pore Water Pressure Generation in Gravelly Sands under Cyclic Loading /$cS. Mohsen Haeri, Mohammad Reza Shakeri.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aThe paper deals with an experimental study of the undrained cyclic behavior of a natural coarse sand and gravel deposit located in Tehran, a megacity situated on the continental side of the Alborz Mountain in Iran. Membrane compliance that plays a significant role in inhibiting redistribution of pore pressure and liquefaction in undrained cyclic triaxial tests performed on coarse granular soils is studied in this paper. Currently there is no or little satisfactory method for accounting for this phenomenon for gravelly soils, and thus the non-compliant cyclic loading resistance of granular soils and the evaluation of the behavior of such material in natural and in situ state are not easily determined. A procedure has been proposed in this paper for consideration of membrane compliance effects on the pore pressure measurements during cyclic loading. A method is also introduced to verify the proposed procedure by employing lightly cemented specimens. In addition, some new correlations for excess pore water pressure ratio against the number of cycles to failure have been presented for a non-compliant system under various effective confining and deviatoric cyclic stresses applied on reconstituted and isotropically consolidated specimens. Initial liquefaction has been observed during the tests with or without consideration of membrane compliance; however, the number of cycles to initial liquefaction is higher for the compliant case.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic triaxial test.
=650  \0$aGravelly sand.
=650  \0$aMembrane compliance.
=650  \0$aPore water pressure.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aMembrane compliance.
=650  24$aPore water pressure.
=650  24$aGravelly sand.
=650  24$aCyclic triaxial test.
=700  1\$aShakeri, Mohammad Reza,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102433.htm

=LDR  03304nab a2200541 i 4500
=001  GTJ103077
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103077$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103077$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA297
=082  04$a518$223
=100  1\$aRao, S. V. Krishna,$eauthor.
=245  10$aExperimental and Theoretical Studies of Vertical Piles Reinforced Sand Slopes Loaded with Strip Footing /$cS. V. Krishna Rao, Ahmed. M. A. Nasr.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aThis paper presents the results of a series of plain strain model tests of strip footing adjacent to sand slopes reinforced with piles. The main objectives of this study are to determine the influence of piles reinforced sand slope on the bearing capacity characteristics of the footing on slope, to suggest an optimum geometry of piles placement, and to understand the failure mechanism of reinforced sand slopes with piles. The investigations were carried out by varying the piles row location relatively to the slope crest, piles head conditions, piles length, piles spacing, row inclination of piles, and the edge distance of the footing relative to the slope crest, as well as by considering the relative density of sand. The test results indicate that this type of reinforcement significantly increases the confinement of the soil and successively raises the ultimate bearing capacity of the strip footing. In addition, critical values of the parameters for maximum reinforcing effects are established. A numerical study using finite element analyses was performed on a prototype scale model slope. A close agreement between experimental and numerical results was observed. The scaling and size effects of the small-scale model tests can be readily evaluated by means of finite element analysis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aFill slope.
=650  \0$aFooting.
=650  \0$aModel tests.
=650  \0$aPiles.
=650  \0$aNumerical analysis.
=650  14$aModel tests.
=650  24$aBearing capacity.
=650  24$aFooting.
=650  24$aFill slope.
=650  24$aPiles.
=650  24$aNumerical analysis.
=700  1\$aNasr, Ahmed. M. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103077.htm

=LDR  03618nab a2200601 i 4500
=001  GTJ102658
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102658$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102658$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aPooranampillai, Suthan,$eauthor.
=245  10$aLarge Scale Laboratory Testing of Low Mobility Compaction Grouts for Drilled Shaft Tips /$cSuthan Pooranampillai, Sherif Elfass, Walt Vanderpool, Gary Norris.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aWhile post grouting of drilled shaft tips is an acknowledged means of mobilizing shaft base resistance at low values of displacement, much uncertainty exists among engineering professionals as to the conditions under which this option may be entertained. The impact of diverse factors such as soil gradation and soil relative density, overburden pressures, and grouting methods utilized needs to be properly understood. This paper details the laboratory test set-up utilized by researchers toward studying the impact of such factors on post grouting and resultant shaft base capacity increase. The focus of this paper is on the different components of the test set-up considered during the design and implementation stage. Several unique aspects dealt with as a part of this study and elaborated on herein include the testing chamber dimensions, method of overburden pressure application, soil deposition technique, grouting methodology employed for the low mobility compaction grout utilized, load testing protocol, and instrumentation. Sample test results included indicate satisfactory load resistance increase through grouting with a low mobility compaction grout. The performance of this set-up during the testing phase indicated applicability for use in large scale laboratory testing of low mobility grouts and drilled shaft foundations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBase grouting.
=650  \0$aDrilled shafts.
=650  \0$aGrouts.
=650  \0$aLarge scale laboratory study.
=650  \0$aLow mobility compaction grouting.
=650  \0$aTesting chamber.
=650  \0$aTip capacity.
=650  \0$aCompaction.
=650  14$aDrilled shafts.
=650  24$aTip capacity.
=650  24$aBase grouting.
=650  24$aLow mobility compaction grouting.
=650  24$aGrouts.
=650  24$aLarge scale laboratory study.
=650  24$aTesting chamber.
=700  1\$aElfass, Sherif,$eauthor.
=700  1\$aVanderpool, Walt,$eauthor.
=700  1\$aNorris, Gary,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102658.htm

=LDR  03002nab a2200517 i 4500
=001  GTJ103045
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103045$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103045$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aCC77.5
=082  04$a930.1$223
=100  1\$aSu, Li-Jun,$eauthor.
=245  13$aAn Evaluation of Fouled Ballast in a Laboratory Model Track Using Ground Penetrating Radar /$cLi-Jun Su, Cholachat Rujikiatkamjorn, Buddhima Indraratna.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aGround penetrating radar (GPR) was used to evaluate fouled ballast in a prototype model railway track designed and constructed at the University of Wollongong. To simulate actual conditions, the track consisted of a layer of sub-grade, a capping layer, and a layer of ballast. The track was then divided into seven fouled ballast sections and two clean ballast sections, nine in all. Radar detectable geotextile was embedded under the ballast to highlight the interface between the ballast and capping layer, and then different frequency antennae were used to capture the reflected GPR signals so that the fouled ballast could be evaluated. The design and construction of the model track and the analysis and interpretation of collected GPR data are presented in this paper. Clear patterns of texture observed from the GPR images illustrate the different fouling conditions. The relative dielectric permittivity of each sub-section was also calculated and compared, which proved that it can be used to classify clean and fouled ballast.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBallast.
=650  \0$aFouling.
=650  \0$aRadargram.
=650  \0$aLandscape archaeology.
=650  \0$aExcavations (Archaeology)
=650  14$aGPR.
=650  24$aFouling.
=650  24$aBallast.
=650  24$aRadargram.
=700  1\$aRujikiatkamjorn, Cholachat,$eauthor.
=700  1\$aIndraratna, Buddhima,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103045.htm

=LDR  03075nab a2200589 i 4500
=001  GTJ102689
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102689$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102689$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aYilmaz, Erol,$eauthor.
=245  10$aAssessment of the Modified CUAPS Apparatus to Estimate In Situ Properties of Cemented Paste Backfill /$cErol Yilmaz, Tikou Belem, Mostafa Benzaazoua, Bruno Bussie?re.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b47
=520  3\$aThis paper evaluates some improvements in the design of a laboratory apparatus called curing under applied pressure system (CUAPS) designed to estimate in situ properties of cemented paste backfill (CPB). This apparatus is effective in conducting the following tests on samples during curing: (i) One-dimensional consolidation test with or without pore water pressure (PWP) measurement, (ii) PWP dissipation test, (iii) saturated hydraulic conductivity (permeability) test, and (iv) curing under constant or variable vertical pressure. Unconfined compression tests can be also performed on consolidated CPB samples after each of these tests. The modified CUAPS apparatus is assessed in this paper. Preliminary results are promising and validate the functionality of the CUAPS apparatus, which will contribute to the knowledge on consolidation behaviour of in situ CPB material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aConsolidation.
=650  \0$aCuring stress.
=650  \0$aPaste backfill.
=650  \0$aPermeability.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aPaste backfill.
=650  24$aCUAPS.
=650  24$aConsolidation.
=650  24$aPermeability.
=650  24$aCuring stress.
=650  24$aCompressive strength.
=700  1\$aBelem, Tikou,$eauthor.
=700  1\$aBenzaazoua, Mostafa,$eauthor.
=700  1\$aBussie?re, Bruno,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102689.htm

=LDR  03760nab a2200553 i 4500
=001  GTJ20140210
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140210$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140210$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aChini, Christopher M.,$eauthor.
=245  10$aShearing Failure Visualization via Particle Tracking in Soft Clay Using a Transparent Soil /$cChristopher M. Chini, Jeff F. Wallace, Cassandra J. Rutherford, Joshua M. Peschel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b74
=520  3\$aIn situ undrained shear strength measurement devices such as the vane shear test, cone penetrometer, and full-flow penetrometers (e.g., T-bar and ball) have been increasingly used as a part of geotechnical site investigations for soft clay deposits. Previous attempts to visualize the shear failure surfaces on these devices included either significant disturbance of the soil sample (permeated with resin and thin-sectioning) or involved methods of shearing along a transparent surface creating boundary effects. This paper described the use of non-invasive testing procedures to determine the failure surface of several in situ shear strength measurement devices in a soft clay surrogate (LAPONITE RD, a trademark of BYK Additives and Instruments). A series of tests were performed using two sizes of rectangular miniature vanes, two types of full flow penetrometer tests (T-bar and ball), and a cone penetrometer in LAPONITE RD samples. Laser planes were used to illuminate particles in the transparent material during shearing. Particle tracking techniques were used to visualize the failure surfaces and flow mechanisms for each device. Experimental results were compared with theoretical and numerical simulations of the failure surfaces and flow characteristics by previous researchers. The present work contributed to the understanding of undrained shear strength testing devices by an in situ assessment of the evolution, geometry, and structure of the failure surfaces and full-flow mechanisms.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFailure surface geometry.
=650  \0$aLaboratory vane shear.
=650  \0$aPenetrometer tests.
=650  \0$aTransparent soil.
=650  \0$apenetrometer.
=650  \0$aSoil penetration test.
=650  14$aTransparent soil.
=650  24$aLaboratory vane shear.
=650  24$aPenetrometer tests.
=650  24$aFailure surface geometry.
=650  24$aLAPONITE RD.
=700  1\$aWallace, Jeff F.,$eauthor.
=700  1\$aRutherford, Cassandra J.,$eauthor.
=700  1\$aPeschel, Joshua M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140210.htm

=LDR  02781nab a2200517 i 4500
=001  GTJ20140278
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ1509-EB$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140278$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQP917.S73
=082  04$a612.44$223
=100  1\$aCarvalho, Tiago,$eauthor.
=245  12$aA Nonviscous Water-Based Pore Fluid for Modeling With Transparent Soils /$cTiago Carvalho, Eduardo Suescun-Florez, Mehdi Omidvar, Magued Iskander.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aA new low viscosity transparent soil recipe was introduced in this note for the physical modeling of geotechnical problems. Pore fluid is a water-based solution made of sodium-thiosulfate treated sodium-iodide. The soil surrogate is crushed fused quartz. Physical and mechanical properties of the proposed materials were summarized, including refractive index (RI) and viscosity of the pore fluid, as well as hydraulic conductivity and shear strength of the produced transparent soil. The main advantages of the proposed transparent soil over previous recipes include lower viscosity, lower sensitivity to temperature variations, and the ability to recycle the materials for use in multiple tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSodium thiosulfate.
=650  \0$aTransparent soil.
=650  \0$aSodium iodide.
=650  \0$aPhysical modeling.
=650  14$aTransparent soil.
=650  24$aPhysical modeling.
=650  24$aSodium iodide.
=650  24$aSodium thiosulfate.
=700  1\$aSuescun-Florez, Eduardo,$eauthor.
=700  1\$aOmidvar, Mehdi,$eauthor.
=700  1\$aIskander, Magued,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140278.htm

=LDR  03742nab a2200553 i 4500
=001  GTJ20140153
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ1509-EB$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140153$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aKashuk, Sina,$eauthor.
=245  10$aMethodology for Optical Imaging of NAPL 3D Distribution in Transparent Porous Media /$cSina Kashuk, Sophia R. Mercurio, Magued Iskander.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b68
=520  3\$aThree-dimensional mapping of non-aqueous phase liquid (NAPL) distribution within saturated porous media is an important issue in bench-scale geo-environmental studies. In this paper, a methodology for optical imaging of 3D multiphase liquid distribution is presented. The natural aquifer is simulated using a transparent soil surrogate that represents the macroscopic behavior of natural sand. To achieve transparency transparent fused quartz grains were saturated with a matched refractive index mineral oil solution that represents the natural aquifer and injected with a green-dyed sucrose solution to simulate dense NAPL contamination. The spatial volume was first estimated and then reconstructed using orthogonal images acquired at the model boundaries at various stages of contamination and remediation. Color space analysis was employed to segment the NAPL zone and transform pixel information into integrated concentration values using a previously published calibration model. The chromatic components CR and a of YCBCR and Lab, respectively, were combined to render the spatial concentration profile. A novel iterative reconstruction algorithm named 3D carving was used to resolve three 2D projections into a 3D model. The results show that the proposed methodology provides better efficacy for NAPL zone reconstruction in comparison with conventional image analysis routines. The technology presented in this paper is a sustainable, fast, accurate, non-intrusive, and inexpensive method for spatial mapping of contamination zones using bench-scale transparent soil models.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$xTesting$xMethodology.
=650  \0$aSoils.
=650  14$abench-scale study.
=650  24$aoptical image processing.
=650  24$atransparent soil.
=650  24$acolor dye tracer.
=650  24$acolorimetry.
=650  24$anapl volume mapping.
=650  24$a3D reconstruction.
=650  24$adiscrete tomography.
=650  24$aback projection.
=650  24$a3D model.
=700  1\$aMercurio, Sophia R.,$eauthor.
=700  1\$aIskander, Magued,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140153.htm

=LDR  03523nab a2200517 i 4500
=001  GTJ20140109
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ1509-EB$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140109$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aKong, Gang-Qiang,$eauthor.
=245  10$aAnalysis of Piles Under Oblique Pullout Load Using Transparent-Soil Models /$cGang-Qiang Kong, Zhao-Hu Cao, Hang Zhou, Xue-Jin Sun.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b49
=520  3\$aThis paper presents an experimental investigation of internal deformation in transparent sand caused by a pile moving under oblique pullout loads using the digital image correlation (DIC) technique. Transparent sand used in this study is manufactured with fused quartz and a pore fluid (mixture of Norpar 12 and white mineral oil) with a matching refractive index. An optical system consisting of a linear laser, a charge-coupled device (CCD) camera, an optical platform, a frame grabber, and a computer is employed. During the test process, the speckle (which is the interaction between the transparent-soil matrix, impurities, entrapped air, and laser) is generated. The laser speckle images before and after soil deformation are used to measure the relative displacement field using the DIC technique. The belled wedge pile, conventional tapered pile, and equal section pile with the same volume, slenderness ratio L/D = 16.9, and oblique pullout loads at angles ? = 0° , 45° , 60° , and 90°  are conducted in transparent sand. The load-displacement response, oblique ultimate pulling resistances, internal deformation field, surface heaving, and failure mechanisms have been studied. The normalized values in this paper were compared with previously measured values. The results indicate that the optical system and transparent sand are suitable for studying soil deformation caused by pile-soil interaction under oblique pullout loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$xTesting$xMethodology.
=650  \0$aSoils.
=650  14$atransparent sand.
=650  24$adigital image correlation technique.
=650  24$apile.
=650  24$asoil-displacement field.
=650  24$aultimate pulling resistance.
=650  24$aoblique pullout loads.
=700  1\$aCao, Zhao-Hu,$eauthor.
=700  1\$aZhou, Hang,$eauthor.
=700  1\$aSun, Xue-Jin,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140109.htm

=LDR  03912nab a2200529 i 4500
=001  GTJ20140221
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140221$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140221$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.P6
=082  04$a624.1/513$223
=100  1\$aTabe, Kazunori,$eauthor.
=245  10$aTransparent Aquabeads to Model LNAPL Ganglia Migration Through Surfactant Flushing /$cKazunori Tabe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (19 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b81
=520  3\$aLight nonaqueous phase liquids (LNAPLs) represent potential long-term sources for continuing groundwater contamination. Their movement in the subsurface is controlled by several complex multiphase conditions because of soil heterogeneity and fluid saturations. The first part of this paper reviews previous experimental studies on LNAPL transport. For developing numerical models and remediation technologies, these studies reproduce the transport parameters, such as density, viscosity, capillary pressure, saturation and residual saturation, and relative permeability found in the subsurface environment. The second part presents 2D tank experiments of LNAPL ganglia migration using transparent synthetic soils. The main contribution of this part is to demonstrate the possibility for the transparent Aquabeads model for better simulation of macroscopic flow properties of natural soils. Transparent synthetic soil can visualize flow problems in the subsurface environment by an optical system and digital image processing. A water-based transparent material called Aquabeads is suitable for modeling flow properties of natural soils. Advantages of Aquabeads over available transparent synthetic soils include such features as their being a water-based material, having similar macroscopic hydraulic characteristics to natural soils, and compatibility with water- and oil-selected surfactants/alcohols used for simulating multiphase flow. Therefore, this transparent material is suitable for visualizing 2D flow and soil-contamination problems. Surfactant-flushing tests were conducted to model LNAPL ganglia transport through a multilayer Aquabeads model. This model visualized the concentration profile and upward migration of motor oil ganglia during surfactant flushing. The results showed the feasibility of surfactant flushing on multilayer soils using the Aquabeads model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLNAPL.
=650  \0$aSurfactant flushing.
=650  \0$aTank test.
=650  \0$aTransparent synthetic soil.
=650  \0$amultiphase flow.
=650  \0$aPorous materials.
=650  \0$aFluid dynamics.
=650  14$aLNAPL.
=650  24$aTank test.
=650  24$aMultiphase flow.
=650  24$aTransparent synthetic soil.
=650  24$aSurfactant flushing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140221.htm

=LDR  03715nab a2200529 i 4500
=001  GTJ20140231
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140231$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140231$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQP519
=082  04$a572.078$223
=100  1\$aBlack, Jonathan A.,$eauthor.
=245  10$aCentrifuge Modelling With Transparent Soil and Laser Aided Imaging /$cJonathan A. Black.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aTransparent synthetic soils have been developed as a soil surrogate to enable internal visualization of geotechnical processes in physical models. While significant developments have been made to enhance the methodology and capabilities of transparent soil modelling, the technique is not yet exploited to its fullest potential. Tests are typically conducted at 1 g in small bench size models, which invokes concerns about the impact of scale and stress level observed in previously reported work. This paper recognized this limitation and outlines the development of improved testing methodology whereby the transparent soil and laser aided imaging technique are translated to the centrifuge environment. This has a considerable benefit such that increased stresses are provided, which better reflect the prototype condition. The paper describes the technical challenges associated with implementing this revised experimental methodology, summarizes the test equipment/systems developed, and presents initial experimental results to validate and confirm the successful implementation and scaling of transparent soil testing to the high gravity centrifuge test environment. A 0.6 m wide prototype strip foundation was tested at two scales using the principle of "modelling of models," in which similar performance was observed. The scientific developments discussed have the potential to provide a step change in transparent soil modelling methodology, crucially providing more representative stress conditions that reflect prototype conditions, while making a broader positive contribution to physical modelling capabilities to assess complex soil-structure boundary problems.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aModelling of models.
=650  \0$aPhysical modelling.
=650  \0$aShallow foundation.
=650  \0$aTransparent soil.
=650  \0$aZonal centrifuge.
=650  \0$aDensity gradient.
=650  14$aTransparent soil.
=650  24$aCentrifuge.
=650  24$aShallow foundation.
=650  24$aPhysical modelling.
=650  24$aModelling of models.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140231.htm

=LDR  03539nab a2200577 i 4500
=001  GTJ20140239
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ1509-EB$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140239$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTR267
=082  04$a775$223
=100  1\$aPiti-khunpongsuk, T.,$eauthor.
=245  10$aPhotoelastic Sensors for Determination of Horizontal Stress and Ko in 2-Dimensional Granular Assemblies /$cT. Piti-khunpongsuk, R. D. Hryciw, R. A. Green.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThis paper described the use of photoelasticity and digital image analysis to determine horizontal stress (?h) and to estimate the lateral earth pressure coefficient at rest (Ko) in 2-dimensional particulate assemblies. Square 25.4 by 25.4 mm (1.0 by 1.0 in.) glass plates with 12.7 mm (0.50 in.) circular holes at their centers served as the photoelastic force sensors. Digital image processing and analysis quantified the intensities of the light colors at key locations of high stress concentration in the loaded sensors. The light colors were separated into red, green, and blue (RGB) components. It was shown that the R-intensity was the most sensitive to the applied stress and thus was used to determine the induced stresses. Calibration charts between relative red intensities and applied stress were developed. The calibrated sensors were attached to the sidewalls of the test box so that horizontal stress in 2-dimensional particulate assemblies could be measured. The relative red intensities from the sensors at the sidewalls of the test box were converted to horizontal stress values from which Ko could be estimated. The results showed that quantified intensities of light colors can be used for estimating stress in experimental photoelasticity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aForce sensors.
=650  \0$aGranular assembly.
=650  \0$aHorizontal stress.
=650  \0$aImage analysis.
=650  \0$aLateral earth pressure.
=650  \0$aPhotoelasticity.
=650  \0$aImage processing$vDigital techniques.
=650  \0$aPhotography$vDigital techniques.
=650  14$aPhotoelasticity.
=650  24$aGranular assembly.
=650  24$aImage analysis.
=650  24$aForce sensors.
=650  24$aHorizontal stress.
=650  24$aLateral earth pressure.
=700  1\$aHryciw, R. D.,$eauthor.
=700  1\$aGreen, R. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140239.htm

=LDR  03761nab a2200577 i 4500
=001  GTJ20140145
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ1509-EB$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140145$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a620.43$223
=100  1\$aBathurst, Richard J.,$eauthor.
=245  10$aGeogrid and Soil Displacement Observations During Pullout Using a Transparent Granular Soil /$cRichard J. Bathurst, Fawzy M. Ezzein.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aCurrent practice to quantify the load transfer capacity between soil and geosynthetic reinforcement materials in the anchorage zone of a wall, slope, or embankment is to carryout laboratory pullout tests. In a recent paper, the authors described a novel large pullout box with a transparent bottom. Geogrid specimens up to 2000 mm in length were embedded in a transparent fused quartz soil and the specimens subjected to constant rate-of-displacement in-air testing and in-soil pullout testing under a range of normal stress. Displacement-time histories over the entire area of each reinforcement specimen were measured using the digital image correlation (DIC) technique applied to sequential images captured by a row of cameras located directly below the test apparatus. Opaque particles were also mixed with the transparent soil particles so that horizontal displacement of the soil in the planes immediately above and below the geogrid specimens could be tracked. The difference in horizontal displacement response corresponds to the relative shear displacement between the soil and geogrid that is responsible for load transfer during pullout. These results demonstrate the utility of the experimental methodology using the transparent fused quartz material as a successful analog to a natural sand soil for the investigation of granular soil-geogrid interaction. The example data is a necessary precursor to the development of interface shear models for load transfer in the anchorage zone of geogrid reinforced soil structures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFused quartz.
=650  \0$aGeogrid.
=650  \0$aGranular soil.
=650  \0$aPullout.
=650  \0$aSoil-geosynthetic interaction.
=650  \0$aTransparent soil.
=650  \0$aGranular materials$xMechanical properties.
=650  \0$aSoil mechanics.
=650  \0$aGranula?rer Stoff.
=650  14$aTransparent soil.
=650  24$aFused quartz.
=650  24$aGranular soil.
=650  24$aSoil-geosynthetic interaction.
=650  24$aPullout.
=650  24$aGeogrid.
=700  1\$aEzzein, Fawzy M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140145.htm

=LDR  02638nab a2200493 i 4500
=001  GTJ20150079
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ1509-EB$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150079$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aIskander, M.,$eauthor.
=245  10$aPast, Present, and Future of Transparent Soils /$cM. Iskander, R. J. Bathurst, M. Omidvar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b126
=520  3\$aTransparent soils have evolved in the past two decades as a useful tool for the physical modeling of soil-structure interaction mechanisms, saturated-unsaturated hydraulic behavior, and thermal processes in soils. This paper traces the history of the development of transparent soil surrogates used in laboratory 1-g bench-scale and centrifuge tests to investigate a variety of geotechnical applications. Many notable papers that appear in this special issue of the journal on modeling with transparent soils are introduced throughout the review. The paper also looks into the future to anticipate where further advances and applications of these materials and complementary technologies may be expected.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$xTesting$xMethodology.
=650  \0$aSoils.
=650  14$atransparent soil.
=650  24$aphysical modelling.
=650  24$alaboratory testing.
=650  24$aflow.
=650  24$asoil-structure interaction.
=700  1\$aBathurst, R. J.,$eauthor.
=700  1\$aOmidvar, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150079.htm

=LDR  04307nab a2200577 i 4500
=001  GTJ20140218
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ1509-EB$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140218$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aSiemens, Greg A.,$eauthor.
=245  10$aCharacterization of Transparent Soil for Use in Heat Transport Experiments /$cGreg A. Siemens, Kevin G. Mumford, Daniel Kucharczuk.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aHeat transport in the geosphere is important in applications of geothermal energy systems, thermal remediation technologies, and design of energy foundations. The study of these applications would benefit significantly from the ability to collect temperature data from within the porous media system, and at high spatial and temporal resolutions. Temperature measurements made using conventional probes have high temporal resolution but are limited in their spatial resolution. Higher-resolution methods, such as thermal imaging, are limited to measurements of an exposed face of an experiment. This paper presents the development of a technique for measuring temperature using transparent soil. In typical transparent soil, the refractive indices of the soil particles and the pore fluid are matched, creating invisible soil particles when saturated. However, because the refractive indices of the soil particles and pore fluid are different functions of temperature, the degree of transparency decreases as the temperature increases or decreases from the transparency temperature. As such, changes in transparency are detected by digital photographs and can be calibrated and used to measure temperature. This paper presents relationships between temperature and normalized pixel intensity for two oil-fused silica combinations. One combination used an oil mixture with a transparency temperature of 25° C and the other, which was constructed using one of the oils in the mixture, has a transparency temperature of 4° C. The results show that there must be at least a 10° C differential from the transparency temperature to ensure a linear relationship between temperature and normalized pixel intensity. The capabilities of transparent soil constructed with the second oil are displayed in two laboratory experiments, which provide direct comparisons between transparent soil, conventional temperature probes, and thermal imaging. The results show the transparent soil provides reliable temperature fields across the experimental domain at high spatial and temporal resolutions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHeat transport.
=650  \0$aHigh spatial resolution.
=650  \0$aHigh temporal resolution.
=650  \0$aLaboratory.
=650  \0$aThermal.
=650  \0$aTransparent soil.
=650  \0$aSoil mechanics.
=650  \0$aSoil compaction.
=650  14$aTransparent soil.
=650  24$aHeat transport.
=650  24$aLaboratory.
=650  24$aHigh spatial resolution.
=650  24$aHigh temporal resolution.
=650  24$aThermal.
=700  1\$aMumford, Kevin G.,$eauthor.
=700  1\$aKucharczuk, Daniel,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140218.htm

=LDR  03980nab a2200505 i 4500
=001  GTJ20140186
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ1509-EB$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140186$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aAn, Zhongfeng,$eauthor.
=245  10$aDirect Velocity and Shear-Stress Measurements in Shear-Induced Erosion of a Particle Bed /$cZhongfeng An, Paul S. Krueger, Usama El Shamy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aUnderstanding the complex fluid-particle interactions in shear-induced erosion and scour requires measurement of the interstitial fluid motion in both stationary and moving particle beds. These measurements are confounded by the differing material properties of the fluids and particles used in experiments. In the present investigation, full-field fluid-velocity measurements for flow over a bed of 3-mm-diameter monodisperse glass beads were obtained using digital particle image velocimetry (DPIV) in an aqueous solution of sodium iodide to match the refractive index of the particles. Fluorescent seeding particles were used in the fluid together with optical filters and image processing to provide both time-averaged and instantaneous measurements of the fluid velocity for both stationary and moving particle beds at channel Reynolds numbers (Re) in the range 4900-9000. Recent investigations have used refractive index matched fluids to obtain flow field measurements in the particle bed, but have been limited to time-averaged measurements, stationary particle beds, and/or low Re. The results indicate that particle motion was initiated at a critical Shields number of approximately 0.017, but some hysteresis in the Shields number was observed once motion was initiated. Velocity profiles were compared with power law and log-law models, showing reasonable agreement in certain flow regimes, but the particle-layer shear stress predicted by a log-law fit was found to be 10-30 times the actual shear stress measured from DPIV measurements, suggesting measurements of particle shear in channel flow based on a log-law model may not be sufficiently accurate. A correction to the log-law model utilized in porous wall flows was applied, and the adjusted value of von Karman constant increased with the shear Reynolds number for the cases without particle motion, but no clear trend was observed for the moving particle cases.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlow field measurements.
=650  \0$aShear-induced erosion.
=650  \0$aTransparent soils.
=650  \0$aShear (Mechanics)
=650  14$aShear-induced erosion.
=650  24$aTransparent soils.
=650  24$aFlow field measurements.
=650  24$aDPIV.
=700  1\$aKrueger, Paul S.,$eauthor.
=700  1\$aEl Shamy, Usama,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140186.htm

=LDR  03895nab a2200529 i 4500
=001  GTJ20140188
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140188$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140188$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.6.O73
=082  04$a631.4/17$223
=100  1\$aSui, Wanghua,$eauthor.
=245  10$aModeling of Grout Propagation in Transparent Replica of Rock Fractures /$cWanghua Sui, Hao Qu, Yue Gao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThis paper presents an experimental investigation on the injection of chemicals into rock fractures by using a transparent replica to visualize grout propagation. The fractured rock mass is simulated by using fused silica blocks, fused silica grains and mineral oils. Fused silica blocks in a cubic form are used to form rock mass and the fused silica grains are used to fill the space between these blocks to simulate fractures with a certain aperture. In addition, a mixed mineral oil that has the same refractive index as that of the fused silica blocks and grains is used to simulate fluid and groundwater. The experimental setup consists of a Plexiglas container, loading frame, grout injection system, and three black and white charge-coupled device (CCD) cameras. A modified urea-formaldehyde resin and an acid solution are mixed together as the grout. The point source of the grouting is simulated by using an injection needle inserted into the model. As the silica blocks are impermeable, the grout instead propagates into the fractures that are filled with silica sand. Propagation images during the grouting are captured by using the CCD cameras. Digital image processing is then applied to analyze the grayscale pictures to detect the edge of the grout front and calculate the grout penetration length at different times. The shape of the boundary of the grout-groundwater interface is found to be spherical when the fractures are filled with porous transparent materials. The results indicate that the flow velocity calculated by using a modified cubic law is in good agreement with the measured penetration length in the images. The results also verify the possibility of the use of a transparent replica to visualize grout propagation inside a fractured rock mass so as to understand grout propagation during grouting.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDigital image correlation.
=650  \0$aRock fracture.
=650  \0$aRock grouting.
=650  \0$atransparent soil.
=650  \0$aOrganic compound content.
=650  \0$aMarine sediments.
=650  14$aTransparent soil.
=650  24$aRock fracture.
=650  24$aRock grouting.
=650  24$aDigital image correlation.
=700  1\$aQu, Hao,$eauthor.
=700  1\$aGao, Yue,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140188.htm

=LDR  03585nab a2200457 i 4500
=001  GTJ20140211
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ1509-EB$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140211$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aWallace, Jeff F.,$eauthor.
=245  10$aGeotechnical Properties of LAPONITE RD® /$cJeff F. Wallace, Cassandra J. Rutherford.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b55
=520  3\$aThis paper presents a synthetic smectite clay comparable in structure to the natural clay mineral hectorite that can be used in physical geotechnical models as a transparent soft clay surrogate. Upon dispersion with distilled water, the synthetic clay hydrates and swells, forming a transparent slurry that can then be consolidated. The transparency of the resulting consolidated slurry allows for non-intrusive observation of behavior within a physical model. Observations possible within the physical model include visualizing flow and the measurement of deformation using nonintrusive optical visualization techniques including digital image correlation. Initial synthetic clay concentrations from 4 to 4.5 % by weight were examined. These initial concentrations were further consolidated resulting in samples with higher concentrations by weight for use in various geotechnical laboratory tests. Due to the potential of the synthetic clay to be a soft clay surrogate, geotechnical laboratory testing typically used to characterize soft clays was performed on the solidified colloidal slurry including a series of laboratory vane tests, consolidation tests, and a series of permeability tests. In addition to the geotechnical testing, physical properties of the synthetic clay were examined and results from the geotechnical testing are presented in conjunction with the physical properties and sample preparation methods. Results of the geotechnical laboratory tests demonstrate that the synthetic clay exhibits macroscopic geotechnical properties comparable to soft cohesive soils and therefore can be used as a soft clay surrogate for use in geotechnical physical model testing, particularly those related to offshore geotechnics.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$xTesting$xMethodology.
=650  \0$aSoils.
=650  14$aLAPONITE RD.
=650  24$aproperties of cohesive soil surrogate.
=650  24$atransparent soil.
=700  1\$aRutherford, Cassandra J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140211.htm

=LDR  03947nab a2200601 i 4500
=001  GTJ20140206
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140206$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140206$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA274.45
=082  04$a519.2/3$223
=100  1\$aOmidvar, Mehdi,$eauthor.
=245  10$aVisualizing Kinematics of Dynamic Penetration in Granular Media Using Transparent Soils /$cMehdi Omidvar, Jeanne Doreau Malioche, Zhibo Chen, Magued Iskander, Stephan Bless.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aThis paper describes a new method for quantitative analysis of dynamic penetration into granular media. The method is based on refractive index matching used to produce transparent synthetic soils. First, a procedure referred to as the embedded plane technique is introduced, to overcome limitations with laser illumination in high-speed photography. The technique consists of seeding an embedded plane with opaque particles sandwiched within the transparent soil to visualize in-plane granular kinematics. Details of sample preparation are presented, and other issues related to rapid penetration into index-matched media are discussed. High-speed image acquisition is introduced for transparent soils, and relevant target illumination techniques are described. Finally, improved digital image correlation methods are introduced and used to derive displacement fields. Shear and volumetric strains are then calculated. Analyses performed on acquired images are used to illustrate the applicability of these novel index-matching methods to the study of low-velocity penetration into granular media. The data illustrates that, for impact velocities considered in this study, the majority of lateral displacements during penetration are contained to approximately four projectile diameters from the penetration axis. Vertical displacements extend several penetrator diameters ahead of the penetrator. Moreover, penetration is accompanied by significant vertical afterflow. Finally, a region of dense sand forms ahead of the penetrator with a conical shape, which travels with the penetrator during penetration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDigital Image Correlation.
=650  \0$aHigh speed imaging.
=650  \0$aImpact.
=650  \0$aLagrangian displacement.
=650  \0$aSand.
=650  \0$aShear strain.
=650  \0$aLagrangian functions.
=650  \0$aRandom fields.
=650  14$aSand.
=650  24$aImpact.
=650  24$aDigital Image Correlation.
=650  24$aLagrangian displacement.
=650  24$aShear strain.
=650  24$aHigh speed imaging.
=700  1\$aMalioche, Jeanne Doreau,$eauthor.
=700  1\$aChen, Zhibo,$eauthor.
=700  1\$aIskander, Magued,$eauthor.
=700  1\$aBless, Stephan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140206.htm

=LDR  03419nab a2200517 i 4500
=001  GTJ20140216
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ1509-EB$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140216$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBlack, Jonathan A.,$eauthor.
=245  10$aQuantification of Optical Clarity of Transparent Soil Using the Modulation Transfer Function /$cJonathan A. Black, W. Andy Take.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b46
=520  3\$aTransparent synthetic soils have been developed as a soil surrogate to enable internal visualization of geotechnical processes in physical models. Transparency of the soil dictates the overarching success of the technique; however, despite this fundamental requirement, no quantitative framework has yet been established to appraise the visual quality of transparent soil. Previous approaches to assess and optimize transparency quality included an eye chart assessment method, although this approach is highly subjective and operator-dependent. In this paper, an independent method for quantitatively assessing the optical quality of transparent soil is proposed based on the optical calibration method, Modulation Transfer Function (MTF). The work explores this hypothesis and assesses the potential for MTF to quantify the optical quality of transparent soils for a number of aspects including (i) optimum oil blend ratio, (ii) depth of viewing plane, and (iii) temperature. The results confirmed that MTF offers a robust and reliable method to provide an independent quantitative measure of the optical quality of transparent soil. The impact of reduced soil transparency and the ability to track speckle patterns-thus accuracy and precision of displacement measurement-was correlated with MTF to evaluate the permissible viewing depth of transparent soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aModulation transfer function.
=650  \0$aPhysical modeling.
=650  \0$aTransparency.
=650  \0$aTransparent soil.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aTransparent soil.
=650  24$aModulation transfer function.
=650  24$aTransparency.
=650  24$aPhysical modeling.
=700  1\$aTake, W. Andy,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140216.htm

=LDR  04303nab a2200589 i 4500
=001  GTJ20140198
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140198$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140198$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTR897.7.J3842012
=082  04$a006.696$223
=100  1\$aFerreira, Julio A. Z.,$eauthor.
=245  12$aA Transparent Pullout Testing Device for 3D Evaluation of Soil-Geogrid Interaction /$cJulio A. Z. Ferreira, Jorge G. Zornberg.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (23 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b44
=520  3\$aThis paper presented a newly developed transparent pullout testing device conceived with the objective of studying the soil-geogrid interaction under small displacements and strains. The bottom plate and the side walls of the pullout box were transparent. The system involved a transparent soil, which was tested as a surrogate for sands in the testing program. The setup led to 3D visualization of the soil-geogrid interaction as it allowed direct visualization of the plan view of the geogrid as well as of the side view of the soil-geogrid interface. Markers embedded in the transparent soil mass allowed tracking of soil particle displacements during the test. The tests were conducted using a polypropylene biaxial geogrid and both transparent soil and a conventional sand. Displacements along the geogrid were obtained continuously using digital image correlation (DIC) techniques in tests with transparent soil, and using tell-tails at five junctions in tests with sand. Comparison of test results with both soils showed that the transparent soil constitutes a good surrogate for sands in pullout studies. The pullout test with transparent soil also indicated that displacements along the geogrid could be properly described using an exponential function. Moreover, exponential fitting to the displacement data led to an exponential distribution of strains along the geogrid during pullout testing. Deflections of transverse ribs were first observed at early stages of the test when only 25 % of the maximum pullout force developed. The observed displacement patterns of the soil markers were useful in defining the zone of influence of the geogrid, which could be successfully quantified using the newly developed testing device. Overall, the new equipment was found to represent an effective tool to better understand the mechanisms involved in soil-geogrid interaction, particularly those that are relevant to quantify the interface stiffness.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeflection transverse ribs.
=650  \0$aGeogrid displacement profile.
=650  \0$aGeogrid strain profile.
=650  \0$aPullout test.
=650  \0$aSoil-geogrid interaction.
=650  \0$aTransparent.
=650  \0$a3D visualization.
=650  \0$aComputer animation.
=650  \0$aThree-dimensional display systems.
=650  14$aSoil-geogrid interaction.
=650  24$aTransparent.
=650  24$aPullout test.
=650  24$a3D visualization.
=650  24$aDeflection transverse ribs.
=650  24$aGeogrid displacement profile.
=650  24$aGeogrid strain profile.
=700  1\$aZornberg, Jorge G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140198.htm

=LDR  03424nab a2200481 i 4500
=001  GTJ20140215
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ1509-EB$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140215$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA278.2
=082  04$a519.5$223
=100  1\$aBlack, Jonathan A.,$eauthor.
=245  10$aTransparent Soil to Model Thermal Processes :$bAn Energy Pile Example /$cJonathan A. Black, Alireza Tatari.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b50
=520  3\$aManaging energy resources is fast becoming a crucial issue of the 21st century, with groundbased heat exchange energy structures targeted as a viable means of reducing carbon emissions associated with regulating building temperatures. Limited information exists about the thermo-dynamic interactions of geothermal structures and soil owing to the practical constraints of placing measurement sensors in proximity to foundations; hence, questions remain about their long-term performance and interaction mechanics. An alternative experimental method using transparent soil and digital image analysis was proposed to visualize heat flow in soil. Advocating the loss of optical clarity as a beneficial attribute of transparent soil, this paper explored the hypothesis that temperature change will alter its refractive index and therefore progressively reduce its transparency, becoming more opaque. The development of the experimental methodology was discussed and a relationship between pixel intensity and soil temperature was defined and verified. This relationship was applied to an energy pile example to demonstrate heat flow in soil. The heating zone of influence was observed to extend to a radial distance of 1.5 pile diameters and was differentiated by a visual thermal gradient propagating from the pile. The successful implementation of this technique provided a new paradigm for transparent soil to potentially contribute to the understanding of thermo-dynamic processes in soil.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aImage processing$xDigital techniques.
=650  \0$aSpatial analysis (Statistics)
=650  14$atransparent soil.
=650  24$athermal modeling.
=650  24$aenergy pile.
=650  24$aenergy.
=650  24$aimage analysis.
=700  1\$aTatari, Alireza,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140215.htm

=LDR  03383nab a2200517 i 4500
=001  GTJ20140202
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140202$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140202$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTK5102.9.T738
=082  04$a621.382/2$223
=100  1\$aGao, Yue,$eauthor.
=245  10$aVisualization of Chemical Grout Permeation in Transparent Soil /$cYue Gao, Wanghua Sui, Jinyuan Liu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThis paper presents an experiment that visualizes the permeation of chemical grout in transparent soil. The low initial viscosity (5 mPa · s) urea-formaldehyde resin (UFR) was chosen as grouting material in this experiment. The transparent soil used in this study is made of fused silica and a calcium bromide solution with the same refractive index. Triaxial and permeability tests are carried out to demonstrate that the geotechnical properties and hydraulic permeability of this transparent soil are typical of granular soils and suitable for modeling natural sand in permeation problem. A combined grouting and optical measurement system is developed for this study, which consists of an air pressure driven grout injection station to inject grout into a transparent soil model, laser to illuminate the cross-section of interest inside the model, and a charge-coupled device (CCD) camera to capture a series of images during the whole grout injection and permeation process. Image processing techniques including digital image correlation (DIC) are applied to sequence of images to detect the edges of the grout bulb and displacement distribution. The relationship of the grouting radius and grouting time corresponds to Maag's formula on permeation grouting. As a result, the validity of this innovative experiment has been verified.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDigital image correlation.
=650  \0$aPermeation grouting.
=650  \0$aTransparent soil.
=650  \0$aDigital techniques.
=650  \0$aImage processing.
=650  14$aTransparent soil.
=650  24$aPermeation grouting.
=650  24$aImage processing.
=650  24$aDigital image correlation.
=700  1\$aSui, Wanghua,$eauthor.
=700  1\$aLiu, Jinyuan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 5 Special Issue on Physical Modeling with Transparent Soils.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140202.htm

=LDR  03331nab a2200529 i 4500
=001  GTJ11052
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11052$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11052$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD257.7
=082  04$a661.8$223
=100  1\$aHanson, JL.,$eauthor.
=245  10$aDevelopment and Calibration of a Large-Scale Thermal Conductivity Probe /$cJL. Hanson, S. Neuhaeuser, N. Yesiller.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aA large-scale probe has been developed for measuring the thermal conductivity of geomaterials. The large probe was designed to conduct tests on materials containing large particles, materials with high heterogeneity, and materials with high stiffness. The probe has dimensions of 680 mm length and 15.9 mm diameter and was constructed of stainless steel tubing. The probe operates on the principle of heating an infinite line source in an infinite medium. Initially, parametric evaluations were conducted to determine the operational and test conditions for the large probe, including power level, heating duration, and zone of heating influence. Then, tests were conducted on five homogeneous materials to calibrate the newly developed probe. Thermal conductivity measurements obtained using the large probe were compared with measurements obtained using a conventional small probe. A calibration curve was established for the large probe. In addition, the performance of the large probe was evaluated in two manufactured heterogeneous materials and a large particle material. The test program indicated that the large probe can be used effectively for determining thermal conductivity of geomaterials. This new probe may be suitable for large-scale laboratory testing and field investigations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aLarge-scale probe.
=650  \0$aThermal conductivity measurement.
=650  \0$aThermal conductivity.
=650  \0$athermal properties.
=650  \0$aMaterials$xThermal properties.
=650  14$aThermal conductivity measurement.
=650  24$aThermal properties.
=650  24$aLarge-scale probe.
=650  24$aCalibration.
=700  1\$aNeuhaeuser, S.,$eauthor.
=700  1\$aYesiller, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11052.htm

=LDR  03474nab a2200589 i 4500
=001  GTJ11418
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11418$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11418$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aSun, DA.,$eauthor.
=245  10$aCollapse Behavior of Compacted Clays in Suction-Controlled Triaxial Tests /$cDA. Sun, H. Matsuoka, YF. Xu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aUsing a suction-controlled triaxial apparatus for unsaturated soils, a series of tests on a compacted clay was performed to investigate the influences of stress states, water content, void ratio, and matric suction on the collapse behavior. The triaxial tests were carried out under the conditions of (1) different stress ratios and mean stresses, (2) triaxial compression and extension, (3) different initial void ratios of specimens with the same water content, (4) different initial water contents with the same degree of compaction, and (5) different controlled matric suctions. The main conclusions were obtained as follows: (1) The volume change induced by the collapse mainly depends on the initial void ratio and mean net stress under which the collapse occurs, irrespective of imposed matric suction; (2) the amount of collapse is small at both low and high confining stresses, and there exists a maximum value of collapse at a particular mean stress; (3) the shear strain increment induced by collapse depends on stress ratio, triaxial compression, or extension stress; (4) when imposed suction is decreased, large collapse deformation takes place in the samples compacted dry-of-optimum, while little collapse deformation takes place in the samples compacted wet-of-optimum; and (5) the collapse behavior can be explained by the elastoplastic theory for unsaturated soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCollapse.
=650  \0$aCompacted soil.
=650  \0$aStress ratio.
=650  \0$aSuction.
=650  \0$aTriaxial test.
=650  \0$aUnsaturated soil.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aUnsaturated soil.
=650  24$aSuction.
=650  24$aCollapse.
=650  24$aTriaxial test.
=650  24$aCompacted soil.
=650  24$aStress ratio.
=700  1\$aMatsuoka, H.,$eauthor.
=700  1\$aXu, YF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11418.htm

=LDR  02016nab a2200529 i 4500
=001  GTJ12082
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12082$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12082$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN941
=082  04$a552/.5$223
=100  1\$aFox, PJ.,$eauthor.
=245  10$aDiscussion of "A Comparative Study of Suction-Induced Seepage Consolidation Versus Centrifuge Consolidation" by R. G. Robinson, T. S. Tan, and F. H. Lee /$cPJ. Fox, J. Lee, T. Qiu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLarge strain consolidation.
=650  \0$aPore pressure.
=650  \0$aSeepage.
=650  \0$aSuction.
=650  \0$aClay.
=650  \0$aAluminum silicates.
=650  14$aLarge strain consolidation.
=650  24$aSeepage.
=650  24$aPore pressure.
=650  24$aSuction.
=650  24$aClay.
=700  1\$aLee, J.,$eauthor.
=700  1\$aQiu, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12082.htm

=LDR  02902nab a2200637 i 4500
=001  GTJ19103
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ19103$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ19103$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE604
=082  04$a551.8$223
=100  1\$aAlshibli, KA.,$eauthor.
=245  14$aThe Louisiana Plane Strain Apparatus for Soil Testing /$cKA. Alshibli, DL. Godbold, K. Hoffman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe mechanical description of a new plane strain (biaxial) apparatus for soil testing is presented. The design took into consideration flexibility in accomodating different specimen sizes, easy assembly procedure, and well-controlled boundary conditions. The apparatus is well instrumented with load, displacement, and pressure sensors and has the capabilities to capture localization and shear band development. A comparison between two experiments that were conducted on F-75 Ottawa sand is presented and the effect of inhibiting lateral movement of bottom end platen is presented and discussed. It has been found that restraining lateral movement of bottom end platen has resulted in higher peak and residual load values.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBoundary conditions.
=650  \0$aClay.
=650  \0$aDeformation.
=650  \0$aLocalization.
=650  \0$aSand.
=650  \0$aShear bands.
=650  \0$aSoil testing.
=650  \0$aStrength.
=650  \0$aRock deformation.
=650  \0$aStrains and stresses.
=650  \0$aVolcanism.
=650  14$aStrength.
=650  24$aSoil testing.
=650  24$aShear bands.
=650  24$aBoundary conditions.
=650  24$aClay.
=650  24$aSand.
=650  24$aDeformation.
=650  24$aLocalization.
=700  1\$aGodbold, DL.,$eauthor.
=700  1\$aHoffman, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ19103.htm

=LDR  03587nab a2200589 i 4500
=001  GTJ11810
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11810$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11810$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aPS3569.T33828
=082  04$a813/.54$223
=100  1\$aWhang, DH.,$eauthor.
=245  10$aEffect of Compaction Conditions on the Seismic Compression of Compacted Fill Soils /$cDH. Whang, JP. Stewart, JD. Bray.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aSeismic compression is defined as the accrual of contractive volumetric strains in unsaturated compacted soil during earthquake shaking. Existing seismic compression analysis procedures are based on laboratory test results for clean uniform sands, and their applicability to compacted soils with fines is unclear. We evaluate seismic compression from cyclic simple shear laboratory testing of four compacted soils having fines contents that are sufficiently large that fines control the soil behavior, but possessing varying levels of fines plasticity. Each soil material is compacted to a range of formation dry densities and degrees-of-saturation. The test results show that seismic compression susceptibility decreases with increasing density and decreasing shear strain amplitude. Saturation is also found to be important for soils with moderately plastic fines (plasticity index, PI ? 15), but relatively unimportant for soils with low plasticity fines (PI ? 2) across the range of saturations tested (>=54%). The saturation effect appears to be linked to the presence or lack of presence of a clod structure in the soil, the clod structure being most pronounced in plastic soils compacted dry of the line-of-optimums or at low densities. Comparisons of test results for soils with and without low- to moderately-plastic fines suggest that fines can decrease the seismic compression potential relative to clean sands.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic testing.
=650  \0$aEarthquakes.
=650  \0$aGround failure.
=650  \0$aSeismic compression.
=650  \0$aSimple shear.
=650  \0$aVolumetric strain.
=650  \0$aEarthquakes$xFiction.
=650  \0$aSurvival$xFiction.
=650  \0$aLife change events$xFiction.
=650  14$aSeismic compression.
=650  24$aGround failure.
=650  24$aSimple shear.
=650  24$aCyclic testing.
=650  24$aVolumetric strain.
=650  24$aEarthquakes.
=700  1\$aStewart, JP.,$eauthor.
=700  1\$aBray, JD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11810.htm

=LDR  03013nab a2200565 i 4500
=001  GTJ10643
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10643$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10643$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aDu, YJ.,$eauthor.
=245  10$aEffect of Leachate Composition on the Adsorption Properties of Two Soils /$cYJ. Du, S. Hayashi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThe experimental results show that the composition of the contaminant leachate affects the adsorption behavior for the soil tested. However, this conclusion is based on the assumption that the soil adsorption isotherm is linear. To investigate this effect when the adsorption isotherm is nonlinear, a series of batch tests were conducted with a single-salt solution (KCl, CaCl2, and NaCl solution, respectively) and multi-salt solution (aqueous miscible solution containing KCl, CaCl2, and NaCl) for the selected two soils from Japan. A comparison of the test results between these two conditions indicated that for a specified cation of interest, soils adsorbed larger amounts of cations in the case of the single-salt condition relative to the multisalt condition. The Freundlich equation was adopted to fit the experimental data, and the model parameters are presented. The relative cation adsorption of soils is provided and the controlling factors are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdsorption isotherm.
=650  \0$aAdsorption.
=650  \0$aBatch test.
=650  \0$aCation exchange capacity.
=650  \0$aFreundlich equation.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$acontaminant.
=650  14$aContaminant.
=650  24$aBatch test.
=650  24$aAdsorption.
=650  24$aAdsorption isotherm.
=650  24$aFreundlich equation.
=650  24$aCation exchange capacity.
=700  1\$aHayashi, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10643.htm

=LDR  03063nab a2200565 i 4500
=001  GTJ10421
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10421$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10421$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aZhou, C.,$eauthor.
=245  10$aInfluence of Soaking on Stress-Strain Characteristics of Fly Ash /$cC. Zhou, J-H Yin, J-P Ming.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aA series of confined uniaxial compression (oedometer) tests and triaxial compression tests were conducted to study the influence of soaking on the stress-strain characteristics of coal fly ash widely used in Mainland China. The focus was on the collapsibility of fly ash with porous structure under different conditions, such as different relative density, initial water content, stress state, stress level, consolidation stress ratio, and soaking history. Main results of the test program are presented in this paper. It is determined that soaking collapsibility of fly ash depends on the relative density, initial water content, stress state, stress level, consolidation stress ratio, and soaking history, which the fly ash has experienced. The larger the relative density, the initial water content, and the consolidation stress ratio ?'3/?'1 are, the smaller the soaking collapsibility is. The soaking collapsibility increases with stress level, which has a strong influence on the stress-strain characteristics of the fly ash.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCollapsibility.
=650  \0$aShear strength.
=650  \0$aStress-strain.
=650  \0$aTriaxial test.
=650  \0$afly ash.
=650  \0$afly ash$xEnvironmental aspects.
=650  \0$asoaking.
=650  14$aFly ash.
=650  24$aSoaking.
=650  24$aCollapsibility.
=650  24$aStress-strain.
=650  24$aShear strength.
=650  24$aTriaxial test.
=700  1\$aYin, J-H,$eauthor.
=700  1\$aMing, J-P,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10421.htm

=LDR  03245nab a2200553 i 4500
=001  GTJ11549
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11549$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11549$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aYang, H.,$eauthor.
=245  12$aA Soil Column Apparatus for Laboratory Infiltration Study /$cH. Yang, H. Rahardjo, B. Wibawa, E-C Leong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aIn this paper, the details of a large-scale soil column apparatus, the procedures for constructing the soil column, and the performance of the apparatus are presented. This paper aims to describe the apparatus that is capable of performing comprehensive infiltration study rather than to describe one particular infiltration study or phenomenon. By using the apparatus, all the variables (pore-water pressures, water contents, inflow rate, and outflow rate) in an infiltration process can be measured instantaneously and automatically, and all the boundary conditions can be controlled. The major instruments for the soil column apparatus consist of a tensiometer-transducer system, data acquisition system, time-domain reflectometry, and electronic weighing balance. By using these instruments, relationships of the volumetric water content versus matric suction of the soil and the infiltration rate versus time at any point of time during an infiltration test can be obtained. The test results also show that the setup functioned properly and suggest that infiltration behavior of any soil configuration (single, two-layered, or multilayered soil) can be studied using this apparatus for different infiltration rates.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInfiltration.
=650  \0$aMatric suction.
=650  \0$aUnsaturated soil column.
=650  \0$aWater content.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aInfiltration.
=650  24$aMatric suction.
=650  24$aWater content.
=650  24$aUnsaturated soil column.
=700  1\$aRahardjo, H.,$eauthor.
=700  1\$aWibawa, B.,$eauthor.
=700  1\$aLeong, E-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11549.htm

=LDR  02863nab a2200553 i 4500
=001  GTJ11767
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11767$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11767$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aNahlawi, H.,$eauthor.
=245  12$aA Direct Tensile Strength Testing Method for Unsaturated Geomaterials /$cH. Nahlawi, S. Chakrabarti, J. Kodikara.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe current paper presents a new method for testing direct tensile strength of unsaturated geomaterials, guided by a method developed for concrete testing (Hannant et al. 1999). The developed equipment is used for measurement of direct tensile strength of unsaturated reactive basaltic clay soils and crushed rocks stabilized with cementitious additives. The tensile characteristics of soils were tested at water contents in excess of liquid limit and those close to optimum water content. Stabilized crushed rocks were tested at early and cured states after mixing. Full stress-strain characteristics were measured with the aid of precision transducers and electronic data acquisition. The equipment is capable of measuring tensile strengths of soil slurries (about 1 kPa), as well as cement stabilized crushed rocks (up to about 1 MPa).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aCracking.
=650  \0$aGeomaterials.
=650  \0$aStabilized crushed rock.
=650  \0$arock mechanics.
=650  \0$atensile strength.
=650  \0$atesting machines.
=650  14$aTensile strength.
=650  24$aGeomaterials.
=650  24$aClay.
=650  24$aStabilized crushed rock.
=650  24$aCracking.
=700  1\$aChakrabarti, S.,$eauthor.
=700  1\$aKodikara, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11767.htm

=LDR  02658nab a2200553 i 4500
=001  GTJ11199
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11199$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11199$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a625.732$223
=100  1\$aSreedeep, S.,$eauthor.
=245  10$aMeasuring Soil Electrical Resistivity Using a Resistivity Box and a Resistivity Probe /$cS. Sreedeep, AC. Reshma, DN. Singh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThis technical note deals with the fabrication and details of an electrical resistivity box and an electrical resistivity probe, for estimating soil electrical resistivity. Calibration of these setups has been done with the standard KCl and NaCl solutions. Using this calibration, electrical resistivity of a locally available silty soil and commercially available white clay has been determined. Further, efforts have been made to develop relationships between the electrical resistivity of these soils and their saturation. Results available in the literature have been used to validate these relationships.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectrical resistivity.
=650  \0$aResistivity box.
=650  \0$aResistivity probe.
=650  \0$aWhite clay.
=650  \0$asilty soil.
=650  \0$aSilty sands.
=650  \0$aSoil stabilization.
=650  14$aElectrical resistivity.
=650  24$aResistivity box.
=650  24$aResistivity probe.
=650  24$aSilty soil.
=650  24$aWhite clay.
=700  1\$aReshma, AC.,$eauthor.
=700  1\$aSingh, DN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11199.htm

=LDR  02759nab a2200529 i 4500
=001  GTJ11312J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11312J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11312J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN942
=082  04$a553.6/109758$223
=100  1\$aKassim, KA.,$eauthor.
=245  10$aConstant Rate of Strain Consolidation Equipment and Procedure for Stabilized Soils /$cKA. Kassim, BG. Clarke.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aStiffness, that is, the relationship between applied stress and resulting strain, is a function of applied stress and, in the case of stabilized soils, age. For that reason the standard odometer test may be unsuitable as it can take several days to complete a test and in that time the stiffness will change regardless of stress changes. The constant rate of strain consolidation (CRS) test may be the preferred test to assess the stiffness of stabilized soils. A simple CRS cell has been developed to operate with a standard triaxial loading frame. Comparisons between the results of oedometer tests and CRS tests show that the test procedure and equipment is valid. Tests on stabilized soils show the importance of minimizing the time of a test since there is an increase in stiffness with age.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aConsolidation.
=650  \0$aConstant rate of strain.
=650  \0$aKaolin.
=650  \0$aKaolin industry.
=650  \0$astabilized soils.
=650  14$aConsolidation.
=650  24$aConstant rate of strain.
=650  24$aStabilized soils.
=650  24$aKaolin.
=650  24$aCompression.
=700  1\$aClarke, BG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11312J.htm

=LDR  03186nab a2200625 i 4500
=001  GTJ11317J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11317J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11317J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aHayano, K.,$eauthor.
=245  10$aShear Banding in a Sedimentary Soft Mudstone Subjected to Plane Strain Compression /$cK. Hayano, T. Maeshiro, F. Tatsuoka, T. Sato, L. Wang, T. Kodaka.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA plane strain compression (PSC) testing system to observe shear banding in softrock was developed. The deformation characteristics of shear band in a sedimentary soft mudstone were evaluated by locally measuring axial and lateral deformations of specimens in drained PSC tests. Shear deformation and dilatancy of shear band that occurred between the peak stress state and the start of the residual stress state were on the order of 1 and 0.5 mm. Dilatancy of the shear band continued during the residual stress state, resulting in a high-residual friction angle mobilized along the shear band. Shear band deformation characteristics of two other sedimentary softrocks were obtained from axial strains measured locally in triaxial compression tests based on the stress-state dilatancy relationship obtained from the PSC tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDilatancy.
=650  \0$aLocal deformation measurements.
=650  \0$aPlane strain compression.
=650  \0$aSedimentary soft mudstone.
=650  \0$aShear band.
=650  \0$aShear deformation.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aSedimentary soft mudstone.
=650  24$aShear band.
=650  24$aPlane strain compression.
=650  24$aLocal deformation measurements.
=650  24$aShear deformation.
=650  24$aDilatancy.
=700  1\$aMaeshiro, T.,$eauthor.
=700  1\$aTatsuoka, F.,$eauthor.
=700  1\$aSato, T.,$eauthor.
=700  1\$aWang, L.,$eauthor.
=700  1\$aKodaka, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11317J.htm

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=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11318J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11318J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aYasin, SJM,$eauthor.
=245  10$aPlane Strain Strength and Deformation of Sands Affected by Batch Variations and Different Apparatus Types /$cSJM Yasin, K. Umetsu, F. Tatsuoka, JRF Arthur, T. Dunstan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (21 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aDifferences in the strength and deformation characteristics in plane strain compression between different batches of two sand types were critically evaluated. Two types of plane strain apparatuses were used. Large differences were observed between different batches of each type of sand, yet virtually no differences were found in particle physical properties including gradation, specific gravity, minimum and maximum void ratios, particle shape, and crushability. For each type of sand, differences in the measured peak strength between two types of plane strain tests were very small when effects of several possible influencing factors were accounted for. The prepeak dilatancy characteristics were noticeably different between the two types of plane strain tests, but the reason(s) could not be identified. The trend of inherent strength anisotropy was found to be very similar for the two plane strain apparatuses, but did depend on the sand type.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBatch effects.
=650  \0$aParticle shape and crushing indices.
=650  \0$aPlane strain compression test.
=650  \0$aSand.
=650  \0$aStrength anisotropy.
=650  \0$aStress and strain relationship.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aSand.
=650  24$aPlane strain compression test.
=650  24$aStress and strain relationship.
=650  24$aBatch effects.
=650  24$aParticle shape and crushing indices.
=650  24$aStrength anisotropy.
=700  1\$aUmetsu, K.,$eauthor.
=700  1\$aTatsuoka, F.,$eauthor.
=700  1\$aArthur, JRF,$eauthor.
=700  1\$aDunstan, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11318J.htm

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=001  GTJ11311J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11311J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11311J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1800
=082  04$a621.382/75$223
=100  1\$aSuwansawat, S.,$eauthor.
=245  10$aCell Size for Water Content-Dielectric Constant Calibrations for Time Domain Reflectometry /$cS. Suwansawat, CH. Benson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aTime domain reflectometry (TDR) is a nondestructive electromagnetic technique used to measure the volumetric water content of soil. A key component of the method is the calibration equation relating the apparent dielectric constant (Ka) to the volumetric water content (?). In this study, tests were conducted to evaluate dimensional requirements for a TDR calibration cell. The results show that a PVC cylinder having the same dimensions as a standard compaction mold (diameter = 102 mm, height = 116 mm) is a suitable calibration cell for two-rod TDR probes having diameter = 4 mm, center-to-center spacing = 30 mm, and length = 80 mm. The cell can also be used for three-rod probes having the same dimensions as the two-rod probe, and a center-to-center rod spacing of 20 mm. Calibrations made with this small cell are essentially identical to calibrations made in a much larger cell where boundaries are unlikely to be important.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibrations.
=650  \0$aCell size.
=650  \0$areflectometry.
=650  \0$aTime-domain reflectometry.
=650  \0$aOptical fibers$xTesting.
=650  14$aReflectometry.
=650  24$aCell size.
=650  24$aCalibrations.
=700  1\$aBenson, CH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11311J.htm

=LDR  03884nab a2200649 i 4500
=001  GTJ11315J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11315J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11315J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTS1892
=082  04$a547.8426$223
=100  1\$aSantucci de Magistris, F.,$eauthor.
=245  12$aA Triaxial Testing System to Evaluate Stress-Strain Behavior of Soils for Wide Range of Strain and Strain Rate /$cF. Santucci de Magistris, J. Koseki, M. Amaya, S. Hamaya, T. Sato, F. Tatsuoka.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aSome important modifications were made to an existing triaxial testing apparatus to more accurately evaluate the stress-strain behavior of geomaterials for wide ranges of strain and strain rate. An electro-mechanical loading device was specifically designed to control strain states and stress paths and to study the quasi-elastic properties of geomaterials at any given stress state. The device is now driven by an a-c servo motor, allowing for changing the strain rate about three orders of magnitude without any intermission in each test. A 16-bit A/D card has been adopted also to increase the resolution in data acquisition. The long-term stability of a local axial gage, LDT, has been ensured to evaluate creep deformations as well as post-creep behavior of geomaterials, which should be properly understood for many practical engineering applications. High performance of the system is demonstrated by presenting some typical results from undrained cyclic tests at very small strain levels for a wide range of strain rate and an undrained monotonic loading test for a wide strain range, both on a compacted silty sand. It is shown that the equivalent Young's modulus and damping ratio at very small strains have a clear sensitivity to both strain rate and ageing period. For monotonic shearing tests in a wide range of strain, the isotach property and the effects of changes in the strain rate are also presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAgeing.
=650  \0$aElastic properties.
=650  \0$aLocal strain measurement.
=650  \0$aSmall cyclic loading.
=650  \0$aSmall strain stiffness.
=650  \0$aStrain rate.
=650  \0$aTriaxial compression test.
=650  \0$aelastic property.
=650  \0$aElasticity.
=650  \0$aRubber$xElastic properties.
=650  14$aElastic properties.
=650  24$aSmall strain stiffness.
=650  24$aSmall cyclic loading.
=650  24$aLocal strain measurement.
=650  24$aTriaxial compression test.
=650  24$aStrain rate.
=650  24$aAgeing.
=700  1\$aKoseki, J.,$eauthor.
=700  1\$aAmaya, M.,$eauthor.
=700  1\$aHamaya, S.,$eauthor.
=700  1\$aSato, T.,$eauthor.
=700  1\$aTatsuoka, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11315J.htm

=LDR  03154nab a2200565 i 4500
=001  GTJ11313J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11313J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11313J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/51363$223
=100  1\$aFischer, GR.,$eauthor.
=245  10$aInfluence of Procedural Variables on the Gradient Ratio Test /$cGR. Fischer, AD. Mare?, RD. Holtz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aIdeally, filtration behavior of soil-geotextile systems as determined by the gradient ratio (GR) test (ASTM D 5101) should depend only on the soil and geotextile properties. In practice, however, test results can vary substantially with slight variations in test details and procedures. In addition, some optional procedures can have a significant effect on test results, while other required procedures appear to have little influence. A systematic study was performed to evaluate the effects of these procedures on GR test results. It was found that microfiltration of the in-flow water had a significant effect on filtration behavior. Chlorine algicide was effective in enhancing long-term filtration behavior, as was purging with CO2 and slow saturation of the system. Placement of the soil specimen also influenced GR values; they were found to be lower for compacted specimens than for loosely placed specimens. Presoaking geotextiles had no observable effect on filtration behavior, and disturbance of the GR device during the early stages of the test caused immediate and significant changes in permeability and GR.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClogging.
=650  \0$aFiltration.
=650  \0$aGeotextile.
=650  \0$aGradient ratio test.
=650  \0$aPermeability.
=650  \0$ageotextiles.
=650  \0$apermittivity.
=650  \0$ageosynthetics.
=650  14$aGeotextile.
=650  24$aFiltration.
=650  24$aPermeability.
=650  24$aClogging.
=650  24$aGradient ratio test.
=700  1\$aMare?, AD.,$eauthor.
=700  1\$aHoltz, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11313J.htm

=LDR  03152nab a2200565 i 4500
=001  GTJ11314J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11314J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11314J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a620.1/92$223
=100  1\$aHayashi, S.,$eauthor.
=245  10$aChanges in Interface Stresses During Pullout Tests on Geogrid Strip Reinforcement /$cS. Hayashi, JT. Shahu, K. Watanabe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aFor a strip geogrid reinforcement, pullout resistance per unit width is known to increase with decreasing specimen width at low applied normal stresses. This phenomenon can be explained by a conceptualized model for a pullout interaction mechanism consisting of combined 2-D and 3-D interaction mechanisms, and the results obtained from laboratory pullout tests can be extended to the field. In this paper, a series of pullout tests on stiff extruded geogrid specimens embedded in dense sandy gravel was carried out and the normal stresses at the soil-reinforcement interface were measured by small-diameter earth pressure cells. On the basis of these tests, the fundamental behavior of soil-geogrid reinforcement interaction is explained and the conceptualized pullout interaction model is corroborated. It is shown that restrained positive dilatancy, observed at low applied normal stresses, results in an increase in actual normal stresses at the soil-reinforcement interface at the edges of the geogrid, thereby increasing the pullout resistance of the reinforcement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDilatancy.
=650  \0$aEarth pressure.
=650  \0$aGeogrid.
=650  \0$aLaboratory pullout tests.
=650  \0$aStress measurement.
=650  \0$ageogrid reinforce.
=650  \0$aGeogrids.
=650  \0$aultimate capacity.
=650  14$aDilatancy.
=650  24$aEarth pressure.
=650  24$aGeogrid.
=650  24$aLaboratory pullout tests.
=650  24$aStress measurement.
=700  1\$aShahu, JT.,$eauthor.
=700  1\$aWatanabe, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11314J.htm

=LDR  03184nab a2200541 i 4500
=001  GTJ11316J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11316J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11316J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.151$223
=100  1\$aChang, M-H,$eauthor.
=245  10$aModel Studies of the 1988 Kettleman Hills Landfill Slope Failure /$cM-H Chang, JK. Mitchell, RB. Seed.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe paper describes physical model studies of the 1988 failure of Unit B-19 waste landfill at the Kettleman Hills Landfill, Kettleman City, California. Six 1/150 scale models were tested under 1-g (g = gravity) conditions. Aims of the study were to confirm the mode of failure and to provide a better understanding of the sliding mechanism. Results showed that the failure conditions (e.g., slide direction, magnitude, and surface cracking, etc.) of the models agreed very well with those of the actual landfill. The study indicated that the sliding of model fills occurred as a coherent mass, with slip surfaces located at the interface within the underlying liner system. Internal shears and surface cracks were formed in the slide mass due to the noncircular configuration of the slip surface. Displacement paths suggested the sliding of model landfill was essentially a translational movement of a three-block system. The models accurately reproduced the 1988 Kettleman Hills Landfill failure and provided information that enabled development of an analysis method for evaluating the three-dimensional stability of waste landfills against sliding along an underlying linear system (Chang 1992).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFailure mechanism.
=650  \0$aLandfills.
=650  \0$aLiner system.
=650  \0$aslope stability.
=650  \0$aStability analysis.
=650  \0$amodel testing.
=650  14$aModel testing.
=650  24$aSlope stability.
=650  24$aFailure mechanism.
=650  24$aLandfills.
=650  24$aLiner system.
=700  1\$aMitchell, JK.,$eauthor.
=700  1\$aSeed, RB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11316J.htm

=LDR  03592nab a2200577 i 4500
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=006  m|||||o|||||||||||
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=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140268$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140268$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aLin, Hang,$eauthor.
=245  10$aThree-Dimensional Effect of Tensile Strength in the Standard Brazilian Test Considering Contact Length /$cHang Lin, Wei Xiong, Qixiang Yan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe tensile strength formula for the standard Brazilian test is based on plane elastic theory, which ignores the three-dimensional geometrical factor, the material factor, and the change in length of the contact rim during the test, thereby suggesting that the tensile strength formula for this test is incomplete. Using a numerical method, we determined that geometrical factors, such as the ratio of thickness to radius, material factors, such as Poisson's ratio, and testing factors such as contact angle, influenced the effectiveness of this test. Moreover, we found that, on the basis of the Griffith criterion and the central crack initiation index Q defined in this paper, when the Poisson's ratio increased or the contact angle decreased, the central crack initiation index Q increased, consequently making it difficult to guarantee the effectiveness of this test. Meanwhile, when the ratio of thickness to radius increased, the central crack initiation index Q initially increased and then trended smoothly. Based on these findings, we suggested that the ratio of thickness to radius should be as small as possible within the range from 0.5 to 0.8. In addition, an effective range of the contact angle under different Poisson's ratios was suggested. With the consideration of all of the abovementioned factors, a modified tensile strength formula was established, and the results had good agreement with other studies.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeometrical factor.
=650  \0$aMaterial factor.
=650  \0$aModified formula.
=650  \0$aStandard Brazilian test.
=650  \0$aTensile strength.
=650  \0$aTesting factor.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aStandard Brazilian test.
=650  24$aGeometrical factor.
=650  24$aMaterial factor.
=650  24$aTesting factor.
=650  24$aTensile strength.
=650  24$aModified formula.
=700  1\$aXiong, Wei,$eauthor.
=700  1\$aYan, Qixiang,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140268.htm

=LDR  03191nab a2200517 i 4500
=001  GTJ20150071
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150071$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150071$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA409
=082  04$a620.1126$223
=100  1\$aPakzad, R.,$eauthor.
=245  12$aA Comprehensive Study on Crack Tip Parameters of Modified Ring Specimen for Mixed-Mode Fracture Toughness Tests on Brittle Materials /$cR. Pakzad, M. R. Ayatollahi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b44
=520  3\$aModified ring (MR) specimen was suggested for investigating the mixed-mode (I/II) fracture behavior of brittle materials by rotating the crack orientation with respect to the loading direction. Crack tip fracture parameters (KI, KII, and T stress) of MR were calculated for different geometric dimensions. To verify the numerical modeling procedure, two sets of comparisons were drawn between the results of prior studies on MR Mode I fracture behavior and those of this study, showing good agreement between the results. Through some graphs, the effects of geometric parameters on YI, YII, and T* (dimensionless crack tip parameters) and also on ?II (pure Mode II crack angle) were studied. In addition, the biaxiality ratio (B), as an influential factor in the generalized maximum tangential stress (GMTS) criterion, was calculated for the whole range of mode mixity in the MR specimens. Next, fracture behavior of the specimen was discussed by means of the GMTS criterion in terms of the results obtained for the biaxiality ratio (B). At the end, as an appendix, the entire results obtained for YI, YII, T*, and ?II were presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFinite element analyses.
=650  \0$aFracture parameters.
=650  \0$aMixed-mode loading.
=650  \0$aModified ring specimen.
=650  \0$aMaterials$xFatigue.
=650  \0$aFracture mechanics.
=650  14$aModified ring specimen.
=650  24$aMixed-mode loading.
=650  24$aFinite element analyses.
=650  24$aFracture parameters.
=700  1\$aAyatollahi, M. R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150071.htm

=LDR  03174nab a2200493 i 4500
=001  GTJ20140148
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140148$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140148$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aQin, Hongyu,$eauthor.
=245  10$aResponse of Piles Subjected to Progressive Soil Movement /$cHongyu Qin, Wei Dong Guo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (20 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b70
=520  3\$aModel tests were conducted to investigate the behavior of vertically loaded, free head piles undergoing lateral soil movement using an experimental apparatus developed in house. This paper presents ten new tests on an instrumented model pile in dry sand, which provide the profiles of bending moment, shear force and pile deflection along the pile, the development of maximum bending moment Mmax, maximum shear force Tmax, and pile deflection y0 at the ground surface with soil movement. The tests reveal the effects of axial load P (at pile head), the distance between the tested pile and source of free soil movement Sb, sliding depths, and angle of soil movement (via loading angle) on the pile response. For instance, the axial loading P leads to extra bending moment and deflection in the passive pile; the Mmax reduces with increase in Sb; and the Mmax is proportional to the "angle" of soil movement. The elastic solution by Guo and Qin [Guo, W. D., Qin, H. Y., 2010, "Thrust and Bending Moment of Rigid Piles Subjected to Moving Soil," Can. Geotech. J., Vol. 47, No. 2, pp. 180-196] was used to predict the development of Mmax and Tmax observed in the current tests, a boundary element analysis, and an in situ pile test, respectively. It provides satisfactory predictions for all cases against the measured data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$alaboratory tests.
=650  24$apiles.
=650  24$aaxial loading.
=650  24$alateral soil movement.
=650  24$asoil-pile interaction.
=700  1\$aGuo, Wei Dong,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140148.htm

=LDR  03628nab a2200505 i 4500
=001  GTJ20140283
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140283$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140283$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP808
=082  04$a738.1$223
=100  1\$aGorakhki, Mohammad R. H.,$eauthor.
=245  10$aEffects of Salinity on the Geotechnical Characterization of Fine-Grained Soils and Mine Tailings /$cMohammad R. H. Gorakhki, Christopher A. Bareither.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aThe objectives of this study were to evaluate the effects of soluble salts (i.e., salinity) on the geotechnical characterization of fine-grained soils and mine tailings and to identify applicable test methods to characterize high-saline soils. Three fine-grained soils were used in this study: soda ash mine tailings, kaolin clay, and bentonite clay. The soda ash (sodium carbonate) mine tailings contained high-saline pore fluid and, predominantly, sodium on the exchange complex, whereas kaolin and bentonite clay were used for comparison with the soda ash tailings. Soluble salts were removed from the tailings using dialysis to create specimens with different pore fluid salinity, whereas sodium chloride (NaCl) was added to kaolin and bentonite. The 1:5 electrical conductivity (EC1:5) of the as-collected soda ash tailings was 19.3 dS/m (deciSiemens per meter), and five additional specimens were prepared with EC1:5 ranging between 1.12 and 17.3 dS/m. The EC1:5 of kaolin specimens ranged from 0.14 to 27.4 dS/m and bentonite specimens ranged from 3.78 to 116 dS/m. The effects of pore fluid salinity were evaluated on Atterberg limits, specific gravity, and particle-size distribution via hydrometer tests. Liquid limit (LL), plastic limit, and clay content decreased for all three materials with increasing pore fluid salinity. Temporal evaluations of soil plasticity suggest that hydration times of at least 2 days are required to solubilize salts and capture salinity effects on LL. Additionally, experimental methods were developed for correcting errors in hydrometer and specific gravity tests that may originate from the presence of soluble salts.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotechnical characteristics.
=650  \0$aMine tailings.
=650  \0$aSoil salinity.
=650  \0$aclay.
=650  \0$aPottery.
=650  14$aClay.
=650  24$aGeotechnical characteristics.
=650  24$aMine tailings.
=650  24$aSoil salinity.
=700  1\$aBareither, Christopher A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140283.htm

=LDR  03549nab a2200565 i 4500
=001  GTJ20150042
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150042$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150042$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHD9506
=082  04$a671.42/05$223
=100  1\$aZhu, Shuyun,$eauthor.
=245  10$aCharacteristics of Deformation and Failure of Deep Coal Seam Floor Affected by Fully Mechanized Mining /$cShuyun Zhu, Ruixin Liu, Shengjun Zhang, Dongxiang Hu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aThis paper dealt with the deformation and failure characteristics of a mining-affected deep coal seam floor by selecting the fully mechanized coal-mining face of the coal mine in the east of Jining City, Shandong Province, China. We numerically simulated and experimentally tested the variation laws of the strain increment with the mining face advancing and the distribution characteristics of the floor's plastic zone at different depths. The results showed that (1) the failure depth of the mining-troubled floor was between 18 and 20 m and the degree of floor failure would further aggravate with face advancing and floor unloading, and (2) the impact of mining pressure on the coal seam floor showed obvious leading and lagging characteristics, and thus its impact region in the coal seam floor could be divided into the elastic and violent disturbance regions. In addition, we numerically simulated and analyzed the mechanism of deformation and failure of the mining floor and showed that simulated results were consistent with the in situ measured results. This study not only provided important information on the roadway supporting of fully mechanized mining tunnels for the prevention of rock bursts, but also provided an important reference value for coal mines with similar geological conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformation and failure of deep floor.
=650  \0$aFully mechanized mining.
=650  \0$aIn situ testing.
=650  \0$aMining pressure behavior.
=650  \0$aNumerical simulation.
=650  \0$aMining engineering.
=650  \0$aMineral industries.
=650  14$aDeformation and failure of deep floor.
=650  24$aFully mechanized mining.
=650  24$aIn situ testing.
=650  24$aNumerical simulation.
=650  24$aMining pressure behavior.
=700  1\$aLiu, Ruixin,$eauthor.
=700  1\$aZhang, Shengjun,$eauthor.
=700  1\$aHu, Dongxiang,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150042.htm

=LDR  03314nab a2200517 i 4500
=001  GTJ20150038
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150038$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150038$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRC337
=082  04$a616.8/0427$223
=100  1\$aCrowley, Raphael W.,$eauthor.
=245  14$aThe Large-Scale Soil Box :$bA New Device for Testing the Performance of Buried Pipe /$cRaphael W. Crowley, David Bloomquist, Victor Konn, Zachary Faraone, Kenneth A. Pasken.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aA new apparatus that measures pipe deflection as a function of simulated overburden stress is described-the large-scale soil box (LSSB). While the LSSB is similar to previous quasi-full scale instruments, it is capable of load testing two pipes simultaneously while monitoring deflection along their crowns. A series of tests were conducted on 24 and 36-in., 10-ft-long pipe sections. Pipe material varied throughout testing; materials included polyvinylchloride (PVC), high-density polyethylene (HDPE), steel, and aluminum. During load application, lasers allowed for deflection curves to be developed for each of the pipes as a function of simulated overburden produced via constrained lift bags. Analysis of the results appeared to indicate that loading in the LSSB is not necessarily uniform. This is likely due to non-uniform soil densities that were present prior to testing even though strict procedures and quality control checks were used prior to each test. Therefore, it would be difficult to use data from a device like this as a comparison against finite element models. However, results from these tests still may be used to assess the relative levels of effect of different pipe types and installation procedures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBuried pipes.
=650  \0$aSoil-structure interaction.
=650  \0$alaboratory testing.
=650  \0$aNeurosciences Research.
=650  14$aBuried pipes.
=650  24$aSoil-structure interaction.
=650  24$aLaboratory testing.
=700  1\$aBloomquist, David,$eauthor.
=700  1\$aKonn, Victor,$eauthor.
=700  1\$aFaraone, Zachary,$eauthor.
=700  1\$aPasken, Kenneth A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150038.htm

=LDR  04342nab a2200505 i 4500
=001  GTJ20140223
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140223$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140223$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aKwak, C. W.,$eauthor.
=245  10$aDevelopment of Modified Interface Apparatus and Prototype Cyclic Simple Shear Test Considering Chemical and Thermal Effects /$cC. W. Kwak, I. J. Park, J. B. Park.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b55
=520  3\$aGeosynthetics are widely used at waste landfill sites due to their mechanical and physical advantages. Geosynthetics inevitably involve interface problems corresponding to the parametric conditions, which affect the shear behavior of the geosynthetic-soil interface. In this research, chemical and thermal effects were considered in an investigation of the cyclic shear behavior of the geosynthetic-soil interface. The modified multipurpose interface apparatus (M-PIA), which was able to consider thermal condition, was introduced, and major modifications and improvements of the structure and units were described. Displacement capacity to reach peak strength subjected to the specimen size was verified by the static tests. Prototype cyclic simple shear tests were performed, and the disturbed state concept (DSC) was utilized to estimate quantitatively the cyclic shear stress degradation of the interface. The pH values of the solutions represented the chemical condition of the leachate because the pH value changed dramatically due to complicated biochemical reactions in the leachate (Bilgili et al. 2007, "Metal Concentrations of Simulated Aerobic and Anaerobic Pilot Scale Landfill Reactors," J. Hazard. Mater., Vol. 145, Nos. 1-2, pp. 186-194), and pH was considered to be the most significant parameter affecting leachate concentration (Rafizul and Alamgir 2012, "Characterization and Tropical Seasonal Variation of Leachate: Results From Landfill Lysimeter Studied," Waste Manage., Vol. 32, No. 11, pp. 2080-2095). Specimen temperatures of 20 and 60° C were applied and maintained during the tests to approximate the thermal conditions inside of the waste landfill. As a result, shear stress degradation with an increasing number of cycles was observed, and the greatest interface disturbance appeared under the acidic condition. The rapid increase in the disturbance was observed at a high temperature in acid and basic conditions; however, the disturbance function curves under the neutral condition were nearly identical despite the different temperatures. Therefore, it was deduced that an elevated temperature can degrade the shear resistance of the geosynthetic-soil interface under severe acid and basic conditions. An elevated temperature under a neutral condition did not affect the shape of the disturbance function curves.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$xTesting$xMethodology.
=650  \0$aSoils.
=650  14$ageosynthetic-soil interface.
=650  24$achemical and thermal effects.
=650  24$aM-PIA.
=650  24$aDSC.
=650  24$adisturbance function.
=650  24$aelevated temperature.
=700  1\$aPark, I. J.,$eauthor.
=700  1\$aPark, J. B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140223.htm

=LDR  03263nab a2200517 i 4500
=001  GTJ20140204
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140204$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140204$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA405
=082  04$a620.1/12$223
=100  1\$aDyvik, Rune,$eauthor.
=245  10$aEffect of Low Temperature on Latex Triaxial Membranes /$cRune Dyvik.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aTriaxial tests on soils typically have a latex membrane that confines the test specimen. Because temperature can affect geotechnical test results, laboratory testing is occasionally performed at in situ temperatures, which are typically lower than room temperature. Some long-duration low-temperature triaxial tests have yielded unusual stress path results that do not indicate failure as expected. This study shows that fresh- or salt-water-soaked latex triaxial membranes (as is the condition for a triaxial test) experience a 20-fold increase in stiffness over time at temperatures from just above the freezing point of water to at least 7.5° C. This stiffening comes from partial crystallization of the latex at low temperature. Stiffened membranes do not behave elastically, but exhibit a brittle type of behavior that can adversely affect test results. Variations of latex membrane stiffness with temperature and test duration are presented. These can be used to determine appropriate membrane stiffness corrections for processing triaxial test results. Triaxial tests for which temperature and duration would more than double the latex membrane stiffness are not recommended. Within the range of doubling membrane stiffness at low temperatures, membrane dimensional changes are not significant and may be neglected in the membrane correction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMembrane.
=650  \0$aStiffness.
=650  \0$aStrength and compressibility of soils.
=650  \0$aTemperature.
=650  \0$aTriaxial test.
=650  \0$aStrength of materials.
=650  14$aTriaxial test.
=650  24$aMembrane.
=650  24$aTemperature.
=650  24$aStiffness.
=650  24$aStrength and compressibility of soils.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140204.htm

=LDR  03603nab a2200493 i 4500
=001  GTJ20150093
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150093$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150093$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQP363.3
=082  04$a573.8$223
=100  1\$aHaigh, Stuart,$eauthor.
=245  10$aConsistency of the Casagrande Liquid Limit Test /$cStuart Haigh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aThe liquid limit test is one of the most widely used tests in soil mechanics, with the value obtained being correlated against a variety of soil properties such as soil strength. The percussion test for liquid limit originally described by Casagrande [Casagrande, A., 1932, "Research on the Atterberg Limits of Soils," Public Roads, Vol. 13, pp. 121-136] is the standard test for liquid limit in much of the world. The apparatus to be used is described in many design codes including ASTM D4318-10e1 [Standard Test Methods for Liquid Limit, Plastic Limit and Plasticity Index of Soils, Annual Book of ASTM Standards, ASTM International, West Conshohocken, PA]. While it is well known that two classes of these devices exist, those with hard and soft bases, the true picture is more complex; international design codes contain a great variety of specifications for the devices, some much more prescriptive than others. This paper uses the analysis described by Haigh (2012) to investigate the effects of base hardness and resilience on specific strength at liquid limit. A survey of devices in use worldwide was also carried out, indicating that both the variability in national design standards and potential degradation of bases over time leads to a large variability in the specific strength observed at liquid limit when different devices are used. The paper demonstrates that both base hardness and resilience must be regularly monitored in order to achieve consistency of liquid limit test results and that international standards should be more closely aligned if measured values are to be used within regressions based on liquid limit tests carried out with apparatus based on a different standard.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity characteristics of soils.
=650  \0$aPlasticity.
=650  \0$aTexture plasticity.
=650  \0$aNeuronal Plasticity.
=650  \0$aNeuroplasticity.
=650  14$aPlasticity.
=650  24$aIdentification and classification of soils.
=650  24$aTexture plasticity.
=650  24$aDensity characteristics of soils.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150093.htm

=LDR  03377nab a2200601 i 4500
=001  GTJ20150031
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150031$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150031$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aMashiri, M. S.,$eauthor.
=245  10$aLiquefaction Potential and Dynamic Properties of Sand-Tyre Chip (STCh) Mixtures /$cM. S. Mashiri, J. S. Vinod, M. Neaz Sheikh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aThis paper presented the results of the investigations on the liquefaction potential and the dynamic properties of sand-tyre chip (STCh) mixtures. A series of strain controlled consolidated undrained cyclic triaxial tests were carried out on specimens of sand mixed with varying proportions of tyre chips (TCh). The specimens of STCh mixture were prepared at a constant initial relative density and tested at an effective confining pressure of 69 kPa. The results show that TCh significantly reduces the liquefaction potential of sand with the addition of gravimetric proportion of TCh between 20 and 40 % to sand. The maximum shear modulus (Gmax) of the STCh mixture was determined by bender element tests for different gravimetric proportions of TCh and effective confining pressures. The initial shear modulus has been found to be influenced by the proportion of TCh and confining pressure. The shear modulus degradation and damping ratio curves were developed for dynamic analysis of sand-scrap tyre mixtures. The increase of scrap tyre in sand-scrap tyre mixtures reduced the shear modulus degradation and increased the damping ratio.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDamping ratio.
=650  \0$aLiquefaction potential.
=650  \0$aSand-tyre chips mixture.
=650  \0$aShear modulus.
=650  \0$aTriaxial testing.
=650  \0$aTyre.
=650  \0$aPiling (Civil engineering)
=650  \0$aSoil-structure interaction.
=650  \0$aSoilliquefaction.
=650  \0$aEarthquake engineering.
=650  14$aTyre.
=650  24$aSand-tyre chips mixture.
=650  24$aTriaxial testing.
=650  24$aLiquefaction potential.
=650  24$aShear modulus.
=650  24$aDamping ratio.
=700  1\$aVinod, J. S.,$eauthor.
=700  1\$aSheikh, M. Neaz,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150031.htm

=LDR  03523nab a2200541 i 4500
=001  GTJ20150028
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150028$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150028$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA770
=082  04$a624.164$223
=100  1\$aZhang, Ga.,$eauthor.
=245  10$aIn-Flight Simulation of the Excavation of Foundation Pit in Centrifuge Model Tests /$cGa. Zhang, Guanchen Yan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aIt is of great importance to simulate the excavation of foundation pits in centrifuge model tests. A new device was designed with new principles based on the understanding of the stress field in the soil base before and after excavation. A loading system was used to replace the excavated soil so that the appropriate self-weight stress state could be achieved with an increase of centrifugal acceleration before excavation. The compensation unit and the confining structure were simultaneously removed using the loading unit to simulate the excavation with accuracy. The device was made using a series of new structures for a high degree of automation and good accuracy in simulating the excavation of foundation pits. This device can be used to test a wide range of pit foundations and supporting structures. All of the components of the device were carefully designed to minimize their size and mass with a good control on the deformation of themselves. The device was confirmed to be effective in simulating the excavation of foundation pits at the 50-g level by a series of centrifuge model tests. The true paths of the stress and deformation of the foundation pit could be reasonably simulated in the centrifuge model tests, which cannot be captured by the traditional method in which the excavation was conducted previously at the 1-g level. The traditional method underestimates the earth pressures and the deformation of the soil due to the excavation of the foundation pit according to the comparison tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge model test.
=650  \0$aDevice.
=650  \0$aExcavation.
=650  \0$aFoundation pit.
=650  \0$aearth pressure.
=650  \0$aThermal stresses.
=650  \0$aSoil-structure interaction.
=650  14$aFoundation pit.
=650  24$aExcavation.
=650  24$aEarth pressure.
=650  24$aDevice.
=650  24$aCentrifuge model test.
=700  1\$aYan, Guanchen,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150028.htm

=LDR  02788nab a2200505 i 4500
=001  GTJ20150153
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150153$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150153$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA593
=082  04$a526.982$223
=100  1\$aMehdizadeh, Amirhassan,$eauthor.
=245  10$aDiscussion of "Development of an Internal Camera-Based Volume Determination System for Triaxial Testing" by S. E. Salazar, A. Barnes and R. A. Coffman. The Technical Note Was Published in Geotechnical Testing Journal, Vol. 38, No. 4, 2015. [DOI :$b10.1520/GTJ20140249] /$cAmirhassan Mehdizadeh, Mahdi M. Disfani, Robert Evans, Arul Arulrajah, D. E. L. Ong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aSalazar et al. (2015) presented a new method to measure the volume and volumetric strains of soil specimen during the triaxial test. To eliminate the optical distortions due to refraction at the fluid-cell wall and cell wall-atmosphere interfaces, they installed a camera-based system inside the triaxial cell. The discussers wished to highlight some points about taking into account the refraction of light and other related issues in image processing for evaluating the volumetric strains and show that there is another simple way to overcome this problem.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aTriaxial testing.
=650  \0$aVolumetric strain measurement.
=650  \0$aPhotogrammetry.
=650  14$aVolumetric strain measurement.
=650  24$aPhotogrammetry.
=650  24$aTriaxial testing.
=700  1\$aDisfani, Mahdi M.,$eauthor.
=700  1\$aEvans, Robert,$eauthor.
=700  1\$aArulrajah, Arul,$eauthor.
=700  1\$aOng, D. E. L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150153.htm

=LDR  03170nab a2200565 i 4500
=001  GTJ20150002
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150002$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150002$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aPu, Hefu,$eauthor.
=245  10$aNumerical Investigation of Strain Rate Effect for CRS Consolidation of Normally Consolidated Soil /$cHefu Pu, Patrick J. Fox.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aConstant rate of strain (CRS) consolidation tests are commonly used to measure consolidation properties of fine-grained soils. A series of numerical simulations was conducted using the CCRS1 model to investigate the effect of applied strain rate on accuracy of data analysis methods given by ASTM D4186/D4186M-12e1. The simulations consider six normally consolidated soils, each with rate-independent constitutive relationships, constant coefficient of consolidation, and constant coefficient of compressibility or compression index. Results indicate that high values of applied strain rate can introduce significant error for calculated consolidation properties (compressibility, hydraulic conductivity, coefficient of consolidation) using both linear and nonlinear analysis methods. Results also indicate that the normalized strain rate ? governs CRS consolidation behavior and that CRS tests generally should be conducted with ? <= 0.1. Finally, correction factors are proposed for calculated values of coefficient of consolidation from CRS tests on normally consolidated soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aConsolidation.
=650  \0$aConstant rate of strain.
=650  \0$aLarge strain.
=650  \0$aNumerical modeling.
=650  \0$aStrain rate effect.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aConsolidation.
=650  24$aLarge strain.
=650  24$aConstant rate of strain.
=650  24$aStrain rate effect.
=650  24$aNumerical modeling.
=650  24$aClay.
=700  1\$aFox, Patrick J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150002.htm

=LDR  03332nab a2200565 i 4500
=001  GTJ20150011
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150011$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150011$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aHenry, Karen S.,$eauthor.
=245  14$aThe Influence on Soil Classification of Processing Soil With a Coffee Grinder /$cKaren S. Henry, Benjamin Fonte, Heidi Hunter, Kyle LaPrade.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe rapid soils analysis kit uses a coffee grinder to break apart aggregated soil particles in fine-grained soils. This leads to the question of potential particle cutting or breaking due to the grinder. Hence, we performed a laboratory investigation to determine if the use of a coffee grinder to break apart aggregated soil particles produces fines from cutting or breaking sand-size and smaller particles and whether the production of more fines sometimes changes the USCS classification by some combination of adding soil fines and altering the Atterberg limits. Processing Ottawa Sand for 90 s in a coffee grinder established that the coffee grinder breaks down sand particles into fines. A silty sand (SM) sand was tested in the same way and the fines content increased significantly. Several tests were performed on fine-grained soils, and no significant increase in fines due to processing in the coffee grinder was noted. The Atterberg limits of all soils tested changed little due to processing with the grinder. In particular, the plastic limit was not changed by more than 2 (% water content). Several recommendations were made for potential future investigations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aCoffee grinder.
=650  \0$aMortar and pestle.
=650  \0$aParticle size distribution.
=650  \0$aSoil classification.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  14$aSoil classification.
=650  24$aParticle size distribution.
=650  24$aAtterberg limits.
=650  24$aCoffee grinder.
=650  24$aMortar and pestle.
=700  1\$aFonte, Benjamin,$eauthor.
=700  1\$aHunter, Heidi,$eauthor.
=700  1\$aLaPrade, Kyle,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150011.htm

=LDR  03211nab a2200565 i 4500
=001  GTJ20140281
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140281$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140281$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRC963.48
=082  04$a155.9/042$223
=100  1\$aMandal, Tirupan,$eauthor.
=245  10$aProtocol for Testing Flexural Strength, Flexural Modulus, and Fatigue Failure of Cementitiously Stabilized Materials Using Third-Point Flexural Beam Tests /$cTirupan Mandal, James M. Tinjum, Ahmet Gokce, Tuncer B. Edil.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b51
=520  3\$aIn this study, a testing protocol was developed to measure the flexural strength, flexural modulus, and fatigue failure of cementitiously stabilized materials (CSMs) for both lightly and heavily stabilized soils. Four soils (sand, gravel, silt, and clay) and four binders (cement, lime, class C fly ash, and class F fly ash) were used in this study. Beam specimens (100 mm high by 100 mm wide by 400 mm long) were prepared and tested using third-point flexural beam tests. A fatigue distress model was developed, and the data from this study was validated using other existing stress-based fatigue models. Results indicated that the testing protocol could be used to determine the flexural strength, flexural modulus, and fatigue behavior of the cementitiously stabilized layers (CSL). A stress-based fatigue performance model was a good fit for the whole range of CSMs, which is needed to predict the fatigue performance of CSL in the field and to determine the fatigue life of the CSLs.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement-stabilized materials.
=650  \0$aFlexural modulus.
=650  \0$aFlexural strength.
=650  \0$aTesting protocol.
=650  \0$afatigue.
=650  \0$aJob stress.
=650  \0$apsychology.
=650  14$aTesting protocol.
=650  24$aFlexural strength.
=650  24$aFlexural modulus.
=650  24$aFatigue.
=650  24$aCement-stabilized materials.
=700  1\$aTinjum, James M.,$eauthor.
=700  1\$aGokce, Ahmet,$eauthor.
=700  1\$aEdil, Tuncer B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140281.htm

=LDR  03209nab a2200565 i 4500
=001  GTJ11135J
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11135J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11135J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aPelkey, SA.,$eauthor.
=245  10$aShear Displacement Dependent Strength of Municipal Solid Waste and Its Major Constituent /$cSA. Pelkey, AJ. Valsangkar, A. Landva.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aA limited amount of data exist on the shear strength properties of municipal solid waste. Similar to the soil strength parameters, the data on wastes are reported in terms of a cohesion intercept and an angle of internal friction. Most often the strength parameters reported are for the maximum values mobilized in laboratory testing. Recent state-of-the-art review papers on the topic have summarized the available strength data and noted that large shear displacements are required to mobilize peak shear strength parameters. In comparison, other components of a landfill system such as mineral and geosynthetic liners mobilize peak strengths at much smaller shear displacements. There are, therefore, shear displacement incompatibility issues that need to be resolved. In this paper the shear strength data from the direct shear tests performed on municipal solid waste samples and its major constituent (paper) are presented as a function of shear displacement. Results of a limited number of simple shear tests performed on municipal waste samples are also presented and compared with the data from direct shear testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear.
=650  \0$aMunicipal solid waste.
=650  \0$aPaper.
=650  \0$aSimple shear.
=650  \0$aStrength.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aMunicipal solid waste.
=650  24$aPaper.
=650  24$aStrength.
=650  24$aDirect shear.
=650  24$aSimple shear.
=700  1\$aValsangkar, AJ.,$eauthor.
=700  1\$aLandva, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11135J.htm

=LDR  02816nab a2200577 i 4500
=001  GTJ11134J
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11134J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11134J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aWong, J-C,$eauthor.
=245  10$aModified Triaxial Apparatus for Shearing-Infiltration Test /$cJ-C Wong, H. Rahardjo, DG. Toll, E-C Leong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aA triaxial apparatus was modified and developed for performing shearing-infiltration tests under saturated and unsaturated conditions. Miniature pore-water pressure transducers were installed at different heights of the soil specimen for pore-water pressure measurement. Two different types of miniature pressure transducers were used, and problems associated with the transducers are discussed. Ancillary works and equipment to install the miniature transducers onto the soil specimen are also discussed. The measurement of air entry value of the small disk in the transducer was found to be very difficult. The results show that the soil specimen failed during infiltration due to increase in pore-water pressure or decrease in matric suction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInfiltration.
=650  \0$aMatric suction.
=650  \0$aPore pressure.
=650  \0$aTriaxial.
=650  \0$aUnsaturated soils.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aInfiltration.
=650  24$aMatric suction.
=650  24$aUnsaturated soils.
=650  24$aPore pressure.
=650  24$aTriaxial.
=700  1\$aRahardjo, H.,$eauthor.
=700  1\$aToll, DG.,$eauthor.
=700  1\$aLeong, E-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11134J.htm

=LDR  02672nab a2200505 i 4500
=001  GTJ11140J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11140J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11140J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aBiscontin, G.,$eauthor.
=245  10$aInfluence of Peripheral Velocity on Vane Shear Strength of an Artificial Clay /$cG. Biscontin, JM. Pestana.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aShearing rate is among the most important factors affecting the undrained shear strength of clays. In particular, for seismic or storm-wave loading conditions, the shearing rate is much higher than that used in many common laboratory or field tests. The testing program described here evaluates the effect of peripheral velocity on the undrained strength inferred from the shear vane test. The study was conducted on a lightly cemented bentonite-kaolinite mixture manufactured in the laboratory, which possesses many characteristics similar to those of natural materials. Results show that the shear strength increases with increasing peripheral velocity, while the residual shear strength seems to be nearly independent of rotation rate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField vane test.
=650  \0$aRate effect.
=650  \0$aUndrained shear strength.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aField vane test.
=650  24$aRate effect.
=650  24$aUndrained shear strength.
=700  1\$aPestana, JM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11140J.htm

=LDR  03648nab a2200517 i 4500
=001  GTJ11133J
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=005  20161219061000.0
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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11133J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11133J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.4
=082  04$a620.11274$223
=100  1\$aYesiller, N.,$eauthor.
=245  10$aDetermination of Thickness of Smooth Geomembranes /$cN. Yesiller, A. Cekic.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aTests were conducted to determine thickness of smooth, nonreinforced geomembranes using three methods: mechanical (according to ASTM and European standards), ultrasonic, and magnetic methods. The mechanical method is the standard procedure used for determining thickness of geomembranes. The ultrasonic and magnetic methods are not commonly used for geomembranes; however, they are used for testing other materials such as metals. Tests were conducted on 15 geomembranes representing five types of polymers (HDPE, LLDPE, PVC, PP, and EPDM). The results of the testing program indicated that the level of pressures applied affected the thickness measurements in mechanical tests. While the low pressures were not sufficient to flatten particularly the rigid geomembranes, the high pressures tended to compress the geomembranes excessively. Both high and low pressures prevented obtaining representative measurements. The measurements obtained using the ASTM method were more reliable than the measurements obtained with the European method, although it is believed that the most reliable measurements can be obtained by the nondestructive methods (ultrasonic and magnetic). These techniques are sensitive only to the thickness of the materials due to the inherent properties of the test procedures, and they work equally well for rigid and flexible geomembranes. Of the two nondestructive methods, ultrasonic testing is better due to several advantages: it allows for testing from the top surface of geoembranes in the laboratory or in the field, and it can be used on coupons of geomembranes as well as on whole sheets without the need for removing test samples. Both nondestructive methods can be improved for application to geomembranes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeomembrane.
=650  \0$aThickness.
=650  \0$aultrasonic testing.
=650  \0$anondestructive testing.
=650  \0$amagnetic testing.
=650  14$aGeomembrane.
=650  24$aThickness.
=650  24$aUltrasonic testing.
=650  24$aMagnetic testing.
=650  24$aNondestructive testing.
=700  1\$aCekic, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11133J.htm

=LDR  03153nab a2200589 i 4500
=001  GTJ11138J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11138J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11138J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE251
=082  04$a625.7/32$223
=100  1\$aBaidya, DK.,$eauthor.
=245  10$aInvestigation of Resonant Frequency and Amplitude of Vibrating Footing Resting on a Layered Soil System /$cDK. Baidya, GM. Krishna.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aInfluence of layering and presence of rigid boundary in the soil mass on natural frequency and resonant amplitude are studied experimentally by conducting model block vibration tests in vertical mode. Tests are conducted on different layered beds prepared in a tank using a model footing. A Lazan type mechanical oscillator is used for inducing vibration and two different materials (sand and sawdust) are used to form a layered system. In total, 180 tests are conducted in different layering combinations and different static and dynamic loading combinations, and several important observations are reported. Damping factors are found to be within 6.5% for the entire test series, which indicates that radiation damping is insignificant in the test system. It is also found that layering including layer position and thickness has significant effect on natural frequency. Observed natural frequencies are also compared with the predicted one based on static equivalent stiffness; encouraging agreement between observed and predicted values are found.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDamping.
=650  \0$aDynamic response.
=650  \0$aFootings.
=650  \0$aNatural frequency.
=650  \0$aStiffness.
=650  \0$aVibration.
=650  \0$asoil layers.
=650  \0$aPavement layers.
=650  \0$aSoil mechanics.
=650  14$aDamping.
=650  24$aDynamic response.
=650  24$aFootings.
=650  24$aNatural frequency.
=650  24$aSoil layers.
=650  24$aStiffness.
=650  24$aVibration.
=700  1\$aKrishna, GM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11138J.htm

=LDR  03098nab a2200529 i 4500
=001  GTJ11131J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11131J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11131J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA805
=082  04$a624.1/93$223
=100  1\$aSharma, JS.,$eauthor.
=245  12$aA New Technique for Simulation of Tunnel Excavation in a Centrifuge /$cJS. Sharma, MD. Bolton, RE. Boyle.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA new technique is presented for the simulation in a centrifuge of the excavation and lining of a model tunnel. It involves the use of a polystyrene foam core that is placed tightly inside the tunnel lining and that can be dissolved using an organic solvent. This technique is an improvement over other contemporary methods of modeling tunnel construction, such as reduction of air pressure supporting the tunnel lining or gradually draining zinc chloride solution (or some other heavy liquid) from within the lining. The stiffness of the filled tunnel can, approximately, be made to simulate the parent soil. The stiffness of the lining is correctly left in place when the foam core has been dissolved. Since there is no air or fluid pressure involved, there is also no need to seal the ends of the tunnel segment. Results from the first few trials of this technique in a 2 m diameter drum centrifuge are presented. These results demonstrate the usefulness of the technique in modeling progressive collapse of a tunnel and show ample promise of its use in the modeling of the construction of a tunnel using the NATM (New Austrian Tunneling Method).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aExcavation.
=650  \0$atunneling.
=650  \0$aphysical modeling.
=650  \0$aTunnels$xDesign and construction.
=650  14$aTunneling.
=650  24$aPhysical modeling.
=650  24$aCentrifuge.
=650  24$aExcavation.
=650  24$aNATM.
=700  1\$aBolton, MD.,$eauthor.
=700  1\$aBoyle, RE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11131J.htm

=LDR  03309nab a2200565 i 4500
=001  GTJ11137J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11137J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11137J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aLee, K.,$eauthor.
=245  10$aRetaining Wall Model Test with Waste Foundry Sand Mixture Backfill /$cK. Lee, J. Cho, R. Salgado, I. Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThis paper presents experimental data concerning the lateral earth pressures acting against a small-scale retaining wall, with a backfill consisting of waste foundry sand (WFS) mixtures. The instrumented retaining-wall facility at Dongeui College in Korea was used in the testing. Two different testing methods were employed in this study: the controlled-strain method and the natural-strain method. The lateral earth pressures on the wall depend on the backfilling sequence, the type and drainage characteristic of the WFS mixture, and the shear strength of the mixtures. The mixtures of Green WFS performed best, showing a decrease in the lateral earth pressures and an increase in cohesion with curing time. The measured thrust lateral earth pressure of WFS mixtures was less than that observed for common residual soils in Korea. The stability of the retaining wall with respect to overturning and sliding, calculated using the measured lateral earth pressures, increased substantially with curing time. Judging from the retaining wall model test, the backfilling of a 6-m high retaining wall can be completed in two days with two backfilling stages.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aControlled low-strength material (CLSM)
=650  \0$aFlowable backfill.
=650  \0$aFly-ash.
=650  \0$aLateral earth pressure.
=650  \0$aWaste foundry sand.
=650  \0$aFly ash$xIndustrial applications.
=650  \0$aFly ash$xEnvironmental aspects.
=650  14$aControlled low-strength material (CLSM)
=650  24$aFly-ash.
=650  24$aFlowable backfill.
=650  24$aLateral earth pressure.
=650  24$aWaste foundry sand.
=700  1\$aCho, J.,$eauthor.
=700  1\$aSalgado, R.,$eauthor.
=700  1\$aLee, I.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11137J.htm

=LDR  03061nab a2200589 i 4500
=001  GTJ11132J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11132J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11132J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE538.5
=082  04$a551.22$223
=100  1\$aRix, GJ.,$eauthor.
=245  10$aSimultaneous Measurement of Surface Wave Dispersion and Attenuation Curves /$cGJ. Rix, CG. Lai, S. Foti.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aIn existing surface wave test procedures, experimental dispersion and attenuation curves are determined separately (i.e., uncoupled) using different source-receiver configurations and different interpretation methods. A new procedure based on displacement transfer functions is proposed in which dispersion and attenuation data are derived simultaneously (i.e., coupled) from a single set of measurements using the same source-receiver array. The new approach is motivated by the recognition that in dissipative media, Rayleigh phase velocity and attenuation are not independent as a result of material dispersion. Therefore, a coupled analysis of dispersion and attenuation is a more robust, fundamentally correct approach. The new approach is also more consistent with coupled inversion techniques to obtain the shear wave velocity and shear damping ratio profiles. The proposed approach is illustrated using data measured at a site in Atlanta, Georgia.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAttenuation.
=650  \0$aDispersion.
=650  \0$aMaterial damping ratio.
=650  \0$aRayleigh wave.
=650  \0$aSurface wave.
=650  \0$ashear waves.
=650  \0$ashear wave velocity.
=650  \0$areclaimed soils.
=650  14$aDispersion.
=650  24$aAttenuation.
=650  24$aSurface wave.
=650  24$aRayleigh wave.
=650  24$aSASW.
=650  24$aShear wave velocity.
=650  24$aMaterial damping ratio.
=700  1\$aLai, CG.,$eauthor.
=700  1\$aFoti, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11132J.htm

=LDR  03183nab a2200637 i 4500
=001  GTJ11136J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11136J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11136J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN279
=082  04$a327.1/747$223
=100  1\$aCharlie, WA.,$eauthor.
=245  10$aExplosive Induced Pore Pressure in a Sandfill Dam /$cWA. Charlie, WA. Lewis, DO. Doehring.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThis paper reports on the potential performance of earthfill and tailings dams, and other saturated earthen structures, subjected to blast vibrations. Relationships between explosive-induced residual pore pressure increase and crest settlement versus peak particle velocity are presented. Eight explosive tests, conducted on a 2.25-m-high dam constructed of loose dilative sand, showed that significant increases in residual pore pressure (PPR > 0.1) occurred when peak particle velocity exceeded 0.015 m/s at shallow depths to 0.035 m/s at greater depths. Limited crest settlement occurred when the peak particle velocity exceeded 0.025 m/s. Results of this research, previous research, and the field behavior of full-scale earthfill and tailings dams indicate that peak particle velocity below 0.025 m/s and 0.10 m/s are reasonable thresholds to limit pore pressure buildup in full-size earthfill and tailings dams sensitive and not sensitive to vibrations, respectively.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDam safety.
=650  \0$aExplosives.
=650  \0$aLiquefaction.
=650  \0$aParticle velocity.
=650  \0$aPore pressure ratio.
=650  \0$aPore pressure.
=650  \0$aSoil dynamics.
=650  \0$ablasting.
=650  \0$aInduced seismicity.
=650  \0$aRock bursts.
=650  14$aBlasting.
=650  24$aDams.
=650  24$aDam safety.
=650  24$aExplosives.
=650  24$aLiquefaction.
=650  24$aParticle velocity.
=650  24$aPore pressure.
=650  24$aPore pressure ratio.
=650  24$aSoil dynamics.
=700  1\$aLewis, WA.,$eauthor.
=700  1\$aDoehring, DO.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11136J.htm

=LDR  02613nab a2200505 i 4500
=001  GTJ11139J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11139J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11139J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.P8
=082  04$a691.2$223
=100  1\$aWesley, LD.,$eauthor.
=245  10$aDetermination of Specific Gravity and Void Ratio of Pumice Materials /$cLD. Wesley.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThe vesicular nature and the soft grains of pumice deposits create difficulties in testing them and in interpreting the test results. This note examines the difficulty of measuring specific gravity and estimating void ratio. The difficulty arises from the presence in the particles of a network of internal voids or vesicles, some of which are interconnected and open to the external surface, while others are isolated inside the particle. The void ratio measured by conventional methods invariably includes some of the internal void space, and is therefore, not a true measure of void ratio in terms of the normal definition or understanding of the term. This paper examines different ways of measuring the specific gravity, and the influence of particle size on the results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSpecific gravity.
=650  \0$aVesicular.
=650  \0$aVoid ratio.
=650  \0$aPumice.
=650  \0$apumice sand.
=650  \0$aPumice Materials.
=650  14$aSpecific gravity.
=650  24$aVoid ratio.
=650  24$aPumice sand.
=650  24$aVesicular.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11139J.htm

=LDR  02686nab a2200601 i 4500
=001  GTJ11141J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11141J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11141J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aHanna, AM.,$eauthor.
=245  10$aEffect of Compaction Duration on the Induced Stress Levels in a Laboratory Prepared Sand Bed /$cAM. Hanna, N. Soliman-Saad.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aIn foundation engineering, due to the complexity of the problems investigated, the need for laboratory testing of prototype models arises. The results of these tests are usually utilized to validate theories, or to develop empirical formulae for design purposes. The success in obtaining good predictions from these theories and empirical formulae lies heavily on the reliability of the experimental test results, and accordingly, on the test setup used and the procedure followed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDesign theories.
=650  \0$aField condition.
=650  \0$aFoundation engineering.
=650  \0$aIn situ stress level.
=650  \0$aModel testing.
=650  \0$aPlacing technique.
=650  \0$aSand.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aModel testing.
=650  24$aField condition.
=650  24$aSand.
=650  24$aPlacing technique.
=650  24$aIn situ stress level.
=650  24$aDesign theories.
=650  24$aFoundation engineering.
=700  1\$aSoliman-Saad, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 24, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2001$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11141J.htm

=LDR  02678nab a2200565 i 4500
=001  GTJ12542
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12542$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12542$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aMini Compaction Test Apparatus for Fine Grained Soils /$cA. Sridharan, PV. Sivapullaiah.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThe standard and modified Proctor compaction tests are devised to establish dry unit weight-water content relationships for a soil under controlled conditions, such as compactive effort, water content, etc. This paper presents a mini compaction apparatus primarily for use in fine grained soils, which requires only about 1/10th volume of soil needed for the standard and modified Proctor test. Additionally, the time and effort involved in carrying out the compaction test is much less. Also, the compacted soil sample, after trimming, can be used for strength tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aLaboratory tests.
=650  \0$aMaximum dry unit weight.
=650  \0$aModified Proctor test.
=650  \0$aOptimum water content.
=650  \0$aStandard Proctor test.
=650  \0$aSoil mechanics.
=650  \0$aPlastic analysis (Engineering)
=650  14$aCompaction.
=650  24$aLaboratory tests.
=650  24$aMaximum dry unit weight.
=650  24$aOptimum water content.
=650  24$aStandard Proctor test.
=650  24$aModified Proctor test.
=700  1\$aSivapullaiah, PV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12542.htm

=LDR  02838nab a2200589 i 4500
=001  GTJ11856
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11856$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11856$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aKim, J.,$eauthor.
=245  10$aDynamic Properties of Geosynthetic Interfaces /$cJ. Kim, M. Riemer, JD. Bray.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aAn experimental study of geosynthetics was carried out on a shaking table to investigate the relationship between dynamic friction resistances and shear displacement rate and to examine other frictional characteristics of geosynthetic interfaces. A cyclic, displacement rate-controlled experimental setup was developed. The subsequent multiple rate tests showed that interfaces that involve geotextiles have unique shearing characteristics that can be differentiated from the interfaces not involving geotextiles. It was found that shear strengths of geosynthetic interfaces tend to increase with increasing displacement rate for combinations of geosynthetics that involve geotextiles; whereas, shear strengths of interfaces not involving geotextiles do not.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeomembranes.
=650  \0$aGeosynthetics.
=650  \0$aGeotextiles.
=650  \0$aInterfaces.
=650  \0$aRate effects.
=650  \0$aShear strength.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aGeosynthetics.
=650  24$aGeotextiles.
=650  24$aGeomembranes.
=650  24$aInterfaces.
=650  24$aRate effects.
=650  24$aShear strength.
=700  1\$aRiemer, M.,$eauthor.
=700  1\$aBray, JD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11856.htm

=LDR  03226nab a2200589 i 4500
=001  GTJ12447
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12447$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12447$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4/32$223
=100  1\$aNeupane, D.,$eauthor.
=245  10$aSealed Double-Ring Infiltrometers for Estimating Very Low Hydraulic Conductivities /$cD. Neupane, JJ. Bowders, JE. Loehr, A. Bouazza, SJ. Trautwein.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aSealed, Double-Ring Infiltrometers (SDRIs) are one of the preferred devices to measure infiltration rates of soil liners in the field. Existing SDRIs are well suited for measuring infiltration rates on materials with hydraulic conductivities on the order of 1 × 10-9 m/s. A very low hydraulic conductivity material (<1 × 10-10 m/s), such as low-k asphalt concrete, requires some modifications to the existing SDRI designs. A Constant Head Board (CHB) was designed and employed to replace the commonly used flexible bag to accomplish measurement of very small flow increments. Flow increments as low as 0.05 mL can be effectively measured with this technique enabling field hydraulic conductivities as low as 1 × 10-11 m/s and possibly lower to be estimated in a matter of a day or two. The CHB is reliable, follows existing methods, and can account for the effects of temperature and barometric pressure changes on the flow rate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant head board.
=650  \0$aHydraulic conductivity.
=650  \0$aLow-k asphalt concrete barrier.
=650  \0$ainfiltration rate.
=650  \0$asealed double-ring infiltrometers.
=650  \0$aflexible bag.
=650  14$aSealed double-ring infiltrometers.
=650  24$aInfiltration rate.
=650  24$aHydraulic conductivity.
=650  24$aFlexible bag.
=650  24$aConstant head board.
=650  24$aLow-k asphalt concrete barrier.
=650  24$aAsphalt impregnated geotextile.
=700  1\$aBowders, JJ.,$eauthor.
=700  1\$aLoehr, JE.,$eauthor.
=700  1\$aBouazza, A.,$eauthor.
=700  1\$aTrautwein, SJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12447.htm

=LDR  03072nab a2200565 i 4500
=001  GTJ11697
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11697$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11697$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/33$223
=100  1\$aMayoral, JM.,$eauthor.
=245  10$aDetermination of Multidirectional p-y Curves for Soft Clays /$cJM. Mayoral, JM. Pestana, RB. Seed.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe evaluation of performance of soil-pile-structure systems under seismic loading is one of the most complex problems in earthquake engineering. In the most common methodology, force-displacement curves are used to describe the nonlinear response of discrete soil springs connecting the piles to the "free-field" soil column using the concept of beam on nonlinear Winkler foundation. Although there is a great interest and on-going research to characterize the multi-directional "free-field" soil response, there is a lack of information and experimental data to formulate p-y curves in multi-directional loading conditions. A new testing device was designed and constructed to obtain high quality data to calibrate numerical tools used to evaluate the seismic performance of structures supported on deep foundations in soft clay. A suite of different ground displacement path scenarios observed during recent earthquakes was simulated to assess the effect of displacement history on measured p-y response.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLateral loading.
=650  \0$aPiles.
=650  \0$aP-y springs.
=650  \0$aSoft clay behavior.
=650  \0$aSoil-structure interaction.
=650  \0$aEmbankments.
=650  \0$aSlope stability.
=650  \0$aGround settlement.
=650  14$aP-y springs.
=650  24$aLateral loading.
=650  24$aPiles.
=650  24$aSoil-structure interaction.
=650  24$aSoft clay behavior.
=700  1\$aPestana, JM.,$eauthor.
=700  1\$aSeed, RB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11697.htm

=LDR  02548nab a2200565 i 4500
=001  GTJ12656
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12656$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12656$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871
=082  04$a333.79/68$223
=100  1\$aLaudahn, A.,$eauthor.
=245  12$aA Simple Method for Air Volume Change Measurement in Triaxial Tests /$cA. Laudahn, K. Sosna, J. Boha?c.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThe paper presents a simple and inexpensive device to measure the volume change of the pore-air of dry soil specimens in the drained triaxial tests under atmospheric conditions. The principle of the method was described by Bishop and Henkel (Bishop and Henkel 1962). The modified apparatus makes use of low-cost photoelectric sensors and computer control. The applicability of the method is demonstrated by a comparison with test data from conventional triaxial tests on water saturated specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrained triaxial test.
=650  \0$aDry specimens.
=650  \0$aPore-air.
=650  \0$aSand.
=650  \0$aVolume change measurement.
=650  \0$aHeavy oil.
=650  \0$aOil sands.
=650  \0$aPetroleum engineering.
=650  14$aSand.
=650  24$aDry specimens.
=650  24$aDrained triaxial test.
=650  24$aVolume change measurement.
=650  24$aPore-air.
=700  1\$aSosna, K.,$eauthor.
=700  1\$aBoha?c, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12656.htm

=LDR  03064nab a2200565 i 4500
=001  GTJ12466
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12466$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12466$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aPusadkar, SS.,$eauthor.
=245  10$aCollapse Behavior of Compacted Coal Ash Fills /$cSS. Pusadkar, G. Ramasamy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aCoal ash is widely used in construction of embankments and fills. Compacted coal ash fills are likely to undergo collapse on inundation due to rise of water table or infiltration of rainwater. This paper brings out various factors influencing collapse potential of coal ash. Single oedometer and double oedometer collapse tests and plate load collapse tests were carried out on compacted fly ash (FA), bottom ash (BA), and mixture of fly ash and bottom ash in equal proportion (FA50 + BA50). The results reveal that fly ash is susceptible to collapse, while bottom ash and FA50 + BA50 show negligible collapse. However, a plate load collapse test conducted on compacted ash bed of FA50 + BA50 shows large settlement of plate on inundation. This suggests that the use of the results of single oedometer collapse tests can help estimate only that component of settlement of footing or test plate that is due to compression of the test bed on inundation, and not the total settlement that is due to both collapse compression and shear deformation of the loaded bed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBottom ash.
=650  \0$aCollapse.
=650  \0$aFills.
=650  \0$aFly ash.
=650  \0$aPlate load test.
=650  \0$aSettlement.
=650  \0$aFly ash$xIndustrial applications.
=650  \0$aFly ash$xEnvironmental aspects.
=650  14$aCollapse.
=650  24$aFly ash.
=650  24$aBottom ash.
=650  24$aFills.
=650  24$aPlate load test.
=650  24$aSettlement.
=700  1\$aRamasamy, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12466.htm

=LDR  03256nab a2200493 i 4500
=001  GTJ12514
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12514$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12514$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN844.7.C25
=082  04$a553.2/85/097123$223
=100  1\$aChapuis, RP.,$eauthor.
=245  10$aUsing the Velocity Graph Method to Interpret Rising-Head Permeability Tests after Dewatering the Screen /$cRP. Chapuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThis paper examines rising-head permeability tests performed on monitoring wells after the water level has been lowered down to the screened zone. Frequently, the usual semi-log graph appears as a set of two or three linear portions, making it difficult to assess the mean field hydraulic conductivity around the filter pack. Three tests, one in an unconfined aquifer and two in aquitards, are used to show that the usual semi-log graph can be curved either downwards or upwards. The velocity graph, which is linked to the conservation equation, clarifies what happens during and after dewatering the screened zone and the filter pack. In an unconfined aquifer, when the screened zone is close to the water table and dewatering is obtained by pumping, the curvature is due to the lowering of the water table before testing. Thus, the hydraulic conductivity must be calculated using a piezometric level lower than the pre-test value. In an aquitard, the curvature may be due either to an initial slow infilling of the dewatered filter pack (when it is too coarse to retain water by capillarity), or to an erroneous estimate of the piezometric level. The latter is due to the long time lag of the monitoring well and the natural drift of the piezometric level during the several testing days. In all cases, plotting the velocity graph clarifies what happens during the rising-head test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPermeability.
=650  \0$aPiezometric level.
=650  \0$amonitoring well.
=650  \0$aWell water.
=650  \0$arising head.
=650  14$aPermeability.
=650  24$aRising head.
=650  24$aMonitoring well.
=650  24$aPiezometric level.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12514.htm

=LDR  03067nab a2200517 i 4500
=001  GTJ12448
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12448$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12448$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA715
=082  04$a624.152$223
=100  1\$aMooney, MA.,$eauthor.
=245  10$aVibratory Plate Loading of Compacted and Instrumented Field Soil Beds /$cMA. Mooney, CO. Bouton.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aField scale studies of foundation and plate vibrations, particularly in the nonlinear domain, are vital to improving understanding and validating analytical and numerical efforts. This paper describes the development of an experimental program to investigate the dynamic signature of a rigid plate and of the soil during surface plate vibration of compacted soil beds. Nineteen testing sequences were performed on 1.2-m deep prepared soil test beds embedded with miniature triaxial accelerometers. Various vibratory loading frequencies (10-60 Hz) and amplitudes (up to 220 kPa contact stress) were applied via a 0.45-m-diameter plate to the prepared test beds. The paper describes the load testing frame, the preparation of free field partially-saturated sand test beds, and the placement of triaxial accelerometers within the soil. Plate and soil acceleration profiles are presented for the range of applied forcing frequency and amplitude levels involved. The nonlinear soil-compactor system response is analyzed and presented in both the time and frequency domains to present key features observed during testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFoundation vibration.
=650  \0$aNonlinear soil response.
=650  \0$asoil compaction.
=650  \0$asoil acceleration.
=650  \0$asoil test beds.
=650  14$aSoil test beds.
=650  24$aFoundation vibration.
=650  24$aSoil compaction.
=650  24$aSoil acceleration.
=650  24$aNonlinear soil response.
=700  1\$aBouton, CO.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12448.htm

=LDR  03356nab a2200517 i 4500
=001  GTJ12483
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12483$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12483$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1637
=082  04$a621.36/7$223
=100  1\$aYesiller, N.,$eauthor.
=245  10$aDetermination of Surface and Thickness Characteristics of Textured Geomembranes Using Image Analysis /$cN. Yesiller, A. Cekic.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aImage analysis was used to determine surface topography and thickness of textured geomembranes. Images of cross sections (specimen length × thickness) of geomembranes were obtained at 50× magnification using a digital optical microscope. Thickness was determined as the distance between the top and bottom surfaces along an entire cross section. For surface analysis, profiles of top and bottom surfaces were extracted from the cross section images. Amplitude, spatial, hybrid, and functional texture parameters were determined. Tests were conducted on eleven samples of HDPE and LLDPE geomembranes manufactured by co-extrusion and embossing at varying thicknesses. The geomembranes were classified into three texture categories: high, medium, and low. Anisotropy and directionality were observed for all samples to varying degrees between and within manufacturing directions, respectively. Statistical analysis of the results indicated that surface topography of geomembranes could be determined by analyzing one surface of five specimens with 50 mm length. Comparisons were made between image analysis and mechanical tests for core thickness and asperity height. Image analysis and mechanical measurements were significantly different. Recommendations were made for the redesign of the mechanical devices by sizing the components in relation to the size and spacing of geomembrane texture features.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSurface topography.
=650  \0$aTextured geomembrane.
=650  \0$aimage analysis.
=650  \0$asurface texture.
=650  \0$athickness.
=650  14$aTextured geomembrane.
=650  24$aImage analysis.
=650  24$aSurface texture.
=650  24$aSurface topography.
=650  24$aThickness.
=700  1\$aCekic, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12483.htm

=LDR  02972nab a2200601 i 4500
=001  GTJ11968
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11968$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11968$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aSilvestri, V.,$eauthor.
=245  10$aDevelopment of a New Hollow Cylinder Triaxial Apparatus for the Study of Expansion Tests in Clay /$cV. Silvestri, R. Diab, A. Ducharme.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThis paper presents the use of a new, automated, Hollow Cylinder Triaxial cell (HCTA) for the study of expansion tests in saturated clay. The hollow cylinder cell was developed by modifying a hydraulic triaxial cell, and was adapted to perform cylindrical cavity expansion tests in annular soil specimens, with measurement of excess pore water pressures generated at various radial distances. The apparatus allows one to perform drained and undrained expansion tests, under plane strain or constant axial stress, with the expansion process being either stress-controlled or strain-controlled. The equipment, testing procedures, and analysis of typical undrained expansion tests are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCylindrical cavity.
=650  \0$aHollow cylinder.
=650  \0$aPressuremeter.
=650  \0$aStress-strain curves.
=650  \0$aTotal and effective stress paths.
=650  \0$aUndrained cavity expansion.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aCylindrical cavity.
=650  24$aUndrained cavity expansion.
=650  24$aPressuremeter.
=650  24$aHollow cylinder.
=650  24$aSaturated clay.
=650  24$aStress-strain curves.
=650  24$aTotal and effective stress paths.
=700  1\$aDiab, R.,$eauthor.
=700  1\$aDucharme, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11968.htm

=LDR  03277nab a2200553 i 4500
=001  GTJ11318
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2005\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11318$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11318$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aZeng, X.,$eauthor.
=245  10$aMeasurement of Gmax and Estimation of K0 of Saturated Clay Using Bender Elements in an Oedometer /$cX. Zeng, B. Grolewski.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2005.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aRecent developments in bender element technique have made it possible to determine Gmax and estimate K0 of soils under complex loading conditions. By measuring the shear wave velocities in different shear planes, the cross anisotropy in Gmax of soil induced by axial-symmetric loading can also be determined. The shear wave velocities can also be used to estimate the horizontal earth pressure coefficient at rest K0. This paper reports on an experimental setup that uses bender elements installed in an oedometer to measure shear wave velocities in four shear planes of a saturated clay specimen under different consolidation pressures. The data is used to investigate the cross anisotropy of stiffness in clay due to a K0 stress condition. The measured Gmax is compared with the results from a commonly used empirical formula. The measured shear wave velocities on different shear planes are also used to calculate K0 of clay under different consolidation pressures and compared with results from empirical formulae. The applied stress condition includes loading, unloading, and reloading of up to 22 cycles, thus providing information to study the influence of repeated loading on Gmax and K0 of a saturated clay.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender element.
=650  \0$aCross-anisotropy.
=650  \0$aOedometer.
=650  \0$aShear modulus.
=650  \0$aShear wave velocity.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aBender element.
=650  24$aCross-anisotropy.
=650  24$aOedometer.
=650  24$aShear modulus.
=650  24$aShear wave velocity.
=700  1\$aGrolewski, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 28, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2005$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11318.htm

=LDR  02974nab a2200553 i 4500
=001  GTJ20120134
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120134$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120134$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4320151$223
=100  1\$aMavroulidou, Maria,$eauthor.
=245  10$aEfficient Laboratory Measurements of the Soil Water Retention Curve /$cMaria Mavroulidou, Zeljko Cabarkapa, Michael J. Gunn.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aThe knowledge of the soil water retention curve (SWRC) is of particular importance for unsaturated soils. However common techniques to determine SWRC may be much more time-consuming than other soil property testing techniques and may lack flexibility in controlling the stress state of the soil in the field, which is of most relevance for geotechnical engineering applications. The paper presents a transient testing technique for the continuous measurement of SWRC in a triaxial cell during which testing rates are adjusted based on numerical modeling results simulating the testing. This enables the optimization of the experimental process and hence a more efficient determination of the SWRC. The technique is then successfully applied to determine the SWRC of statically compacted silica flour specimens, tested under different confining stresses.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory measurement.
=650  \0$aNumerical modeling.
=650  \0$aUnsaturated soil.
=650  \0$aWater retention.
=650  \0$asoilwater content.
=650  \0$asoilpore system.
=650  \0$asoilhydraulic properties.
=650  \0$asoilwaterretention.
=650  14$aUnsaturated soil.
=650  24$aWater retention.
=650  24$aLaboratory measurement.
=650  24$aNumerical modeling.
=700  1\$aCabarkapa, Zeljko,$eauthor.
=700  1\$aGunn, Michael J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120134.htm

=LDR  04147nab a2200553 i 4500
=001  GTJ20120097
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120097$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120097$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4$223
=100  1\$aLu, Ning,$eauthor.
=245  12$aA Drying Cake Method for Measuring Suction-Stress Characteristic Curve, Soil-Water-Retention Curve, and Hydraulic Conductivity Function /$cNing Lu, Murat Kaya.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (19 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aA drying cake (DC) method is invented for measurement of the suction-stress characteristic curve (SSCC), the soil-water-retention curve (SWRC), and the hydraulic conductivity function (HCF) of soils under drying conditions. The DC method employs particle image velocimetry (PIV) technique to acquire digital still images of the radial displacement field of a disk-shaped soil specimen during drying, while the moisture content of the specimen is recorded using an electronic balance. A linear elasticity theory employing the suction-stress-based effective stress in both total and incremental forms is developed to calculate suction stress, suction, and hydraulic conductivity from the moisture-content-dependent displacement fields; thus permitting definition of the SSCC, SWRC, and HCF of a soil. Five different soils, representing a wide spectrum of soil variety from pure sand, to silt and organic silt, to non-swelling and swelling clays are used to illustrate and test the principle and theory, the validity, and applicability of the DC method. Established measurement techniques for the constitutive relationships of unsaturated soils, such as the Tempe cell, constant flow, transient water release and imbibition, and shear-strength relationships were used to validate the DC method. The results from the DC method were found to compare well with those techniques. Repeated DC tests confirm that the results from the test are unique. It is shown that the DC method is superior to other existing methods in: (1) providing simple and accurate data acquisition (involving taking sequential digital still images and monitoring specimen's moisture content by an electronic balance without use of suction or moisture probe), (2) facilitating fast testing time (in less than one week for the primary drying path of the SSCC, SWRC, and HCF), (3) permitting concurrent measurement of the SSCC, SWRC, and HCF by using one soil sample, and (4) its applicability to all types of soils under wide suction and moisture-content conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEffective stress.
=650  \0$aHydraulic conductivity.
=650  \0$aSoil drying.
=650  \0$aSoil-water retention.
=650  \0$aSuction stress.
=650  \0$aSoil permeability.
=650  \0$aSoil shrinkage.
=650  14$aSoil-water retention.
=650  24$aHydraulic conductivity.
=650  24$aSuction stress.
=650  24$aEffective stress.
=650  24$aSoil shrinkage.
=650  24$aSoil drying.
=700  1\$aKaya, Murat,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120097.htm

=LDR  02848nab a2200469 i 4500
=001  GTJ20120004
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120004$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120004$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH212.N43
=082  04$a621.36$223
=100  1\$aUday, K. V.,$eauthor.
=245  10$aApplication of Laser Microscopy for Studying Crack Characteristics of Fine-Grained Soils /$cK. V. Uday, D. N. Singh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b51
=520  3\$aMost of the studies dealing with cracking characteristics of the fine-grained soils focus on establishing the influence of various factors affecting cracking, after effects of cracking, and cracking patterns. Mathematical models have also been developed based on the experimental results, from these studies, to estimate time of initiation of the crack, water content at this instant, and the depth up to which these cracks propagate. However, validation of these parameters based on the real life measurements has not yet been demonstrated. In this situation, resorting to laser microscopy to capture cracking characteristics, particularly the depth of crack propagation of fine-grained soils, appears to be quite useful. This technical note deals with details of the application of a laser microscope which has been employed to study cracking characteristics of the fine-grained soils. This study has been found to be quite useful in correlating dimensions of the crack with each other and its volume.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aNanotechnology.
=650  \0$aNear-field microscopy.
=650  14$afine-grained soils.
=650  24$adesiccation cracks.
=650  24$acracking characteristics.
=650  24$alaser microscopy.
=700  1\$aSingh, D. N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120004.htm

=LDR  03970nab a2200565 i 4500
=001  GTJ20120038
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120038$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120038$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTK2931
=082  04$a621.31/2429$223
=100  1\$aLovisa, Julie,$eauthor.
=245  13$aAn In-Depth Comparison of cv Values Determined Using Common Curve-Fitting Techniques /$cJulie Lovisa, Nagaratnam Sivakugan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThe coefficient of consolidation (cv) is traditionally determined by fitting observed settlement-time data to the theoretical average degree of consolidation versus time factor relationship developed by Terzaghi. Although it is widely accepted that different curve-fitting methods can produce different values of cv, very few comparisons have been conducted to assess the validity of these methods. In this study, the settlement-time data gathered from conventional oedometer tests conducted on three different clays were analysed using three common curve-fitting techniques: the Casagrande log-time method, Taylor's root-time method, and the Cour inflection point method. A new method proposed by the authors for calculating cv, which abandons the traditional curve-fitting approach in favour of a computational-based approach, was also used to compare these results. To assess the validity of each cv value, the experimental results were compared with the theoretical average degree of consolidation curve and quantified using the root-mean-square (rms) error. The efficacy of the designated curve-fitting method was found to significantly depend upon the "shape" of the settlement-time curve generated during testing. For example, in this study, clay containing a significant fraction of fine sand often resulted in settlement-time curves that exhibited no clear inflection point, which made analysis using the Cour method very difficult. In general, the Taylor method predicted larger values of cv than the Casagrande method, and correspondingly smaller rms errors. The variance method proposed by the authors resulted in values of cv that more closely matched those generated using the Casagrande method. However, smaller rms errors were achieved using the variance method, which suggests that this technique may produce a more realistic estimate of cv than the Casagrande method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aConsolidation.
=650  \0$aDrainage.
=650  \0$aPore pressures.
=650  \0$aSettlement.
=650  \0$aTheoretical analysis.
=650  \0$aFuel cells.
=650  \0$aSolid oxide fuel cells.
=650  14$aClays.
=650  24$aConsolidation.
=650  24$aDrainage.
=650  24$aPore pressures.
=650  24$aSettlement.
=650  24$aTheoretical analysis.
=700  1\$aSivakugan, Nagaratnam,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120038.htm

=LDR  03404nab a2200661 i 4500
=001  GTJ20120032
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120032$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120032$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE538.5
=082  04$a551.22$223
=100  1\$aIndraratna, Buddhima,$eauthor.
=245  10$aLaboratory Evaluation of Coefficient of Radial Consolidation Based on Pore-Water-Pressure Dissipation and Settlement /$cBuddhima Indraratna, Kourosh Kianfar, Cholachat Rujikiatkamjorn.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aModified and standard Rowe consolidation cells were employed to investigate the behaviour of soft clays during vacuum assisted radial consolidation. Degree of consolidation (DOC) and the back calculated value of coefficient of radial consolidation (ch) based on measured settlement and excess pore-water-pressure (uw) dissipation curves were compared. The DOC and (ch) based on pore water pressures are shown to be less than those based on settlements. The vacuum pressure-total surcharge ratio (VSR) is found to be an important parameter controlling the rate of the consolidation. Moreover, the coefficient of radial consolidation (ch) based on conventional oedometer testing could not accurately predict the consolidation behaviour of soft soils under varying VSR. Finally, a semi-empirical model incorporating the relationship between VSR and a modified coefficient of radial consolidation is introduced.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficient of radial consolidation.
=650  \0$aConsolidation.
=650  \0$aDegree of consolidation.
=650  \0$aPore water pressure.
=650  \0$aRadial consolidation.
=650  \0$aSettlement.
=650  \0$aVacuum.
=650  \0$aVertical drains.
=650  \0$aElastic waves.
=650  \0$aSeismic waves.
=650  \0$aStrains and stresses.
=650  \0$aStructural dynamics.
=650  \0$aPore pressure.
=650  14$aCoefficient of radial consolidation.
=650  24$aConsolidation.
=650  24$aDegree of consolidation.
=650  24$aPore water pressure.
=650  24$aRadial consolidation.
=650  24$aSettlement.
=650  24$aVacuum.
=650  24$aVertical drains.
=700  1\$aKianfar, Kourosh,$eauthor.
=700  1\$aRujikiatkamjorn, Cholachat,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120032.htm

=LDR  03019nab a2200565 i 4500
=001  GTJ20120030
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120030$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120030$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aWang, DongXing,$eauthor.
=245  10$aShear Strength Behavior of Cement/Lime-Solidified Dunkirk Sediments by Fall Cone Tests and Vane Shear Tests /$cDongXing Wang, Rachid Zentar, Nor Edine Abriak, WeiYa Xu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aAn attempt has been made to use the fall cone tests and the laboratory vane shear tests for measuring the undrained shear strength of cement/lime-solidified sediments from Dunkirk Port in France. The results of the fall cone tests and the laboratory vane tests performed on Dunkirk sediments are discussed. First, the relationship between the vane shear strength and the water content is explored. Second, the relationship between the depth of cone penetration and the water content is studied. Third, the relationship between the shear strength by the fall cone test and the depth of cone penetration is evaluated. Fourth, the relationship between the shear strength by the fall cone test and the water content is investigated. Finally, the comparison of undrained shear strength performed by the fall cone test and the vane shear test is performed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement/lime.
=650  \0$aFall cone test.
=650  \0$aSediments.
=650  \0$aUndrained shear strength.
=650  \0$aVane shear test.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSediments.
=650  24$aCement/lime.
=650  24$aUndrained shear strength.
=650  24$aFall cone test.
=650  24$aVane shear test.
=700  1\$aZentar, Rachid,$eauthor.
=700  1\$aAbriak, Nor Edine,$eauthor.
=700  1\$aXu, WeiYa,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120030.htm

=LDR  04051nab a2200481 i 4500
=001  GTJ20120067
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120067$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120067$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.585
=082  04$a004.67/8$223
=100  1\$aRainieri, Carlo,$eauthor.
=245  10$aAn Integrated Seismic Monitoring System for a Full-Scale Embedded Retaining Wall /$cCarlo Rainieri, Giovanni Fabbrocino, Filippo Santucci de Magistris.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b93
=520  3\$aOver the last 50 years, data from laboratory tests and post-earthquake reconnaissance have been used to gain knowledge about the dynamic and seismic behavior of geotechnical structures and to improve analysis and design procedures. The scarcity of reconnaissance data has pointed out the need for full-scale and near full-scale tests for research purposes in earthquake engineering. Structural health monitoring (SHM) systems have been applied to different kinds of structures, but although static control of displacements and pressures is quite common, dynamic monitoring is fairly limited in geotechnical engineering. In the present paper, an integrated structural and geotechnical monitoring program aimed at filling this knowledge gap is described with reference to a real flexible retaining wall. The objective of the research is to establish a combination of sensors, numerical analyses, and data processing procedures to turn the monitored retaining wall into a smart geotechnical structure. Attention is herein focused on two aspects related to the implementation of the monitoring system and the dynamic identification of the soil-structure system. Specifically, the paper describes an example of seismic monitoring system for full-scale flexible retaining walls based on sensors embedded in the reinforced concrete piles. Installation details are given together with a description of the monitoring system architecture in its current stage of implementation. Issues and requirements for the measurement chain are discussed, taking into account possible installation drawbacks (i.e., shocks) and the opportunity to monitor the response under operational conditions. Furthermore, a novel and successful application of operational modal analysis (OMA) to such a complex geotechnical system is reported. It allows for the identification of the fundamental modes of the soil-wall system in operation (but before the erection of a building on the excavated side). Implementation of the monitoring system prototype is still in progress, but some interesting results have already been outlined.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEmbedded computer systems.
=650  14$aseismic monitoring.
=650  24$aretaining wall.
=650  24$aoperational modal analysis.
=650  24$aembedded sensors.
=650  24$adynamic response.
=700  1\$aFabbrocino, Giovanni,$eauthor.
=700  1\$aSantucci de Magistris, Filippo,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120067.htm

=LDR  02835nab a2200505 i 4500
=001  GTJ20120119
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120119$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120119$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN281
=082  04$a622/.24$223
=100  1\$aNavarro, Vicente,$eauthor.
=245  10$aUnderwater Monitoring of the Cracks Found in Santos Morcillo Lake, Central Spain /$cVicente Navarro, Marina Moya, Laura Asensio, Juan Alonso.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aThis technical note describes the installation and performance of eight vibrating wire crackmeters placed on the bed of Santos Morcillo Lake, Ruidera Lakes Natural Park, Central Spain. Waterproof crackmeters were used, and special attention was taken to anchor them to the bed of the lake. Data loggers were installed on upright posts above the lake water level, and continuous crack opening data were obtained. The data consistency is shown by the low deviation of the readings with respect to its trend, which, in turn, is well correlated with the overall hydrogeologic behavior of the system. The data indicates the correct performance of the measuring system. Therefore, at least for periods of up to 1 year (time window of the study presented here), waterproof crackmeters may be used with confidence in underwater conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCrackmeter.
=650  \0$aLong-term crack opening data.
=650  \0$aUnderwater installation.
=650  \0$aExcavation$vMethodology.
=650  14$aCrackmeter.
=650  24$aUnderwater installation.
=650  24$aLong-term crack opening data.
=700  1\$aMoya, Marina,$eauthor.
=700  1\$aAsensio, Laura,$eauthor.
=700  1\$aAlonso, Juan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120119.htm

=LDR  03960nab a2200601 i 4500
=001  GTJ20120117
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120117$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120117$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aUG153
=082  04$a358.20202$223
=100  1\$aAzad, Mahsa,$eauthor.
=245  10$aElectromagnetic Stimulation of Two-Phase Transport in Water for Geoenvironmental Applications /$cMahsa Azad, Harlan D. O. Sangrey, Arvin Farid, Jim Browning, Elisa Barney Smith.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aAir sparging is a popular remediation technology for contaminated soils. However, the application is not efficient due to the limitations of airflow that result from the formation of random preferential air channels. Controlling the formation of these air channels and enhancing diffusion surrounding them can considerably improve the effectiveness of air sparging. This work is a study on how electromagnetic (EM) waves-without a measureable increase in temperature-enhance the transport of a nonreactive dye in water as a visible analogy of air sparging (i.e., airflow within groundwater). This paper explains the details of the experimental setup and procedures required to conduct the EM-stimulation experiment as well as electric-field mapping and digital imaging of dye transport for the purpose of digital visual analysis. Several antenna designs and the way they direct the transport mechanism are studied. The results of EM-stimulation tests with no measureable temperature increase show that EM waves enhance and direct the dye transport in accordance with the EM source (transmitting antenna) and its radiation pattern. The rate of transport of the dye is studied and compared for unstimulated and EM-stimulated tests. Because of the small size of the dye molecules and existence of an alternating electric field, dielectrophoresis is the most likely potential transport mechanism. However, the existence of other competing factors dominating dielectrophoresis interferes with this type of study. Future modifications in the experimental design seem to have the potential to improve the investigation of the transport phenomenon.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir sparging.
=650  \0$aDiffusion.
=650  \0$aElectromagnetic stimulation.
=650  \0$aRemediation.
=650  \0$aViscous fingering.
=650  \0$aIn situ remediation.
=650  \0$aGroundwater$xPurification.
=650  \0$aGroundwater$xAir sparging.
=650  \0$aAquifers$xPurification.
=650  14$aAir sparging.
=650  24$aRemediation.
=650  24$aElectromagnetic stimulation.
=650  24$aDiffusion.
=650  24$aViscous fingering.
=700  1\$aSangrey, Harlan D. O.,$eauthor.
=700  1\$aFarid, Arvin,$eauthor.
=700  1\$aBrowning, Jim,$eauthor.
=700  1\$aSmith, Elisa Barney,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120117.htm

=LDR  03724nab a2200481 i 4500
=001  GTJ20120092
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120092$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120092$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aHamidi, A.,$eauthor.
=245  10$aA Modified Osmotic Direct Shear Apparatus for Testing Unsaturated Soils /$cA. Hamidi, G. Habibagahi, M. Ajdari.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b55
=520  3\$aMost hydro-mechanical models for unsaturated soil models require shear strength characteristics of the soil in order to determine the pertinent model parameters. Moreover, one needs to know the shear strength of unsaturated soils when dealing with stability problems in engineering practices. Because matric suction affects the shear strength of unsaturated soils, a suitable apparatus must be capable of imposing and/or measuring suction during tests. Shear tests on unsaturated soils are usually performed using the axis translation technique. This method covers a low range of matric suctions that corresponds to relatively high degrees of saturation for fine grained soils. Thus, it is essential to develop new techniques to extend the range of suctions for these soils. In this study, a modified direct shear device is introduced that uses the osmotic method to impose the desired matric suction. A polyethylene glycol (PEG) solution is circulated all around the bottom of the soil sample to impose the suction, and a semi-permeable membrane is introduced between the soil and the PEG solution that permits water swap but prevents the PEG macromolecules from crossing the membrane. Using this technique, the suction is controlled and kept constant during the test. The special shear box design described in this paper minimizes the potential for membrane rupture during the test. Shear stress, as well as the vertical and horizontal displacement, is recorded using an auto-logging device. The suitability of the apparatus to perform direct shear tests at relatively high suction values is investigated via tests carried out on Shiraz silty clay. In these tests, soil specimens are subjected to suctions of up to 800 kPa during shearing. The results indicate that the shear strength and shear induced dilation of the soil samples increase with suction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear strength of soils$xTesting.
=650  \0$aSoils$xTesting.
=650  14$aosmotic method.
=650  24$adirect shear.
=650  24$aunsaturated soil.
=650  24$amatric suction.
=700  1\$aHabibagahi, G.,$eauthor.
=700  1\$aAjdari, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120092.htm

=LDR  03139nab a2200469 i 4500
=001  GTJ20120093
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120093$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120093$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA278.2
=082  04$a519.5$223
=100  1\$aMontoro, Marcos A.,$eauthor.
=245  10$aDigital Image Analysis of Distribution of Immiscible Fluids in Natural Porous Media /$cMarcos A. Montoro, Franco M. Francisca.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b61
=520  3\$aThis article proposes a method of digital image analysis to monitor immiscible flow in soil samples. Four different natural soil samples were studied: coarse, medium, fine, and silty sand. Paraffin oil and a sodium fluorescein solution were used as the displaced and displacing phase, respectively. Immiscible flow tests were performed in a Plexiglas cell and monitored by means of digital image analysis and direct volumetric measurement. The images were processed to obtain gray levels at different stages during the tests. Saturation of paraffin oil was then computed from the gray level and a linear regression equation was developed for each soil tested. The proposed method enabled valuable information to be obtained of the processes that take place at the face of the samples during liquid displacement and in the middle of the samples at the end of the tests. This procedure was very effective for analyzing different flow patterns, isolating areas with trapped paraffin oil, and to determining the ganglia size distribution at different stages of the immiscible flow tests. The results indicated that particle size and microstructure heterogeneities determine the flow pattern features observed during the immiscible displacement of paraffin oil by water.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSpatial analysis (Statistics)
=650  \0$aImage processing$xDigital techniques.
=650  14$aimmiscible flow.
=650  24$aLNAPL.
=650  24$adigital image analysis.
=650  24$aremediation.
=700  1\$aFrancisca, Franco M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120093.htm

=LDR  03403nab a2200529 i 4500
=001  GTJ20120082
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120082$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120082$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN948.B4
=082  04$a553.6/1$223
=100  1\$aYoon, Jisuk,$eauthor.
=245  10$aDisturbance Effect on Time-Dependent Yield Stress Measurement of Bentonite Suspensions /$cJisuk Yoon, Chadi El Mohtar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b43
=520  3\$aDisturbance effect on time-dependent yield stress measurement of bentonite suspension was investigated using vane and cone and plate geometry. With cone and plate geometry, the disturbance occurs as a result of the large strains the suspensions are subjected to when placed on the lower plate and when the cone is lowered to the testing position before the actual shear stress is applied. As an alternative, vane geometry has been used to measure yield stress in bentonite suspension to (1) minimize the placing disturbance, and (2) eliminate the loading disturbance. Even though a minimal amount of disturbance was still induced by vane geometry, it was assumed that the amount of disturbance was small enough to be ignored compared to that with cone and plate geometry. Yield stresses of bentonite suspensions at different weight fractions and various resting times were determined from stress ramp tests. Linear relationships were developed between yield stresses measured with the different geometries. Disturbance rapidly increased up to approximately 50 % with resting times, then converged at long resting times (60 % at 10 days). This indicates that cone and plate geometry significantly underestimated the actual yield stress of the tested material because of disturbance. Based on the quantified disturbance, a method to predict the undisturbed yield stress from disturbed one was proposed. The observations were interpreted with structural kinetics.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDisturbance.
=650  \0$aRheometry.
=650  \0$aThixotropy.
=650  \0$aYield stress.
=650  \0$aBentonite.
=650  \0$aAmargosite.
=650  14$aYield stress.
=650  24$aThixotropy.
=650  24$aRheometry.
=650  24$aDisturbance.
=650  24$aBentonite.
=700  1\$aEl Mohtar, Chadi,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120082.htm

=LDR  03150nab a2200589 i 4500
=001  GTJ20120099
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120099$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120099$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aVK237
=082  04$a387.54$223
=100  1\$aDuong, T. V.,$eauthor.
=245  10$aDevelopment of a Large-Scale Infiltration Column for Studying the Hydraulic Conductivity of Unsaturated Fouled Ballast /$cT. V. Duong, V. N. Trinh, Y. J. Cui, A. M. Tang, N. Calon.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b47
=520  3\$aTo study the hydraulic behavior of fouled ballast, an infiltration column 600 mm high and 300 mm in diameter was developed. Five time domain reflectometer (TDR) sensors and five tensiometers were installed at various levels, allowing the measurement of volumetric water content and matric suction, respectively. The material studied was fouled ballast that was formed in the railway track-bed by penetration of fine-grained soil into the ballast. This material is characterized by a high contrast of size between the largest and the smallest particles. During the test, three stages were followed: saturation, drainage, and evaporation. Based on the test results, the water-retention curve and the unsaturated hydraulic conductivity were determined. The quality of the results shows the capacity of this large-scale infiltration column in studying the unsaturated hydraulic properties of such fouled ballast.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFouled ballast.
=650  \0$aHydraulic conductivity.
=650  \0$aInfiltration column.
=650  \0$aTensiometer.
=650  \0$aWater-retention curve.
=650  \0$aBallast (Ships)
=650  \0$aStability of ships.
=650  14$aInfiltration column.
=650  24$aFouled ballast.
=650  24$aTDR.
=650  24$aTensiometer.
=650  24$aWater-retention curve.
=650  24$aHydraulic conductivity.
=700  1\$aTrinh, V. N.,$eauthor.
=700  1\$aCui, Y. J.,$eauthor.
=700  1\$aTang, A. M.,$eauthor.
=700  1\$aCalon, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120099.htm

=LDR  02493nab a2200553 i 4500
=001  GTJ20120072
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120072$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120072$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC176
=082  04$a627/.042$223
=100  1\$aSilvestri, Vincenzo,$eauthor.
=245  12$aA Note on the Validity of Hvorslev's Shape Factors for Well Points and Piezometers /$cVincenzo Silvestri, Christian Bravo-Jonard, Ghassan Abou-Samra.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aRecently, the validity of Hvorslev's shape factors for constant-head tests has been questioned. The present note shows that the discrepancy between the recently proposed relationship and those of Hvorslev is due to different definitions of the aspect ratio. It is also indicated that the proposed relationship cannot be extended to short porous probes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComparisons.
=650  \0$aField tests.
=650  \0$aHydraulic conductivity.
=650  \0$aPervious medium.
=650  \0$aShape factors.
=650  \0$aSoil permeability$xMathematical models.
=650  \0$aSoil permeability.
=650  14$aShape factors.
=650  24$aField tests.
=650  24$aHydraulic conductivity.
=650  24$aPervious medium.
=650  24$aComparisons.
=700  1\$aBravo-Jonard, Christian,$eauthor.
=700  1\$aAbou-Samra, Ghassan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120072.htm

=LDR  04417nab a2200637 i 4500
=001  GTJ20120005
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120005$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120005$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aMeehan, Christopher L.,$eauthor.
=245  10$aUsing a Complex-Impedance Measuring Instrument to Determine In Situ Soil Unit Weight and Moisture Content /$cChristopher L. Meehan, Jason S. Hertz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (19 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aIn situ measurements of soil unit weight and moisture content play a critical role in conventional compaction quality assurance and quality control procedures. Recently, there have been a number of attempts to develop alternative electrically-based test devices that can be used to measure the in situ unit weight and/or moisture content of a compacted soil; these devices are intended to serve as alternatives to more traditional tests such as sand cone, rubber balloon, drive cylinder, or nuclear density gauge tests. The study described in this paper focuses on the use of a relatively new electrically-based in situ soil test device that uses measurements of soil complex impedance, soil capacitance, and soil resistance to infer in situ soil unit weight and moisture content; this device is typically referred to as a complex-impedance measuring instrument (CIMI). This paper provides a detailed explanation of current CIMI operating principles and also describes the utilization of a CIMI for field- and laboratory-based testing. The CIMI used in this study was calibrated and assessed in two field compaction projects in which different silty sands were used for construction. A mold-based calibration approach was developed for building an electrically-based soil model using the CIMI; this approach provides an alternative to field calibration of the device. In order to perform a more complete assessment of the CIMI in a controlled environment, a series of CIMI tests were conducted in a large "field box," and the resulting in situ measurements of soil unit weight and moisture content made using the CIMI are compared with the results from nuclear density gauge, sand cone, and drive cylinder tests. The advantages and disadvantages of field versus mold calibration of the CIMI are discussed, and side-by-side assessment of the CIMI relative to other conventionally used compaction control tests allows the reader to assess the accuracy of this device.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity and unit weight.
=650  \0$aDrive cylinder test.
=650  \0$aElectrical density gauge.
=650  \0$aIn situ tests.
=650  \0$aMoisture content.
=650  \0$aNuclear density gauge.
=650  \0$aQuality control and quality assurance.
=650  \0$aSand cone test.
=650  \0$aSoil compaction.
=650  \0$aCompaction.
=650  14$aSoil compaction.
=650  24$aDensity and unit weight.
=650  24$aMoisture content.
=650  24$aIn situ tests.
=650  24$aQuality control and quality assurance.
=650  24$aComplex-impedance measuring instrument (CIMI)
=650  24$aElectrical density gauge.
=650  24$aNuclear density gauge.
=650  24$aSand cone test.
=650  24$aDrive cylinder test.
=700  1\$aHertz, Jason S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 36, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2013$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120005.htm

=LDR  03820nab a2200541 i 4500
=001  GTJ102769
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102769$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102769$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aNicotera, Marco Valerio,$eauthor.
=245  13$aAn Experimental Technique for Determining the Hydraulic Properties of Unsaturated Pyroclastic Soils /$cMarco Valerio Nicotera, Raffaele Papa, Gianfranco Urciuoli.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (23 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b52
=520  3\$aThe experimental technique proposed in the paper was designed to rapidly and reliably determine both the water retention curve and the permeability function of undisturbed natural pyroclastic soil samples. The technique was developed in the framework of an experimental research project on mudflows in pyroclastic soils in the southern Italian region of Campania (Italy). Grain-size distribution and void ratio of the particular pyroclastic soils suggested investigation of the hydraulic behavior for matric suction values in the range between 0 and 100 kPa. Our experimental technique consisted of a sequence of testing phases to be conducted on a single undisturbed soil sample: A constant head permeation test, a forced evaporation test, and finally a drying test in a pressure plate apparatus. Interpretation of the experimental data was based on inverse modelling and allowed both water retention curves and permeability functions to be determined. The six parameters of the Mualem-van Genuchten model were adopted to describe the hydraulic behavior of the tested soils. Each testing phase supplied experimental data to be used in the interpretation procedure: The permeation phase provided a matching data point for the permeability function near saturation; the forced evaporation test was related to the hydraulic behavior for matric suction values ranging from a few kPa to less than 80-90 kPa (i.e., mini-tensiometer functioning range); and the drying steps in the pressure plate apparatus provided information about the retention properties for matric suction values up to 1 MPa. The results shown in the paper clearly confirm the goodness of the experimental design and the interpretation procedure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEvaporation test.
=650  \0$aHydraulic properties.
=650  \0$aInverse method.
=650  \0$aPyroclastic soils.
=650  \0$aUnsaturated soils.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soils.
=650  24$aHydraulic properties.
=650  24$aPyroclastic soils.
=650  24$aEvaporation test.
=650  24$aInverse method.
=700  1\$aPapa, Raffaele,$eauthor.
=700  1\$aUrciuoli, Gianfranco,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102769.htm

=LDR  03048nab a2200517 i 4500
=001  GTJ102123
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102123$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102123$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aInfante Sedano, Julio A?ngel,$eauthor.
=245  10$aIntegrated Air Trap and Volume Gauge for Axis Translation Systems /$cJulio A?ngel Infante Sedano, Vinod K. Garga, Sai K. Vanapalli.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThis Technical Note presents the design detail of a combined air trap and volume gauge burette used for flushing air bubbles from under ceramic disks in axis translation systems that are used to measure or apply matric suction to unsaturated soil specimens. Axis translation systems are commonly used in the testing of unsaturated soils to subject soil specimens to matric suction values greater than 1 atm. Diffused air may come out of solution and accumulate below the ceramic disk of the axis translation system, prompting to provide a flushing system to remove them. An apparatus consisting of two concentric glass tubes, alongside a graduated scale, two water vessels permitting the isolation of the water phase to reduce moisture exchange with the surrounding atmosphere, and connected to the flushing groove below the ceramic disk of the axis translation system through two plastic tubes was developed. The apparatus described permits an accurate measurement of the volume of water expelled from the specimen and can allow for the volume of diffused air flushed out.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDouble burette.
=650  \0$aFlushing.
=650  \0$aUnsaturated soils.
=650  \0$aVolume gauge.
=650  \0$aSoil mechanics.
=650  14$aVolume gauge.
=650  24$aDouble burette.
=650  24$aFlushing.
=650  24$aUnsaturated soils.
=700  1\$aGarga, Vinod K.,$eauthor.
=700  1\$aVanapalli, Sai K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102123.htm

=LDR  03337nab a2200541 i 4500
=001  GTJ102836
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102836$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102836$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD426
=082  04$a628.5/5$223
=100  1\$aMillspaugh, Andrew M.,$eauthor.
=245  10$aSpecific Gravity of Expansive Chromium Ore Processing Residue with Complex Microstructure /$cAndrew M. Millspaugh, James M. Tinjum, Timothy A. Boecher.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aSpecific gravity tests were performed on chromium ore processing residue (COPR), an expansive industrial byproduct of the historical processing of chromite ore, to determine if the complexity and heterogeneity of the particle microstructure may cause erroneous specific gravity results using ASTM D854-06 Method B as the baseline procedure. In complex, reactive industrial residuals such as COPR, specific gravity is an important indicator of the extent of weathering that has occurred. Specific gravity for weathered hard-brown (HB) COPR significantly differs from that of unweathered gray-black (GB) COPR, and laboratory testing can indicate the position of COPR along the GB to HB pathway. The difference between a "true" and an "apparent" specific gravity that accounts for the inclusion of closed pores was determined. Oven-drying of COPR at the ASTM standard temperature of 110±5° C does not cause mineral dehydration to affect specific gravity results. The apparent (avg.=3.146) and true (avg.=3.355) specific gravities of GB COPR are statistically different and should be reported as such. Pre-processing of GB COPR by mechanical grinding is necessary to open intraparticle voids, determined to be 6.2 % by volume, to the atmosphere and thus approach the true specific gravity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChromium ore.
=650  \0$aMicroporosity.
=650  \0$aProcessing residue.
=650  \0$aSpecific gravity.
=650  \0$aPorosity.
=650  \0$aSoil.
=650  14$aChromium ore.
=650  24$aProcessing residue.
=650  24$aSpecific gravity.
=650  24$aMicroporosity.
=650  24$aCOPR.
=700  1\$aTinjum, James M.,$eauthor.
=700  1\$aBoecher, Timothy A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102836.htm

=LDR  03689nab a2200589 i 4500
=001  GTJ102927
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102927$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102927$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aLikos, William J.,$eauthor.
=245  10$aModified Direct Shear Apparatus for Unsaturated Sands at Low Suction and Stress /$cWilliam J. Likos, Alexandra Wayllace, Jonathan Godt, Ning Lu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aModifications to a conventional laboratory testing system are described for direct shear testing of unsaturated soils at relatively low matric suction and net normal stress. Matric suction ranging from zero (saturated) to about 10 kPa is controlled using a hanging column assembly (ASTM D6836). Net normal stress ranging from about 0.3 to 10 kPa is controlled by directly applying dead loads to the specimen via a series of aluminum top caps machined to varying thicknesses. Precise control of suction and normal stress within these ranges makes the apparatus ideal for examining the shear strength behavior of unsaturated sands, which are characterized by relatively low air-entry pressures and for which the influences of matric suction on mechanical response can be subtle. Soil-water characteristic curves are concurrently obtained during the shear testing program by measuring transient and equilibrium pore water drainage under the imposed suction changes. Testing procedures and recommended protocols are described. Results from a series of tests using saturated and unsaturated specimens of poorly graded fine sand are presented to demonstrate application and performance of the system. Relationships between shear strength and matric suction are non-linear and exhibit peak shear strength at matric suction within the range of the air-entry suction. High friction angles measured for the portions of the failure envelope at low matric suction and normal stress may indicate the effects of dilation on the strength development.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxis translation.
=650  \0$aDirect shear.
=650  \0$aHanging column.
=650  \0$aSand.
=650  \0$aSuction.
=650  \0$aUnsaturated soil.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soil.
=650  24$aSand.
=650  24$aDirect shear.
=650  24$aSuction.
=650  24$aHanging column.
=650  24$aAxis translation.
=700  1\$aWayllace, Alexandra,$eauthor.
=700  1\$aGodt, Jonathan,$eauthor.
=700  1\$aLu, Ning,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102927.htm

=LDR  03127nab a2200505 i 4500
=001  GTJ102925
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102925$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102925$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aChakrabortty, Pradipta,$eauthor.
=245  10$aLiquefaction of Heterogeneous Sand :$bCentrifuge Study /$cPradipta Chakrabortty, Radu Popescu, Ryan Phillips.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aFrom past numerical research and small scale laboratory tests, it has been observed that more excess pore water pressure (EPWP) is generated during earthquakes in a heterogeneous sand deposit than in the corresponding homogeneous sand with relative density equal to the average relative density of the heterogeneous sand. This interesting phenomenon is investigated here in large scale experiments using geotechnical centrifuge modeling techniques. A series of liquefaction tests have been conducted at C-CORE's geotechnical centrifuge facility: Two on variable sand and one on uniform sand deposits. A one level frame structure resting on two strip footings was also placed on that sand deposit to study the effect of soil variability on building foundations. Experimental results such as accelerations, EPWPs and settlements were monitored and measured throughout the tests. Recorded results support the conclusion of previous research that more EPWP is generated in heterogeneous sand deposits than in the corresponding homogeneous sand. The liquefaction mechanism of heterogeneous sands leading to this phenomenon is discussed in this paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPhysical experiment.
=650  \0$aSeismic induced liquefaction.
=650  \0$aSpatial variability.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aSpatial variability.
=650  24$aPhysical experiment.
=650  24$aSeismic induced liquefaction.
=700  1\$aPopescu, Radu,$eauthor.
=700  1\$aPhillips, Ryan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102925.htm

=LDR  03505nab a2200649 i 4500
=001  GTJ102745
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102745$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102745$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTR267
=082  04$a775$223
=100  1\$aIskander, Magued,$eauthor.
=245  10$aSpatial Deformation Measurement Using Transparent Soil /$cMagued Iskander, Jinyuan Liu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThis paper addresses the need for nonintrusively measuring spatial deformation pattern inside soils. In this study, transparent soil surrogates are used in model tests instead of natural soils. Transparent soil with macrogeotechnical properties similar to those of natural soils was made of either transparent amorphous silica gels or powders and a pore fluid with a matching refractive index. An optical system consisting of a laser light, a line-generator lens, a charge-coupled device (CCD) camera, a frame grabber, and a computer was developed to optically slice a transparent soil model. A distinctive speckle pattern is generated by the interaction of the laser light and transparent soil. The laser speckle images before and after deformation were used to nonintrusively measure the relative displacement field using digital image cross-correlation. Spatial displacement fields under a model footing were obtained by combining several cross-sections in MATLAB®. Test results showed that the developed optical system and transparent soil are suitable for studying soil-structural interaction problems.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDigital image cross-correlation.
=650  \0$aDisplacement field.
=650  \0$aImage processing.
=650  \0$aModel tests.
=650  \0$aNon-intrusive measurement.
=650  \0$aOptical test.
=650  \0$aParticle image velocimetry.
=650  \0$aThree-dimensional analysis.
=650  \0$aTransparent soil.
=650  \0$aImage processing$vDigital techniques.
=650  \0$aPhotography$vDigital techniques.
=650  14$aTransparent soil.
=650  24$aOptical test.
=650  24$aImage processing.
=650  24$aDigital image cross-correlation.
=650  24$aPIV.
=650  24$aParticle image velocimetry.
=650  24$aDisplacement field.
=650  24$aNon-intrusive measurement.
=650  24$aThree-dimensional analysis.
=650  24$aModel tests.
=700  1\$aLiu, Jinyuan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102745.htm

=LDR  04115nab a2200529 i 4500
=001  GTJ102785
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102785$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102785$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aYan, W. M.,$eauthor.
=245  10$aParticle Elongation and Deposition Effect to Macroscopic and Microscopic Responses of Numerical Direct Shear Tests /$cW. M. Yan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aIn this study, a series of numerical direct shear tests is carried out by the three-dimensional discrete element method. The box is filled by either spherical or elongated particles of mono-size. Particles of three different aspect ratios (defined as length/width of a particle), 1 (i.e., spherical), 1.5 and 2, are modeled. Elongated particles are created by joining primary spherical balls together, and no particle breakage is allowed. The granular specimen is prepared by either depositional method or by random generation of particles inside the box. By controlling the interparticle friction coefficient, number of particles and deposited direction, particle assemblies with very close initial density but different packing or microstructure can be obtained. Various measurement spheres are defined at different locations of the box to reveal the local stresses by considering interparticle interaction forces. The results show a significant spatial variations of the stresses, which deviate noticeably from the global measurements recorded at the box boundaries. Furthermore, global measurements appreciably conclude higher ultimate strength of the assemblage as compared to the local ones from the measurement spheres, regardless the particles' aspect ratio and packing. The ultimate shear strength increases with particles' aspect ratio. Initial fabric affects the ultimate shear strength such that the assemblage having more particles aligning parallel to the shear direction (Dep?S) yields the lowest strength. On the other hand, randomly packed assemblage exhibits the highest strength. Furthermore, Dep?S specimen shows the least amount of dilation. Particle orientation is described by a tensorial parameter, and its evolution during shear is discussed. Analysis shows that only particles close to the shear plane exhibit significant rotation and thus a noticeable change in the fabric. It is found that the evolution of fabric tensor is closely linked to the macroscopic response of an assemblage. Fabric analysis helps to explain the macroscopic responses from a microscopic particle rearrangement perspective.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDilatancy.
=650  \0$aDiscrete element method.
=650  \0$aPacking.
=650  \0$aParticle shape.
=650  \0$aShear strength.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aDilatancy.
=650  24$aDiscrete element method.
=650  24$aPacking.
=650  24$aParticle shape.
=650  24$aShear strength.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102785.htm

=LDR  03387nab a2200613 i 4500
=001  GTJ102315
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102315$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102315$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aKim, H.,$eauthor.
=245  10$aReduction of Earth Pressure on Buried Pipes by EPS Geofoam Inclusions /$cH. Kim, B. Choi, J. Kim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThis paper presents the experimental study that investigated the applicability of compressible inclusion, expanded polystyrene (EPS) Geofoam panels, placed over a buried pipe. A series of model tests was conducted to identify the optimal EPS geometry. The tests employed multiple sections of EPS for imperfect ditch condition. Full-scale tests were also performed to calibrate the reduction in earth pressure due to the placement of double layers of EPS. In the model tests, one layer of EPS Geofoam reduced the vertical earth pressure acting on the pipe up to 73 % depending on the width of EPS. Double layers of EPS could induce the reduction of vertical earth pressure on the pipe as much as 71 % and horizontal earth pressure on the pipe about 60 % depending on the spacing between Geofoam inclusions. The full-scale test results indicated that the magnitude of the vertical pressure decreased by about 31 %-36 %. In case of horizontal pressure, 37 % reduction was observed for double layers of EPS while only 5 % reduction was found for a single layer of EPS. This study demonstrates that multiple layers of EPS provide better solutions in reducing the earth pressure on a pipe.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBuried pipes.
=650  \0$aCompressible inclusion.
=650  \0$aEPS (expanded polystyrene)
=650  \0$aFull-scale test.
=650  \0$aGeofoam.
=650  \0$aImperfect ditch condition.
=650  \0$aModel test.
=650  \0$aEarth pressure.
=650  \0$aSoil mechanics.
=650  14$aCompressible inclusion.
=650  24$aEPS (expanded polystyrene)
=650  24$aGeofoam.
=650  24$aBuried pipes.
=650  24$aImperfect ditch condition.
=650  24$aEarth pressure.
=650  24$aModel test.
=650  24$aFull-scale test.
=700  1\$aChoi, B.,$eauthor.
=700  1\$aKim, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102315.htm

=LDR  03488nab a2200553 i 4500
=001  GTJ102783
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102783$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102783$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMalinowska, Edyta,$eauthor.
=245  10$aEstimation of Flow Characteristics in Peat /$cEdyta Malinowska, Alojzy Szymanski, Wojciech Sas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThis paper presents the behavior of the soft subsoil under structures such as embankment dams, particularly tailing dams which are nowadays usually placed in swampy areas often dominated by organic soils, such as peat. Structures construction on soft organic soils makes it necessary to calculate subsoil deformations with special consideration of the water flow. Constructions of embankments on soft organic soils cause many problems because of their specific properties. The organic soils, such as peat, are characterized by high porosity and low shear strength as well as high initial permeability which decreases during consolidation. In the deformation process of soil skeleton under loading the porosity decreases and causes changes of flow characteristics. Therefore, the water flow characteristics are very important to be considered in predicting and calculating the subsoil deformation under load. The specific behavior of soft subsoil demands estimation reliability of the flow characteristics. Therefore in the statistical analysis suitable statistical methods and proper measures in laboratory tests should be used. Several statistical functions have been applied to analyze the flow-pump test data in order to provide a correct estimation of flow characteristics in soft soils. In this paper, the results of water flow characteristics obtained in laboratory tests and the estimation of flow characteristics in soft organic soils are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlow characteristics.
=650  \0$aPeat.
=650  \0$aRelative errors.
=650  \0$aReliability estimation.
=650  \0$aSoft soils.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aReliability estimation.
=650  24$aRelative errors.
=650  24$aFlow characteristics.
=650  24$aSoft soils.
=650  24$aPeat.
=700  1\$aSzymanski, Alojzy,$eauthor.
=700  1\$aSas, Wojciech,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 34, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2011$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102783.htm

=LDR  02944nab a2200541 i 4500
=001  GTJ102478
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102478$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102478$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aPower, Kenton C.,$eauthor.
=245  10$aModified Null Pressure Plate Apparatus for Measurement of Matric Suction /$cKenton C. Power, Sai K. Vanapalli.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe null pressure plate apparatus is conventionally used in the measurement of matric suction of fine-grained unsaturated soil specimens applying the axis-translation technique. This apparatus is typically used to measure the matric suction in the range of 50-500 kPa in a laboratory environment. This paper provides design and construction details of the modifications and improvements to the conventionally used null pressure plate apparatus to promote the accuracy and repeatability of matric suction measurements. Several test results of matric suction measurements on compacted Indian Head till specimens over a suction range of 30-300 kPa are reported using both the modified null pressure plate and the contact filter paper technique. The results indicate that there is a good comparison between these two techniques on identically prepared specimens. .
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxis-translation technique.
=650  \0$aContact filter paper method.
=650  \0$aMatric suction.
=650  \0$aSoil suction estimation.
=650  \0$aUnsaturated soils.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aAxis-translation technique.
=650  24$aMatric suction.
=650  24$aUnsaturated soils.
=650  24$aSoil suction estimation.
=650  24$aContact filter paper method.
=700  1\$aVanapalli, Sai K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102478.htm

=LDR  03042nab a2200517 i 4500
=001  GTJ102268
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102268$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102268$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aCui, Xinzhuang,$eauthor.
=245  10$aReal-Time Diagnosis Method of Compaction State of Subgrade during Dynamic Compaction /$cXinzhuang Cui.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aDynamic compaction (DC) has become a popular method for deep improvement of subgrade. Dynamic settlement is often used as the termination index of DC. However, the index is external and experiential and cannot directly reflect the compaction state of a soil mass. In this regard, this paper presents a method for a real-time diagnosis of compaction state of subgrade, which is based on the analysis of dynamic pore pressure and dynamic soil stress induced by the impact of tamper weight. A field test was conducted to measure the dynamic pore water pressure and soil stress in a road subgrade under DC for expressway widening. After a certain number of compactions, the amplitudes of dynamic stress and pore pressure were stabilized and correlated well with both the compaction degree of soil and the dynamic settlement of ground. The dynamic response of the subgrade under different impact number reflects the variation of stiffness and strength of soil. With the findings the method for determining the optimum compaction number and the optimum single impact energy was presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction state.
=650  \0$aDynamic compaction.
=650  \0$aDynamic pore pressure.
=650  \0$aDynamic soil stress.
=650  \0$aReal-time diagnosis.
=650  \0$aCompaction.
=650  14$aDynamic compaction.
=650  24$aCompaction state.
=650  24$aReal-time diagnosis.
=650  24$aDynamic pore pressure.
=650  24$aDynamic soil stress.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102268.htm

=LDR  03055nab a2200505 i 4500
=001  GTJ100306
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100306$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100306$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aZhang, Z.,$eauthor.
=245  10$aFlowable Fill as Geotechnical Material in Highway Cross-Drain Trenches /$cZ. Zhang, M. Tao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aControlled low strength materials (CLSM), also called flowable fills, have widely been used in infrastructure construction due to their inherent merits. However, the procedure of choosing proper constituents and proportions for CLSM is based on such criteria as unconfined compressive strength (UCS), flowability, ability to be re-excavated, and subsidence.A variety of flowable fills are available in design, but few works have been devoted to the soil environment adjacent to trench backfill even though soils' properties are equally important to satisfactory performance of highway cross-drains. A wide range of UCS values existing in CLSM trench backfills causes uncertainties for practitioners in mixture designs. This technical note presents a simple procedure to select an appropriate CLSM for highway cross-drain trenches that will be compatible with adjacent subgrade/embankment soils from perspective of strength and compressibility.A mixture design example illustrates that CLSM with 28-day UCS of 410 kPa is suitable for highway trenches in Louisiana, and such CLSM is also excavatable if sequential excavation is desired.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPavement.
=650  \0$aTrench backfills.
=650  \0$aUnconfined compressive strength.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aControlled low strength materials (CLSM)
=650  24$aPavement.
=650  24$aTrench backfills.
=650  24$aUnconfined compressive strength.
=700  1\$aTao, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100306.htm

=LDR  03508nab a2200517 i 4500
=001  GTJ14072
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ14072$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ14072$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154094299999$223
=100  1\$aHajialilue-Bonab, M.,$eauthor.
=245  10$aProcedures Used for Dynamically Laterally Loaded Pile Tests in a Centrifuge /$cM. Hajialilue-Bonab, JL. Chazelas, D. Levacher.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aMost of the experimental work carried on pile behavior on centrifuge has been limited to monotonic or cyclic loading, or both. As dynamic loads generated by shocks and earthquakes are difficult to model in centrifuge, not much work has been reported in the literature on the impact mechanism to produce shock in-flight, though seismic loads can be well simulated by in-flight shakers. A complete experimental procedure, i.e., hammering system, measurements, and test procedures, has been developed to test on centrifuge lateral impact on piles. In the first part of the paper following the test procedure, the experimental set-up is detailed from the soil preparation and piles equipment to the horizontal hammering or impact system. Innovative parts of the system such as the impact system and its monitoring are described. The second part describes the feasibility and the practice of the impact device and the adopted procedure to test on centrifuge different types of piles _jacked, cast-in, and 1 g driven_ in sand. The first series of tests are focused on the evaluation of possible errors and influences due to pile position, boundary effects, and repeatability of tests. Scale effects have been studied by carrying out a series of modeling of models tests at 40 and 60 g. In conclusion, all these preliminary centrifuge tests have demonstrated that the complete experimental set-up including the impact system and its use procedure is achieved and able to perform horizontal impacted piles tests on centrifuge.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aDynamically loading.
=650  \0$aSoil-pile interaction.
=650  \0$aPile testing.
=650  \0$aPiling (Civil engineering)
=650  14$aCentrifuge.
=650  24$aPile testing.
=650  24$aDynamically loading.
=650  24$aSoil-pile interaction.
=700  1\$aChazelas, JL.,$eauthor.
=700  1\$aLevacher, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ14072.htm

=LDR  02666nab a2200541 i 4500
=001  GTJ100167
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100167$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100167$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ1075
=082  04$a531/.1134$223
=100  1\$aPe?ron, H.,$eauthor.
=245  13$aAn Improved Volume Measurement for Determining Soil Water Retention Curves /$cH. Pe?ron, T. Hueckel, L. Laloui.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe complete determination of soil water retention curves requires the sample volume to be measured in order to calculate its void ratio and degree of saturation. During drying in the pressure plate apparatus, cracks often appear in the sample altering its deformation and evaporation patterns. Consequently, this causes a significant scatter in the volume measurement when using the volume displacement method. This paper proposes a simple method to avoid cracking, by limiting friction and adhesion boundary effects, to allow for unrestrained shrinkage of the sample. Such modification of the technique decreases the measurement error by a factor of three.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCracks.
=650  \0$aFriction.
=650  \0$aShrinkage.
=650  \0$aSoil water retention curve.
=650  \0$aVolume measurement accuracy.
=650  \0$aDynamics.
=650  14$aSoil water retention curve.
=650  24$aFriction.
=650  24$aShrinkage.
=650  24$aCracks.
=650  24$aVolume measurement accuracy.
=700  1\$aHueckel, T.,$eauthor.
=700  1\$aLaloui, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100167.htm

=LDR  03193nab a2200601 i 4500
=001  GTJ100500
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100500$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100500$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aChesnaux, R.,$eauthor.
=245  10$aDetecting and Quantifying Leakage Through Defective Borehole Seals :$bA New Methodology and Laboratory Verification /$cR. Chesnaux, RP. Chapuis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aA new method for quantifying leakage through poorly sealed boreholes is presented and verified using a laboratory scale sandbox experiment. The method applies to a leaky borehole between two aquifers separated by an aquitard. A nonreactive tracer is injected into an upper aquifer piezometer, and the lower aquifer is pumped at a fixed rate. First, the presence of the tracer in the recovered water indicates the existence of the hydraulic short-circuit and cross-contamination. The leakage rate associated with the pumping rate can then be determined by measurement of the recovered tracer concentration. By correlating the leakage rate with the pumping rate, the hydraulic properties of the defective seal can be determined and the degree of cross-contamination can be predicted for any pumping rate. The method will be useful for practitioners who need to evaluate the quality of a borehole seal. The method is successfully tested using a laboratory sandbox experiment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAquitard.
=650  \0$aConfined aquifer.
=650  \0$aCross-contamination.
=650  \0$aGroundwater protection.
=650  \0$aHydraulic short-circuit.
=650  \0$aLaboratory experiments.
=650  \0$aTracer tests.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aGroundwater protection.
=650  24$aLaboratory experiments.
=650  24$aAquitard.
=650  24$aConfined aquifer.
=650  24$aHydraulic short-circuit.
=650  24$aCross-contamination.
=650  24$aTracer tests.
=700  1\$aChapuis, RP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100500.htm

=LDR  02629nab a2200577 i 4500
=001  GTJ100308
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100308$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100308$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aElton, DJ.,$eauthor.
=245  10$aBubblepoint Testing of Geotextiles :$bApparatus and Operation /$cDJ. Elton, DW. Hayes, S. Adanur.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aA simple, inexpensive device for measuring geotextile pore sizes, using ASTM D 6767, is described and its operation is outlined with guidance for correct operation. The accuracy and consistency of the test are shown. The test appears to have better consistency than the apparent opening size (AOS) test, avoids the inherent and operator-dependent problems of theAOS test, and further, describes the entire pore size distribution of a geotextile, making it useful for developing a more complete filter criterion. Suggestions are made for improving ASTM D 6767.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparent opening size.
=650  \0$aBubblepoint test.
=650  \0$aFiltration.
=650  \0$aGeotextile.
=650  \0$aPore size distribution.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aBubblepoint test.
=650  24$aO95.
=650  24$aApparent opening size.
=650  24$aFiltration.
=650  24$aPore size distribution.
=650  24$aGeotextile.
=700  1\$aHayes, DW.,$eauthor.
=700  1\$aAdanur, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100308.htm

=LDR  03434nab a2200541 i 4500
=001  GTJ100317
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100317$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100317$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aYang, K.,$eauthor.
=245  10$aMethods for Deriving p-y Curves from Instrumented Lateral Load Tests /$cK. Yang, R. Liang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aWith the developments of new deep foundation systems and construction techniques, such as high capacity micro-piles, large diameter piles or drilled shafts, existing p-y criteria that were developed previously for small diameter piles or shafts may no longer be adequate. Deriving p-y curves from lateral load tests on instrumented deep foundations is critical for further refinement or developing pertinent p-y criteria for these new applications. However, there is a lack of a consistent and well verified method for deducing the p-y curves from lateral load tests measurement data. Four existing methods are evaluated using the measured results of eight full-scale field tests on fully instrumented drilled shafts as well as four hypothetical numerical simulation results. It is found that the p-y curves deduced by the piecewise cubic polynomial curve fitting method, when input into the LPILE (or COM624P) computer program, provides the smallest error on the prediction of deflections of a drilled shaft under the applied lateral loads. A procedure for determining an optimum strain gage spacing for instrumentation in a lateral load test to derive representative p-y curves is recommended. Finally, a parametric study has shown that the errors of the deduced p-y curves are mainly due to inaccurate moment profiles from strain gage readings. Accurate estimate of moment-curvature relationship of a reinforced concrete shaft is therefore essential to the accuracy of the deduced p-y curves from strain data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrilled shaft.
=650  \0$aInstrumentation.
=650  \0$aLateral load.
=650  \0$aLoad test.
=650  \0$aPile.
=650  \0$aP-y curve.
=650  14$aP-y curve.
=650  24$aLateral load.
=650  24$aLoad test.
=650  24$aInstrumentation.
=650  24$aPile.
=650  24$aDrilled shaft.
=700  1\$aLiang, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100317.htm

=LDR  02672nab a2200553 i 4500
=001  GTJ100002
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100002$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100002$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aSedano, JAI,$eauthor.
=245  10$aModified Ring Shear Apparatus for Unsaturated Soils Testing /$cJAI Sedano, SK. Vanapalli, VK. Garga.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThis paper presents the design details of an automated modified ring shear apparatus for the testing of unsaturated soils using the axis-translation technique. The components of this automated system are described, as well as the types of tests that it can be used for. The key cell components include a flushing system and a precise volume gage system. The paper presents typical test results including the continuous monitoring of water as the test proceeds. A methodology to correct the water content measurements for the effect of air infiltration and evaporation or condensation of water is included.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxis translation.
=650  \0$aModified ring shear.
=650  \0$aResidual strength.
=650  \0$aShear strength.
=650  \0$aUnsaturated soils.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aModified ring shear.
=650  24$aUnsaturated soils.
=650  24$aShear strength.
=650  24$aResidual strength.
=650  24$aAxis translation.
=700  1\$aVanapalli, SK.,$eauthor.
=700  1\$aGarga, VK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100002.htm

=LDR  02910nab a2200445 i 4500
=001  GTJ12622
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12622$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12622$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA355
=082  04$a621.8/11$223
=100  1\$aBrandon, TL.,$eauthor.
=245  10$aNew Apparatus for Evaluating Filter Performance for Dams Containing Cracks /$cTL. Brandon, Y. Park, JM. Duncan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aA new test apparatus has been developed to evaluate filter performance when both the filter and the core _base_ material have been cracked. This apparatus allows the orientation of the crack to be horizontal or vertical, and accommodates flow in the horizontal and vertical directions as well. The applied hydraulic gradient and the thickness of the crack can also be varied.Two apparatuses have been constructed and tested. The smaller apparatus allows testing of truncated cylindrical test specimens that are 10 cm in diameter by 20 cm long. The larger apparatus allows testing of specimens that are approximately 30 by 30 by 30 cm. An automated data acquisition system was developed to measure the pressures and flow rates through the test specimens as well as obtaining a video record of the filter performance. In successful tests, the filter slumped to fill the crack, the flow rate decreased, and the head water pressure increased. In failed tests, the filter never slumped to fill the crack, the flow rate remained high, and the head water pressure stayed very low. The relative success of failure of a filter system could be assessed by the video record as well.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDamping (Mechanics)
=650  \0$aDynamics, Rigid.
=650  \0$aVibration.
=700  1\$aPark, Y.,$eauthor.
=700  1\$aDuncan, JM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12622.htm

=LDR  02957nab a2200505 i 4500
=001  GTJ100026
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100026$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100026$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aJotisankasa, A.,$eauthor.
=245  14$aThe Development of a Suction Control System for a Triaxial Apparatus /$cA. Jotisankasa, M. Coop, A. Ridley.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aA new method of controlling suction in the triaxial apparatus is presented that consists of two subsystems: one each for drying and wetting that is used in combination with an independent measurement of suction. The drying system is based on a development by Cunningham et al _2003_, with improvements in the measurement of the current water content. The wetting system involves the staged circulation of air and water. This new technique enables continuous monitoring of all state variables during tests, including water content, degree of saturation, net stresses, suction, and the different components of strain. Some typical results from tests on a compacted silty clay are presented in order to demonstrate the capabilities of the system. The main advantage of the apparatus is that there is no need to raise the ambient air pressure as is required with the axis translation technique and tests may therefore be conducted at negative pore water pressure. The system may also be easily incorporated into other standard apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSuction control system.
=650  \0$aTriaxial tests.
=650  \0$aUnsaturated soils.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aTriaxial tests.
=650  24$aUnsaturated soils.
=650  24$aSuction control system.
=700  1\$aCoop, M.,$eauthor.
=700  1\$aRidley, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100026.htm

=LDR  03078nab a2200553 i 4500
=001  GTJ100455
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100455$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100455$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a625.732$223
=100  1\$aThakur, VKS,$eauthor.
=245  10$aEvaluation of Various Pedo-Transfer Functions for Developing Soil-Water Characteristic Curve of a Silty Soil /$cVKS Thakur, S. Sreedeep, DN. Singh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aThis paper describes development of the soil-water characteristic curve (SWCC) of a silty soil by measuring its matric suction _m, corresponding to different gravimetric water contents w. To achieve this, a field tensiometer and a dew point potentiameter (WP4) were employed. For this soil, the SWCC was determined indirectly using the estimation algorithms known as pedo-transfer functions (PTFs), which are based on volume-mass properties and the grain-size distribution characteristics, and are available in a commercial database SoilVision. In addition to this, experimental results were used for developing the SWCC of the soil, using various fitting functions cited in the literature and available in the database. An attempt has been made in this technical note to demonstrate the usefulness of these three methods for obtaining the SWCC of the silty soil. The study reveals that the PTFs developed previously to estimate SWCCs match very well with the experimental results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDew point potentiameter.
=650  \0$aField tensiometer.
=650  \0$aSilty soil.
=650  \0$aSoilVision.
=650  \0$aSoil-water characteristic curve.
=650  \0$aSilty sands.
=650  \0$asands.
=650  14$aSilty soil.
=650  24$aField tensiometer.
=650  24$aDew point potentiameter.
=650  24$aSoilVision.
=650  24$aSoil-water characteristic curve.
=700  1\$aSreedeep, S.,$eauthor.
=700  1\$aSingh, DN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100455.htm

=LDR  03501nab a2200589 i 4500
=001  GTJ20130072
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130072$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130072$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA43
=082  04$a620.1/35$223
=100  1\$aAnbergen, Hauke,$eauthor.
=245  10$aFreeze-Thaw-Cycles on Borehole Heat Exchanger Grouts :$bImpact on the Hydraulic Properties /$cHauke Anbergen, Jens Frank, Lutz Mu?ller, Ingo Sass.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aIn this paper a testing device is described that measures the hydraulic conductivity of grout specimens for Borehole Heat Exchangers (BHE). During the operation of closed-loop ground source heat pumps running with antifreeze, freezing of the backfill can occur due to extensive heat extraction. This laboratory device can assess the influence of frost on the hydraulic seals of BHEs. The device is based on a triaxial flexible wall permeameter. A freely selectable number of cyclic freeze-thaw-stresses as well as a confining pressure simulating radial earth pressure (?2 = ?3) can be applied. Specimens are composed of an annular grout body and a polyethylene pipe simulating the BHE system. The freezing direction is perpendicular to the vertical axis of the BHE from the inside to the outside. Numerical coupled modeling was applied to verify the results of the temperature distribution inside the specimens. It was observed and modeled that the propagation of the frost front and the fabric disintegration processes are correlated. Results of three different grouting materials will be presented. With its relative small dimensions the device can be easily implemented into soil mechanical laboratories and thus can contribute to quality control of grouts.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorehole heat exchanger.
=650  \0$aFlexible wall permeameter.
=650  \0$aFreeze-thaw-cycle.
=650  \0$aGrout material.
=650  \0$aHydraulic conductivity.
=650  \0$aLaboratory test.
=650  \0$aGrout (Mortar)
=650  \0$aGrouting.
=650  14$aGrout material.
=650  24$aLaboratory test.
=650  24$aBorehole heat exchanger.
=650  24$aFlexible wall permeameter.
=650  24$aFreeze-thaw-cycle.
=650  24$aHydraulic conductivity.
=700  1\$aFrank, Jens,$eauthor.
=700  1\$aMu?ller, Lutz,$eauthor.
=700  1\$aSass, Ingo,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130072.htm

=LDR  03699nab a2200661 i 4500
=001  GTJ20130191
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130191$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130191$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aChoy, C. K.,$eauthor.
=245  10$aCentrifuge Modelling of Diaphragm Wall Construction Adjacent to Piled Foundations /$cC. K. Choy, J. R. Standing, R. J. Mair.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (19 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aDiaphragm walls are often implemented to support the sides of deep excavations and in urban environments situations increasingly occur where it is necessary to install them close to existing piled structures. There is a lack of good quality field monitoring case studies to help understand this complex three-dimensional soil-structure interaction problem. It can be investigated using numerical analysis or an alternative approach is to perform small-scale model tests in a geotechnical centrifuge. This paper describes a sophisticated model construction system that was developed to simulate the construction sequence (excavation and casting of concrete) of a single or series of three diaphragm wall panels in sand as part of a study to investigate the influence of constructing diaphragm walls adjacent to piled foundations. Prior to wall construction an adjacent instrumented model pile was driven in-flight and a constant force maintained at the pile head to simulate axially loaded piles. The system response was captured through the use of miniature soil stress cells, LVDTs, and laser displacement sensors. A detailed description of the centrifuge model and test procedures developed is presented and the necessary simplifications and associated errors discussed. The effectiveness of the small-scale physical model is demonstrated by presenting some selected test results (soil stresses and deformations).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBeam centrifuge.
=650  \0$aConcreting.
=650  \0$aConstruction.
=650  \0$aDiaphragm wall.
=650  \0$aExcavation.
=650  \0$aPile.
=650  \0$aSand.
=650  \0$aSlurry.
=650  \0$aTrench.
=650  \0$aSoil-structure interaction.
=650  \0$aSoil-structure.
=650  14$aBeam centrifuge.
=650  24$aSoil-structure interaction.
=650  24$aConstruction.
=650  24$aSand.
=650  24$aDiaphragm wall.
=650  24$aPile.
=650  24$aSlurry.
=650  24$aTrench.
=650  24$aExcavation.
=650  24$aConcreting.
=700  1\$aStanding, J. R.,$eauthor.
=700  1\$aMair, R. J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130191.htm

=LDR  02597nab a2200541 i 4500
=001  GTJ20120118
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20120118$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20120118$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aLi, Bo.,$eauthor.
=245  10$aExperimental Method to Study the Effects of Fabric Anisotropy on Elastic Shear Modulus of Sand /$cBo. Li, Xiangwu Zeng, Haiyan Ming.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aFabric anisotropy of a granular soil may strongly influence its engineering properties and behavior. This paper presents the results of a new experimental study designed to measure the anisotropic shear moduli by simulating fabric anisotropy. Piezoelectric transducers were used to obtain the elastic shear modulus in vertical, horizontal, and 45°  inclined planes (Gvh, Ghh, G?h) of samples prepared by 0° , 45° , and 90°  deposition angles. The measurements show a significant difference of G in these planes in soil samples because of the fabric anisotropy.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeposition angle.
=650  \0$aFabric.
=650  \0$aShear modulus.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aComposite materials.
=650  \0$aElectromagnetism.
=650  \0$aAnisotropy.
=650  14$aAnisotropy.
=650  24$aDeposition angle.
=650  24$aFabric.
=650  24$aShear modulus.
=700  1\$aZeng, Xiangwu,$eauthor.
=700  1\$aMing, Haiyan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20120118.htm

=LDR  03328nab a2200589 i 4500
=001  GTJ20130146
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130146$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130146$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aIsmeik, Muhannad,$eauthor.
=245  10$aModeling Soil Specific Surface Area with Artificial Neural Networks /$cMuhannad Ismeik, Orabi Al-Rawi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b47
=520  3\$aThis study presents artificial neural network (ANN) models to estimate the specific surface area of fine-grained soils as an alternative to sophisticated laboratory procedures. Geotechnical properties of 206 soils were measured experimentally based on ASTM standards. Soil input parameters used in database development were particle size at 10 %, 30 %, and 60 % finer, coefficient of curvature, coefficient of uniformity, percentage of silts and clays, percentage of soil passing sieve No. 200, fineness modulus, liquid limit, plastic limit, plasticity index, and activity. This data was used to train, test, and develop ANN models based on the backpropagation algorithm. Performance of ANN estimation was reliable when comparing the predictions with target outputs. Results indicated that the suggested ANN models exhibited excellent fit of the data as measured by the coefficient of determination and mean-square-error values. Thus, the developed ANN models could be used as a simple prediction tool to estimate soil-specific surface area reliably and efficiently as a rapid inexpensive substitute for cumbersome laboratory techniques.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFine-grained soils.
=650  \0$aIndex properties.
=650  \0$aModeling.
=650  \0$aMultiple regression analysis.
=650  \0$aSpecific surface area.
=650  \0$aShear strength ofsoils.
=650  \0$aSoil mechanics.
=650  \0$aFine grainedsoils.
=650  \0$aClaysoils.
=650  \0$ashear strength.
=650  14$aSpecific surface area.
=650  24$aFine-grained soils.
=650  24$aIndex properties.
=650  24$aModeling.
=650  24$aArtificial neural networks.
=650  24$aMultiple regression analysis.
=700  1\$aAl-Rawi, Orabi,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130146.htm

=LDR  03138nab a2200529 i 4500
=001  GTJ20130189
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130189$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130189$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aEl-Sekelly, Waleed,$eauthor.
=245  10$aShear Wave Velocity Measurement in the Centrifuge Using Bender Elements /$cWaleed El-Sekelly, Anthony Tessari, Tarek Abdoun.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aShear wave velocity is an important parameter for the design of geotechnical systems, particularly in seismically active areas. The availability of a reliable method for measuring shear wave velocity in centrifuge soil models is necessary in order to fully characterize the soil. The paper describes enhanced bender elements system developed at Rensselaer Polytechnic Institute. The fabrication process of bender elements in the laboratory is described in this paper. Also, the estimation of the shear wave velocity using the first arrival method is explained along with a study of near field presence in the results. To confirm the validity of the system, four centrifuge experiments were conducted on dry and saturated Ottawa F#55 sand. A comparison is performed between dry and saturated soil having the same relative density. Also, the effect of the direction of polarization of the shear wave is studied in the paper. The results are then compared to theoretical values estimated based on the literature and are found to match reasonably well; thus confirming the accuracy of the new system.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aCentrifuge modeling.
=650  \0$aShear wave velocity.
=650  \0$aSoil dynamics.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSoil dynamics.
=650  24$aCentrifuge modeling.
=650  24$aShear wave velocity.
=650  24$aBender elements.
=700  1\$aTessari, Anthony,$eauthor.
=700  1\$aAbdoun, Tarek,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130189.htm

=LDR  03883nab a2200637 i 4500
=001  GTJ20130074
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130074$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130074$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG325.6
=082  04$a624.253$223
=100  1\$aAbdelSalam, Sherif S.,$eauthor.
=245  10$aModeling Load-Transfer Behavior of H-Piles Using Direct Shear and Penetration Test Results /$cSherif S. AbdelSalam, Muhannad T. Suleiman, Sri Sritharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aThe load transfer analysis (or t-z analysis) has long been used to predict the load-displacement response of axially loaded driven piles. However, the t-z curves along the pile length and q-z curve at the pile tip, required for the t-z analysis, are routinely obtained based on empirical correlations using field and/or laboratory soil tests. This study focuses on the use of a modified Direct Shear Laboratory Test (mDST) to directly quantify the t-z curves and the use of a penetration test, namely the Pile Tip Resistance test (PTR) to quantify the q-z curve, for partial-displacement piles. As part of this study, two instrumented steel H-piles driven in sandy soils were load tested and soil layers at the two sites were characterized using in situ and laboratory tests. A load transfer analysis was conducted utilizing the directly quantified t-z and q-z curves from the mDST and PTR, respectively, to calculate the response of the load tested piles. When compared to the measured load-displacement response and load distribution along pile length, the t-z analysis based on the mDST and PTR measurements showed very good agreement with the measured pile responses. Therefore, and despite the limited database availability at present, the proposed mDST-PTR based model is promising as it represents a simple and cost-effective means to accurately predict the load-displacement response of partial-displacement piles driven in cohesionless soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear test.
=650  \0$aH-piles.
=650  \0$aLoad-transfer.
=650  \0$aPile load-displacement curve.
=650  \0$aSoil-structure interaction.
=650  \0$aT-z analysis.
=650  \0$aT-z, and q-z curves.
=650  \0$aBridge decks.
=650  \0$aDirect shear tests.
=650  \0$aFinite element method.
=650  \0$aFlexure.
=650  \0$aFull-depth asphalt pavements.
=650  14$aSoil-structure interaction.
=650  24$aH-piles.
=650  24$aLoad-transfer.
=650  24$aT-z analysis.
=650  24$aT-z, and q-z curves.
=650  24$aDirect shear test.
=650  24$aPile load-displacement curve.
=700  1\$aSuleiman, Muhannad T.,$eauthor.
=700  1\$aSritharan, Sri,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130074.htm

=LDR  03743nab a2200565 i 4500
=001  GTJ20130132
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130132$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130132$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC556
=082  04$a627.0973$223
=100  1\$aBreitmeyer, Ronald J.,$eauthor.
=245  10$aEvaluation of Parameterization Techniques for Unsaturated Hydraulic Conductivity Functions for Municipal Solid Waste /$cRonald J. Breitmeyer, Craig H. Benson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b46
=520  3\$aA study was conducted to evaluate methods for parameterizing constitutive functions describing the unsaturated hydraulic conductivity (K?) and water retention curve (WRC) for municipal solid waste (MSW). Water retention curves and K? were measured using a hanging column apparatus and the multistep outflow (MSO) method on MSW specimens compacted at three different dry densities. Parameters for constitutive functions describing the WRC and K? were determined via nonlinear regression on the WRC data, nonlinear regression on the WRC and K? data, and numerical inversion conditioning on the water content and transient outflow data. Nonlinear regression of the measured WRC and K? and numerical inversion reproduced the measured K? with the least error. Nonlinear regression on only the WRC data resulted in the least error between the predicted and measured WRC but the greatest errors between the predicted and measured K?. Flow simulations using parameters obtained with any of the three parameter-estimation methods typically resulted in errors in predicted flow corresponding to errors in the specimen water content ranging between 1 % and 5 %, with some simulations returning errors of as much as 10 %. Inclusion of transient flow data (through inversion) or K? data results in improved parameterization for constitutive functions for K?. However, reasonable reproduction of flow data from the MSO tests was achieved using parameters obtained from regression on only WRC data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHydraulic conductivity.
=650  \0$aMultistep outflow.
=650  \0$aSolid waste.
=650  \0$aUnsaturated.
=650  \0$aWater retention.
=650  \0$aHydraulic structures$zUnited States$xEvaluation.
=650  \0$aHydraulic engineering$zUnited States$xEvaluation.
=650  \0$aPublic works$zUnited States$xEvaluation.
=650  \0$aInfrastructure (Economics)$zUnited States.
=650  14$aUnsaturated.
=650  24$aHydraulic conductivity.
=650  24$aWater retention.
=650  24$aSolid waste.
=650  24$aMultistep outflow.
=700  1\$aBenson, Craig H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130132.htm

=LDR  02273nab a2200493 i 4500
=001  GTJ20140008
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140008$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140008$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC191
=082  04$a530.4/16$223
=100  1\$aPrakash, K.,$eauthor.
=245  10$aDiscussion of "Atterberg Limits and Remolded Shear Strength-Water Content Relationships" /$cK. Prakash, A. Sridharan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe present discussion tries to bring out the importance of clay mineralogical composition of fine-grained soils on their liquid limit behaviour. It reinforces the author's observation that the undrained shear strengths at liquid limit water content and at plastic limit water content are not unique.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aStrength and Compressibility of Soils.
=650  \0$aTexture.
=650  \0$aPlasticity.
=650  14$aPlasticity.
=650  24$aTexture.
=650  24$aPlasticity and Density Characteristics of Soils.
=650  24$aStrength and Compressibility of Soils.
=650  24$aIdentification and Classification of Soils.
=700  1\$aSridharan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140008.htm

=LDR  04325nab a2200625 i 4500
=001  GTJ20130162
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130162$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130162$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD117.E45
=082  04$a545/.3$223
=100  1\$aBhatia, Shobha K.,$eauthor.
=245  10$aAlternatives for the Detection of Residual Polyacrylamide in Geotextile Tube Dewatering-Streaming Current Detection and China Clay Settling Rate Methods /$cShobha K. Bhatia, Mahmoud M. Khachan, Andrew M. Stallings, Jennifer L. Smith.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe use of polyacrylamide (PAM)-based flocculants has become an essential component of most geotextile tube dewatering projects. Although knowledge of the residual flocculant concentration in geotextile tube supernatant and effluent is essential to the safe use of PAM-based flocculants, residual flocculant concentration is not commonly measured in geotextile tube dewatering operations. Furthermore, there is no ASTM standard test method for measuring residual flocculant concentrations in water. This paper presents a comparative study of two different methods that are commonly used to measure residual flocculant concentrations in water: the Streaming Current Detection (SCD) method and the China Clay Settling Rate (CCSR) method, to evaluate their applicability to the geotextile tube industry. The comparison is based on an analysis of measured residual PAM concentrations obtained for five different cationic PAM polymers used to flocculate Tully fines soil. Optimum flocculant doses for the Tully fines soil were determined using the jar test (ASTM D2035-08) for three different solids concentrations by mass (5, 15, and 33 %). The SCD and CCSR methods were performed on the supernatants of Tully fines that were conditioned at their optimum doses and at concentrations 50 % above their optimum dose. Laboratory test results showed that both the SCD and CCSR methods produced similar residual PAM concentration results for the polymer/soil combinations tested. The SCD method, however, produced more consistent and repeatable results in comparison to the CCSR method. The SCD method was also easier to use and could be performed in shorter amounts of time than the CCSR method. Based on the results, it is recommended that the SCD method be standardized and used to measure residual PAM-based flocculant concentrations in geotextile tube supernatant and effluent.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChina clay settling rate method.
=650  \0$aEffluent.
=650  \0$aFlocculant.
=650  \0$aGeotextile tube.
=650  \0$aResidual.
=650  \0$aStreaming current detection method.
=650  \0$aSupernatant.
=650  \0$aPolyacrylamide gel electrophoresis.
=650  \0$aPolyacrylamide.
=650  14$aEffluent.
=650  24$aSupernatant.
=650  24$aResidual.
=650  24$aFlocculant.
=650  24$aPolyacrylamide.
=650  24$aStreaming current detection method.
=650  24$aChina clay settling rate method.
=650  24$aGeotextile tube.
=700  1\$aKhachan, Mahmoud M.,$eauthor.
=700  1\$aStallings, Andrew M.,$eauthor.
=700  1\$aSmith, Jennifer L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130162.htm

=LDR  03084nab a2200565 i 4500
=001  GTJ20130155
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130155$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130155$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN23
=082  04$a622/.8$223
=100  1\$aLade, Poul V.,$eauthor.
=245  10$aComparison of True Triaxial and Hollow Cylinder Tests on Cross-Anisotropic Sand Specimens /$cPoul V. Lade, Nina M. Rodriguez.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aExperiments have been performed in true triaxial equipment and in hollow cylinder equipment on dense Fine Nevada sand to study and compare the influence of the intermediate principal stress on the behavior observed in the two types of apparatuses. By suitable application of outside and inside pressures in hollow cylinder tests performed on cross-anisotropic sand deposits with horizontal bedding planes (without application of shear stresses), generated stress states are comparable with those applied in true triaxial tests on oriented specimens in Sector I and III of the octahedral plane. Stress non-uniformities occur in the hollow cylinder specimens and they may affect the results of these tests. The experiments showed good comparison in Sector I, but those in Sector III were not comparable because the hollow cylinder tests showed effects of buckling instability, failure in the ?2-direction, and effects of stiff versus flexible boundaries through which the pressures were applied.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCross-anisotropy.
=650  \0$aFailure mode.
=650  \0$aHollow cylinder test.
=650  \0$aSand.
=650  \0$aShear strength.
=650  \0$aTrue triaxial test.
=650  \0$aTest apparatus.
=650  \0$aTriaxial apparatus.
=650  14$aCross-anisotropy.
=650  24$aFailure mode.
=650  24$aHollow cylinder test.
=650  24$aSand.
=650  24$aTrue triaxial test.
=650  24$aShear strength.
=700  1\$aRodriguez, Nina M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130155.htm

=LDR  03605nab a2200577 i 4500
=001  GTJ20130114
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130114$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130114$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA174
=082  04$a620.1124$223
=100  1\$aZhu, Wei,$eauthor.
=245  10$aImproved Isotropically Consolidated Undrained Triaxial Test Method for Non-Self-Supporting Materials /$cWei Zhu, Rui Wang, Jia Zuo, Cheng Lin, Fanlu Min.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe non-self-supporting materials that are often encountered in practice include shield tunnel grout, cement mortar, mine tailings, and dredged sludge. These materials typically have characteristics of high moisture content and high flowability. So far, a complete mechanical process (e.g., consolidation and shearing) of the non-self-supporting materials has not been well characterized because the materials of high flowability cannot be tested directly in conventional triaxial test equipment. This paper presents an improved triaxial test method capable of preparing the flowable specimens and testing them in a conventional triaxial apparatus. The procedure includes: (1) a flowable specimen prepared in the split mold and forced to be erective through a small confining pressure applied to the holes built in the split mold, (2) the split mold was detached from the specimen using the specially designed components and remained in the triaxial cell, and (3) the specimen was then subjected to the consolidation and shearing test. The improved triaxial test method was used to test the shield tunnel grout, dredged sludge, and the dry sand in an isotropically consolidated undrained shear condition. The test results indicated the improved triaxial method was used successfully to simulate the stress-strain behavior of the non-self-supporting materials in a holistic manner.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aImproved triaxial test method.
=650  \0$aNon-self-supporting materials.
=650  \0$aUndrained shearing.
=650  \0$aAlkanes.
=650  \0$aParaffin deposition.
=650  \0$aShearing(Mechanics)
=650  \0$aStrength ofmaterials.
=650  14$aNon-self-supporting materials.
=650  24$aImproved triaxial test method.
=650  24$aConsolidation.
=650  24$aUndrained shearing.
=700  1\$aWang, Rui,$eauthor.
=700  1\$aZuo, Jia,$eauthor.
=700  1\$aLin, Cheng,$eauthor.
=700  1\$aMin, Fanlu,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130114.htm

=LDR  03262nab a2200529 i 4500
=001  GTJ20130202
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130202$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130202$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aVandenBerge, D. R.,$eauthor.
=245  10$aTriaxial Tests on Compacted Clays for Consolidated-Undrained Conditions /$cD. R. VandenBerge, T. L. Brandon, J. M. Duncan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aConsolidated-undrained tests must be performed on compacted soils to provide undrained soil properties for embankment design scenarios, such as rapid drawdown. These soils are subject to anisotropic consolidation under field conditions. Laboratory testing of compacted clays must consider the effects of the consolidation stress system as well as the subtleties involved in testing initially unsaturated clay specimens. This study considers the effects of anisotropic consolidation on the undrained strength of a compacted lean clay. Strengths were measured using isotropically and anisotropically consolidated undrained triaxial compression tests. It was found that anisotropic consolidation has little effect on the undrained strength of compacted clay at vertical effective consolidation stresses below 50 kPa. As the consolidation stress increased, anisotropic consolidation was shown to decrease the undrained strength by 30 % at vertical effective consolidation stress of 300 kPa. It was also found that undrained strengths can increase by 50 % of more due to increases in relative compaction of a few %. Recommendations are presented for addressing the challenges of performing consolidated-undrained tests on compacted clays.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropic consolidation.
=650  \0$aCompacted clay.
=650  \0$aTriaxial tests.
=650  \0$aUndrained strength.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aCompacted clay.
=650  24$aTriaxial tests.
=650  24$aAnisotropic consolidation.
=650  24$aUndrained strength.
=700  1\$aBrandon, T. L.,$eauthor.
=700  1\$aDuncan, J. M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130202.htm

=LDR  03368nab a2200601 i 4500
=001  GTJ20130126
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130126$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130126$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD426
=082  04$a628.5/5$223
=100  1\$aFeia, Sadok,$eauthor.
=245  10$aExperimental Evaluation of the Pore-Access Size Distribution of Sands /$cSadok Feia, Siavash Ghabezloo, Jean-Franc?ois Bruchon, Jean Sulem, Jean Canou, Jean-Claude Dupla.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aA simple experimental method is presented for evaluation of the pore-access size distribution of sands and, more generally, of cohesionless granular materials. The water-retention curve of a sand specimen is evaluated using a technique similar to the hanging column method (ASTM 2008) [ASTM D6836: Standard Test Methods for Determination of the Soil Water Chararcteristic Curve for Desorption Using a Hanging Column, Pressure Extractor, Chilled Mirror Hygrometer, and/or Centrifuge, Annual Book of ASTM Standards, ASTM International, West Conshohocken, PA, 2008] by application of a step-by-step variation of suction and measure of the corresponding changes in water content. The pore-access size distribution is then evaluated from the water-retention curve using the Young-Laplace law, which links the suction to the pore-access radius. The efficiency of this experimental method is demonstrated by studying the influence of various parameters such as the shape and the size of the grains, the spreading of the grain-size distribution, and also the relative density of the specimen on the pore-size distribution.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPore size distribution.
=650  \0$aSand.
=650  \0$aWater retention curve.
=650  \0$aGroundwater pollution.
=650  \0$aGroundwater.
=650  \0$aSoil.
=650  \0$aSorption.
=650  \0$aPollutants.
=650  \0$aPorosity.
=650  14$aSand.
=650  24$aPore size distribution.
=650  24$aWater retention curve.
=650  24$aPorosity.
=700  1\$aGhabezloo, Siavash,$eauthor.
=700  1\$aBruchon, Jean-Franc?ois,$eauthor.
=700  1\$aSulem, Jean,$eauthor.
=700  1\$aCanou, Jean,$eauthor.
=700  1\$aDupla, Jean-Claude,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130126.htm

=LDR  03729nab a2200589 i 4500
=001  GTJ20130144
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130144$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130144$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHM753
=082  04$a302.4$223
=100  1\$aThiyyakkandi, Sudheesh,$eauthor.
=245  10$aExperimental Group Behavior of Grouted Deep Foundations /$cSudheesh Thiyyakkandi, Michael McVay, Peter Lai.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (19 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b42
=520  3\$aPost-grouting of deep foundations following installation is a proven technique for enhancing axial resistance. The grouting is performed either below the tip of the foundation only (e.g., post-tip-grouted drilled shafts) or at both the side and the tip (e.g., jetted, side, and tip-grouted precast piles). The interaction of such foundations in group placement is currently unknown. This research focused on the group behavior of post-tip-grouted drilled shafts and jetted, side, and tip-grouted piles at a center-to-center spacing of three times the pile/shaft diameter. The study revealed that the post-tip-grouted drilled shafts acted independently within the group (i.e., negligible group interaction), whereas jetted, side, and tip-grouted piles behaved as a block under axial loading. It was determined that side grouting of a foundation prior to tip grouting significantly increases the grout pressure developed during tip grouting and helps in the formation of a tip grout bulb via a spherical cavity expansion process. Thus, the side and tip grouting of adjacent foundations within a group increases the confining stress and relative density of the soil mass within the group, resulting in block behavior under top-down loading. In contrast, tip-only grouted foundations showed little if any increase in radial stress and radial soil displacement, resulting in minimal improvement of the soil stiffness between shafts; as a result there was no block behavior and a negligible group effect at the tip.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxial load testing.
=650  \0$aChamber test.
=650  \0$aDeep foundations.
=650  \0$aGroup behavior.
=650  \0$aJetted and grouted precast pile.
=650  \0$aPost-grouted drilled shafts.
=650  \0$aCollectivebehavior.
=650  \0$aGroupidentity.
=650  \0$aIdentity (Psychology)
=650  14$aDeep foundations.
=650  24$aPost-grouted drilled shafts.
=650  24$aJetted and grouted precast pile.
=650  24$aChamber test.
=650  24$aGroup behavior.
=650  24$aAxial load testing.
=700  1\$aMcVay, Michael,$eauthor.
=700  1\$aLai, Peter,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 37, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2014$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130144.htm

=LDR  03228nab a2200601 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11253J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11253J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624.1/5136$223
=100  1\$aYoo, C.,$eauthor.
=245  10$aInstrumentation of Anchored Segmental Retaining Wall /$cC. Yoo, KM. Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThis paper presents the measured behavior of an anchored segmental retaining wall. In an attempt to understand the overall mechanical behavior of the anchored segmental retaining wall and to confirm the applicability of the design assumptions, an extensive monitoring program was implemented for a 7-m-high anchored segmental retaining wall. The measured horizontal earth pressures and the inferred tensile loads in the reinforcements indicated that the state of stress within the reinforced soil mass is higher than the Rankine active state of stress and that by Coulomb wedge analysis, approaching to that based on the FHWA design approach for inextensible reinforcements. The measured performance satisfied the minimum performance requirements for the internal stability with a maximum wall movement comparable to that reported for walls with inextensible reinforcements. The wall survived severe rainfalls during and after the wall construction, exhibiting an excellent performance in terms of drainage. Implications and findings from this study are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aActive earth pressure.
=650  \0$aAnchored wall.
=650  \0$aEarth pressure cell.
=650  \0$aSegmental retaining wall.
=650  \0$aStrain gage.
=650  \0$aWall displacement.
=650  \0$ainclinometer.
=650  \0$aSoils$xTesting$xInstruments.
=650  \0$ainstrumentation.
=650  14$aSegmental retaining wall.
=650  24$aAnchored wall.
=650  24$aInstrumentation.
=650  24$aWall displacement.
=650  24$aActive earth pressure.
=650  24$aEarth pressure cell.
=650  24$aInclinometer.
=650  24$aStrain gage.
=700  1\$aLee, KM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11253J.htm

=LDR  03308nab a2200625 i 4500
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11252J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11252J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aMarkou, IN.,$eauthor.
=245  10$aMechanical Behavior of a Pulverized Fly Ash Grouted Sand /$cIN. Markou, DK. Atmatzidis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aA laboratory investigation was conducted in order to develop a new grout based on pulverized fly ash. Pulverization of a selected Greek fly ash yielded a gradation with D15 = 1.3 µm, D50 = 6 µm, and D85 = 20 µm and Blaine specific surface approximately equal to 8300 cm2/g. Suspensions of this pulverized fly ash, improved with additives, have comparable properties to ordinary and microfine cement suspensions. Suspensions were injected into clean sands. Permeability, UU, and CU-PP triaxial compression tests were conducted on the grouted specimens. The coefficient of permeability of the sands is reduced by 4 to 7 orders of magnitude. Grouting increases the stiffness and reduces the deformability of the sands. The Mohr-Coulomb failure criterion represents adequately the behavior of the grouted sands, yielding cohesion values ranging from 290 to 450 kPa and angle of internal friction values up to 5°  higher than those of the clean sands. The shear strength parameters vary with axial strain, attaining their final values well before failure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGrouted sand.
=650  \0$aInjection grouting.
=650  \0$aLaboratory investigation.
=650  \0$aPermeability.
=650  \0$aPulverized fly ash.
=650  \0$aShear strength.
=650  \0$aSuspensions.
=650  \0$aTriaxial compression.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aInjection grouting.
=650  24$aSuspensions.
=650  24$aPulverized fly ash.
=650  24$aGrouted sand.
=650  24$aLaboratory investigation.
=650  24$aPermeability.
=650  24$aTriaxial compression.
=650  24$aShear strength.
=700  1\$aAtmatzidis, DK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11252J.htm

=LDR  03115nab a2200673 i 4500
=001  GTJ11258J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11258J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11258J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQM23.2
=082  04$a611$223
=100  1\$aFernandez, A.,$eauthor.
=245  10$aDesign Criteria for Geotomographic Field Studies /$cA. Fernandez, JC. Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe tomographic inversion of boundary measurements permits determining the spatial distribution of a material property within a soil mass. The most common geotomographic setup for wave-based measurements (mechanical or electromagnetic) consists of two arrays of transducers, one with sources and the other with receivers. The separation between the arrays and the number of sources and receivers have to be determined for every new field condition in order to satisfy resolution requirements in view of physical processes and mathematical constraints. The adequate design of a geotomographic study maximizes the amount of information gathered in the field, renders the maximum possible resolution within the physical constrains associated with field conditions and the available instruments, and prevents unnecessary measurement duplication.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCross-hole.
=650  \0$aGeophysics.
=650  \0$aImaging.
=650  \0$aIn situ testing.
=650  \0$aInversion.
=650  \0$aLeast squares.
=650  \0$aNondestructive testing.
=650  \0$aSeismic.
=650  \0$aSmall strain.
=650  \0$aTomography.
=650  \0$aTomography, X-Ray Computed.
=650  \0$aAnatomy.
=650  \0$aRadiotherapy.
=650  14$aTomography.
=650  24$aNondestructive testing.
=650  24$aGeophysics.
=650  24$aCross-hole.
=650  24$aSeismic.
=650  24$aImaging.
=650  24$aIn situ testing.
=650  24$aInversion.
=650  24$aLeast squares.
=650  24$aSmall strain.
=700  1\$aSantamarina, JC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11258J.htm

=LDR  02702nab a2200541 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11255J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11255J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aKelly, R.,$eauthor.
=245  10$aDesign and Performance of a 1m Diameter Ring Shear Apparatus /$cR. Kelly, DW. Airey, JT. Tabucanon.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aConstant Normal Stiffness (CNS) testing has evolved over the last 15 years in order to study the effects of soil deformations on the capacity of axially loaded piles. The majority of CNS testing in the laboratory has been carried out using modified shear box apparatus. However, results obtained from these apparatus may not accurately represent real behavior due to effects associated with the modifications to the shear box apparatus. The use of ring shear apparatus for CNS testing avoids many of the difficulties associated with modifying shear box apparatus. A large ring shear was constructed at the University of Sydney. This paper provides a description of the ring shear apparatus and some shakedown results to assess its performance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInterface.
=650  \0$aLoad cell.
=650  \0$aRing shear.
=650  \0$aSand.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aRing shear.
=650  24$aInterface.
=650  24$aSand.
=650  24$aLoad cell.
=700  1\$aAirey, DW.,$eauthor.
=700  1\$aTabucanon, JT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11255J.htm

=LDR  03139nab a2200577 i 4500
=001  GTJ11251J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11251J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11251J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aSeah, TH.,$eauthor.
=245  10$aConstant Rate of Strain Consolidation with Radial Drainage /$cTH. Seah, T. Juirnarongrit.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThis paper describes a method of determining the consolidation characteristics of soft Bangkok clay under the radial drainage condition by using a newly developed constant rate of strain (CRS) consolidometer. A new formulation for this type of test was proposed. A series of constant rate-of-strain consolidation tests were compared to the results of oedometer tests. The pore water pressure distribution across the specimen in the CRS tests was estimated from measurements made at two locations. The results agreed well with the theoretical solution. A simple method of estimating the preconsolidation pressure by means of the pore water pressure ratio is also proposed. Because the tests conducted at different strain rates indicate that apparent preconsolidation pressure increases with strain rate, it is believed that secondary compression occurred during primary consolidation for this clay. The consolidation characteristics, including coefficient of consolidation and coefficient of permeability, in the vertical and horizontal directions were also compared.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aClays.
=650  \0$aConsolidation.
=650  \0$aLaboratory tests.
=650  \0$aPermeability.
=650  \0$aTime dependence.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aAnisotropy.
=650  24$aClays.
=650  24$aConsolidation.
=650  24$aLaboratory tests.
=650  24$aPermeability.
=650  24$aTime dependence.
=700  1\$aJuirnarongrit, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11251J.htm

=LDR  02824nab a2200553 i 4500
=001  GTJ11256J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11256J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11256J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4/32$223
=100  1\$aGonc?alves, PF.,$eauthor.
=245  14$aThe Use Of Embedded Stress Cells For Monitoring Pavement Performance /$cPF. Gonc?alves, JAP Ceratti, AV. Damiani Bica.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThis paper discusses factors that influence the performance of stress cells embedded in pavement test sections. Accelerated testing of two instrumented flexible pavement sections was carried out using a linear traffic simulator. Interesting data were obtained from stress cells embedded in the clayey subgrade. For both sections, the vertical stress inside this layer was shown to increase with axle load repetition. It also appeared to correlate well with the corresponding increase of surface rutting. The interpretation of these data required a previous investigation of stress cell performance using both laboratory and in situ calibration tests. Details of pavement testing and cell calibration procedures are also described in this paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInstrumentation.
=650  \0$aLinear traffic simulator.
=650  \0$aPavements.
=650  \0$aStress cells.
=650  \0$acalibration.
=650  \0$aSoil moisture$xMeasurement.
=650  \0$aMoisture meters$xCalibration.
=650  14$aPavements.
=650  24$aLinear traffic simulator.
=650  24$aInstrumentation.
=650  24$aStress cells.
=650  24$aCalibration.
=700  1\$aCeratti, JAP,$eauthor.
=700  1\$aDamiani Bica, AV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11256J.htm

=LDR  02936nab a2200577 i 4500
=001  GTJ11261J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11261J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11261J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aDief, HM.,$eauthor.
=245  10$aShake Table Calibration and Specimen Preparation for Liquefaction Studies in the Centrifuge /$cHM. Dief, JL. Figueroa.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aRecently, a new geotechnical centrifuge was installed at Case Western Reserve University (CWRU). To use this facility in studying soil liquefaction required the development of a feedback correction procedure for the shake table input signals and an appropriate procedure for model preparation, as well as the design of a saturation system setup. These procedures are discussed in detail. Dynamic centrifuge tests at a scale of 60 g's were conducted on scaled pore fluid-saturated models. This fluid is a solution of a water-soluble polymer derived from cellulose at 60 times the viscosity of water. A comparison between the behavior of pore pressure responses during two identical dynamic centrifuge tests using either water or a scaled viscous fluid is documented in this paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aDynamic testing.
=650  \0$aPore fluid.
=650  \0$aShake table calibration.
=650  \0$aSignal feedback correction.
=650  \0$aliquefaction.
=650  \0$aSoil liquefaction.
=650  \0$asoil model preparation.
=650  14$aCentrifuge modeling.
=650  24$aDynamic testing.
=650  24$aPore fluid.
=650  24$aShake table calibration.
=650  24$aSignal feedback correction.
=650  24$aSoil model preparation.
=650  24$aLiquefaction.
=700  1\$aFigueroa, JL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11261J.htm

=LDR  03185nab a2200577 i 4500
=001  GTJ11260J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11260J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11260J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a537$223
=100  1\$aSeah, TH.,$eauthor.
=245  10$aStrength and Deformation Behavior of Soft Bangkok Clay /$cTH. Seah, KC. Lai.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe influence of stress history and stress state during consolidation and shearing were studied experimentally under undrained triaxial compression and extension modes, by using the Recompression and SHANSEP techniques. In the SHANSEP tests, the samples were consolidated to a vertical consolidation stress of about 1.5 to 2 times of the preconsolidation pressure under Ko consolidation condition, followed by swelling to required overconsolidation ratio before subjecting to undrained shear. Whereas in the Recompression technique, the samples were directly consolidation to in situ effective stress before undrained shearing, the volumetric strains of the reconsolidation were less than 2%, indicating relatively reasonable sampling quality. From the undrained shear results, the Recompression tests give higher undrained shear strength than estimated from SHANSEP tests by about 28%, indicating that some destructuring of soil structure may have occurred in the SHANSEP tests due to large vertical deformation during consolidation. Consequently, the undrained shear strength and the undrained modulus obtained from the SHANSEP tests were much lower.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aClays.
=650  \0$aConsolidation.
=650  \0$aDeformation.
=650  \0$aShear strength.
=650  \0$aStiffness.
=650  \0$aElectromagnetic fields$xMathematics.
=650  \0$aElectromagnetism.
=650  \0$aComposite materials.
=650  14$aAnisotropy.
=650  24$aClays.
=650  24$aConsolidation.
=650  24$aShear strength.
=650  24$aStiffness.
=650  24$aDeformation.
=700  1\$aLai, KC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11260J.htm

=LDR  03191nab a2200577 i 4500
=001  GTJ11254J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11254J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11254J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQ183.A1
=082  04$a502.85$223
=100  1\$aBrowne, C.,$eauthor.
=245  10$aPerformance Evaluation of Automated Machines for Measuring Gradation of Aggregates /$cC. Browne, AF. Rauch, CT. Haas, H. Kim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aSeveral automated devices are commercially available for measuring the gradation of stone aggregates. These computerized machines, which provide a rapid alternative to manual sieving, capture and process two-dimensional digital images of aggregate particles to determine grain size distribution. Five of these automated gradation devices were evaluated for accuracy using fifteen aggregate test samples. To quantify how well the machine results compare with data from standard sieve analyses, the CANWE (Cumulative And Normalized Weighted Error) statistic was developed and used. While the machine data did not match the sieve data exactly, the evaluated devices were found to provide good measures of particle gradation for most samples. These tests also indicate that some machines will give more repeatable results in multiple tests of a given material, while others yield better results when testing different materials. The methodology used in this study is suitable for objectively evaluating the accuracy of other rapid gradation machines for various applications.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aDigital imaging.
=650  \0$aGradation.
=650  \0$aSieve analysis.
=650  \0$alaboratory automation.
=650  \0$aLaboratories$xAutomation.
=650  \0$asize distribution.
=650  14$aAggregate.
=650  24$aSize distribution.
=650  24$aSieve analysis.
=650  24$aGradation.
=650  24$aDigital imaging.
=650  24$aLaboratory automation.
=700  1\$aRauch, AF.,$eauthor.
=700  1\$aHaas, CT.,$eauthor.
=700  1\$aKim, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11254J.htm

=LDR  03027nab a2200661 i 4500
=001  GTJ11257J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11257J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11257J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aLiu, J.,$eauthor.
=245  10$aConsolidation and Permeability of Transparent Amorphous Silica /$cJ. Liu, MG. Iskander, S. Sadek.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aThe consolidation and permeability of transparent amorphous silica are studied in this paper. Transparency is achieved by matching the refractive indices of the amorphous silica particles and the pore fluid. The fundamental premise of this research is that transparent synthetic soils made of amorphous silica can be used in model tests to study three-dimensional deformation and flow problems, using nonintrusive optical visualization techniques, if amorphous silica can be produced with geotechnical properties similar to natural soils. The amorphous silicas studied in this paper exhibit consolidation behavior similar to that of organic clays and peat. The permeability of the material falls within the range typically reported for clays and peats.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aConsolidation.
=650  \0$aDigital Image Correlation.
=650  \0$aImage Analysis.
=650  \0$aModel Tests.
=650  \0$aOptical.
=650  \0$aPeat.
=650  \0$aPermeability.
=650  \0$aTransparency.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aClay.
=650  24$aPeat.
=650  24$aConsolidation.
=650  24$aPermeability.
=650  24$aImage Analysis.
=650  24$aOptical.
=650  24$aTransparency.
=650  24$aDigital Image Correlation.
=650  24$aModel Tests.
=700  1\$aIskander, MG.,$eauthor.
=700  1\$aSadek, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11257J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11259J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11259J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a625.74$223
=100  1\$aKrosley, L.,$eauthor.
=245  10$aAlternative Encasement Materials for Clod Test /$cL. Krosley, WJ. Likos, N. Lu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThe Clod test has been often used in the United States for obtaining the relationship between soil volume or volumetric strain and water content for expansive soils. Alternative encasement materials non-toxic to humans and non-hazardous to the environment were examined for the Clod test. It is shown that Elmer's craft glue is superior to the commonly used solution of Dow saran resin and methyl ethyl ketone (MEK) for its non-hazardous nature, low cost, and fast testing time. For several different expansive soils, nearly identical volumetric strain-water content curves were obtained using the traditional solution of Dow saran resin and MEK and Elmer's craft glue. 3M adhesive spray was shown to be not suitable for encasement material. It is concluded that Elmer's craft glue can be reliably used as an excellent alternative encasement material for the clod test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClod test.
=650  \0$aEncasement material.
=650  \0$aVolumetric strain.
=650  \0$aexpansive soil.
=650  \0$aSoil stabilization.
=650  \0$aExpansive clays.
=650  14$aExpansive soil.
=650  24$aVolumetric strain.
=650  24$aClod test.
=650  24$aEncasement material.
=700  1\$aLikos, WJ.,$eauthor.
=700  1\$aLu, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 26, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2003$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11259J.htm

=LDR  03250nab a2200541 i 4500
=001  GTJ20140034
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140034$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140034$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN281
=082  04$a622/.24$223
=100  1\$aFox, Patrick J.,$eauthor.
=245  10$aLarge Soil Confinement Box for Seismic Performance Testing of Geo-Structures /$cPatrick J. Fox, Andrew C. Sander, Ahmed Elgamal, Paul Greco, Daniel Isaacs, Matthew Stone, Simon Wong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b43
=520  3\$aA large soil confinement box (LSCB) has been designed and constructed for seismic performance testing of large-scale geo-structures on the large high performance outdoor shake table (LHPOST) at the University of California-San Diego (UCSD). The LSCB is a rigid rectangular box with an open roof that covers the footprint of the LHPOST and has interior dimensions of 10.1 m (length) by 7.6 m (height) by 4.6 m or 5.8 m (width), depending upon assembly configuration. Boundary treatments are used to reduce side friction on the longitudinal walls and prevent slippage at the base. Shaking tests conducted on the empty LSCB indicate first resonance at 22-23 Hz, which is above the normal operating frequency of the LHPOST and should not significantly affect the measured dynamic response of geo-structure specimens. Tests conducted for a mechanically stabilized earth (MSE) retaining wall and two rocking bridge foundations indicate the versatility of the LSCB, including the capability to incorporate a liner and add water for tests on foundation soils with a shallow phreatic surface.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExcavation$xMethodology.
=650  14$asoil confinement box.
=650  24$aseismic performance testing.
=650  24$adynamic loading.
=650  24$ashake table.
=650  24$aMSE retaining wall.
=650  24$arocking bridge foundation.
=700  1\$aSander, Andrew C.,$eauthor.
=700  1\$aElgamal, Ahmed,$eauthor.
=700  1\$aGreco, Paul,$eauthor.
=700  1\$aIsaacs, Daniel,$eauthor.
=700  1\$aStone, Matthew,$eauthor.
=700  1\$aWong, Simon,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140034.htm

=LDR  04203nab a2200685 i 4500
=001  GTJ20140222
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140222$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140222$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS591
=082  04$a631.4$223
=100  1\$aDrnevich, Vincent P.,$eauthor.
=245  10$aApplications of the New Approach to Resonant Column Testing /$cVincent P. Drnevich, Salim Werden, Jeramy C. Ashlock, John R. Hall.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aFor more than 50 years, the resonant column test has been used to measure the shear modulus and damping of soils for shear strains ranging from 10-5 % to 0.5 %. For most soils, the test is non-destructive, and tests may be performed on the same specimen at multiple confining stresses simulating in situ conditions from near surface to great depths. This paper makes use of the transfer function approach for resonant column theory to obtain simple solutions for the test and applies it for two types of resonant column apparatus: the conventional fixed-base free top (including spring top) now referred to as device type 1, and for a new type of resonant column device, device type 2, where a torque transducer is mounted in the bottom platen of the device. Device type 2 uses the torque measured at the base of the specimen and the rotation measured at the top of the specimen to determine the shear modulus and damping. The advantage for taking torque measurements at the base of the specimen is because the torque that is measured is that transmitted by the specimen alone. Calibrations of top platen inertia, stiffness, damping, and torque input are not needed for device type 2. Solution of these equations with complex variables can be done with any number of programming languages. For example, simple, single page, Excel spreadsheets for each device type are provided. The paper concludes with a discussion of issues that need to be addressed before procedures involving non-resonant frequencies can be introduced into ASTM D4015 [ASTM D4015: Standard Test Method for Modulus and Damping of Soils by Fixed-Base Resonant-Column Method, Annual Book of ASTM Standards, ASTM International, West Conshohocken, PA, 2007].
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConfining pressure.
=650  \0$aCyclic and dynamic properties of soils.
=650  \0$aDamping.
=650  \0$aElastic waves.
=650  \0$aFrequency.
=650  \0$aLaboratory tests.
=650  \0$aNondestructive tests.
=650  \0$aResonance.
=650  \0$aShear modulus.
=650  \0$aTransfer function method.
=650  \0$aSoil science.
=650  \0$aSoils.
=650  14$aCyclic and dynamic properties of soils.
=650  24$aConfining pressure.
=650  24$aDamping.
=650  24$aElastic waves.
=650  24$aFrequency.
=650  24$aLaboratory tests.
=650  24$aNondestructive tests.
=650  24$aResonance.
=650  24$aShear modulus.
=650  24$aTransfer function method.
=700  1\$aWerden, Salim,$eauthor.
=700  1\$aAshlock, Jeramy C.,$eauthor.
=700  1\$aHall, John R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140222.htm

=LDR  03885nab a2200601 i 4500
=001  GTJ20140056
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140056$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140056$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aPei, Liang,$eauthor.
=245  10$aThermo-Triax :$bAn Apparatus for Testing Petrophysical Properties of Rocks Under Simulated Geothermal Reservoir Conditions /$cLiang Pei, Wolfram Ru?haak, Johannes Stegner, Kristian Ba?r, Sebastian Homuth, Philipp Mielke, Ingo Sass.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (21 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aA Thermo-Triax apparatus has been developed to facilitate research on petrophysical properties of rock samples under simulated geothermal reservoir conditions. The apparatus consists of control systems for vertical stress and horizontal confining pressure, a pair of independent pore pressure controllers for applying different upstream, and downstream pore pressures at bottom and top of rock specimens, an external heater and a data logging system. Permeability of rocks is measured using steady state and transient flow methods. The thermal expansion of metallic parts in the triaxial cell and the error introduced into the readings of the extensometers at high temperatures are calibrated via experiments on an aluminum specimen with known coefficient of thermal expansion. The possibilities of studying the effect of stress and temperature on permeability and compressibilities of porous rocks with the Thermo-Triax apparatus are presented with first data. The change of pore volume during the non-isothermal process between adjacent temperature levels as well as along the measurement of permeability at leveled temperatures is interpreted and calibrated. The thermal expansion of mineral grains during heating is verified with the data of pore volume change and the magnitude of thermal expansion of mineral grains is estimated and compared with reported values. The permeability measurements along different heating paths can be used to verify the temperature dependency of stress-dependent rock properties.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeothermal reservoir.
=650  \0$aPermeability.
=650  \0$aSteady state flow method.
=650  \0$aThermo-Triax.
=650  \0$aTransient flow method.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  14$aThermo-Triax.
=650  24$aPermeability.
=650  24$aGeothermal reservoir.
=650  24$aSteady state flow method.
=650  24$aTransient flow method.
=700  1\$aRu?haak, Wolfram,$eauthor.
=700  1\$aStegner, Johannes,$eauthor.
=700  1\$aBa?r, Kristian,$eauthor.
=700  1\$aHomuth, Sebastian,$eauthor.
=700  1\$aMielke, Philipp,$eauthor.
=700  1\$aSass, Ingo,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140056.htm

=LDR  03845nab a2200649 i 4500
=001  GTJ20140060
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140060$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140060$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.1/51$223
=100  1\$aViggiani, G.,$eauthor.
=245  10$aLaboratory X-ray Tomography :$bA Valuable Experimental Tool for Revealing Processes in Soils /$cG. Viggiani, E. Ando?, D. Takano, J.C. Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aThe use of high-resolution tomographic techniques has allowed for unprecedented observations and a renewed understanding of geomaterials and processes. A laboratory x-ray scanner is used to explore the potential of the technology in the context of complex geotechnical systems. Tests benefit from the fast and non-destructive nature of x-ray measurements and the micrometer-scale resolution that is attainable. Several first-time observations are reported here. In this paper we demonstrate the following: subsurface volume loss in sandy soils can cause the formation of sharply defined low-density pipes; cryogenic suction consolidates sediments next to ice lenses during ground freezing; root growth involves transverse expansion, and the stress relaxation at the tip facilitates further longitudinal invasion; blade insertion causes successive shear localizations; and the incipient formation of desiccation cracks is not necessarily along a planar front-in fact, the fracture plane may split as it encounters heterogeneities at the tip. Finally, it is shown that x-rays can be used to monitor chemical processes that cause coupled mechanical effects, such as osmotic consolidation induced by ionic diffusion and mineral dissolution. Although brief events may not be tomographically imaged, single x-ray radiographs can be analyzed and compared to gain extensive process information.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDesiccation cracks.
=650  \0$aFrozen ground.
=650  \0$aHeterogeneity.
=650  \0$aLocalization.
=650  \0$aRoots.
=650  \0$aSpatial variability.
=650  \0$aX-ray micro-tomography.
=650  \0$aSoil mechanics$xResearch$xData processing$xCongresses.
=650  \0$aTomography$xCongresses.
=650  \0$aConcrete$xAnalysis$xCongresses.
=650  \0$aRocks$xAnalysis$xCongresses.
=650  \0$aBuilding materials$xTesting$xCongresses.
=650  14$aX-ray micro-tomography.
=650  24$aHeterogeneity.
=650  24$aSpatial variability.
=650  24$aLocalization.
=650  24$aFrozen ground.
=650  24$aRoots.
=650  24$aDesiccation cracks.
=700  1\$aAndo?, E.,$eauthor.
=700  1\$aTakano, D.,$eauthor.
=700  1\$aSantamarina, J.C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140060.htm

=LDR  02883nab a2200505 i 4500
=001  GTJ20130131
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130131$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130131$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aShannon, B.,$eauthor.
=245  10$aThe Use of Restrained Ring Test Method for Soil Desiccation Studies /$cB. Shannon, J. Kodikara, P. Rajeev.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b53
=520  3\$aTensile failure in soils caused by desiccation cracking is of great importance in many geotechnical applications such as earth dam engineering, design of clay liners for waste contaminant systems, agricultural engineering, and environmental remediation. Currently, the majority of tests used for tensile strength measurement are based on external loading and few studies have measured soil tensile strength during the desiccation process. This study uses the restrained ring test as a method to determine the tensile strength in desiccating clay soils by isolating the initiation of a single crack. Four clay soils with varying shrink/swell potentials were tested and analyzed to predict their tensile strength during desiccation. Using image correlation or particle image velocimetry, information on shrinkage displacement and void ratio development were examined. An incremental non-linear elastic analytical model was used to explain the experimental behavior successfully.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$arestrained ring test.
=650  24$aclay.
=650  24$adesiccation cracking.
=650  24$asoil shrinkage.
=650  24$atensile strength.
=650  24$amoisture content.
=700  1\$aKodikara, J.,$eauthor.
=700  1\$aRajeev, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130131.htm

=LDR  03593nab a2200541 i 4500
=001  GTJ20130169
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130169$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130169$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/51363$223
=100  1\$aWang, Liping,$eauthor.
=245  10$aIn-flight Simulation of Pile Installation in Slopes in Centrifuge Model Tests /$cLiping Wang, Ga. Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aA new device was developed to simulate the in-flight installation of jacked displacement piles in slopes using centrifuge model tests. In the modularization-based design of this device, the pile installation process is divided into combinations of five-axis movements, which are realized by corresponding electric motors. New structures consisting of combined cubes and cylinders are proposed for the pile top and the picking-up unit. In addition, this device utilizes a series of techniques, such as the use of linear guideways, to increase digital control and the local stiffness of key structures. These measures provide a high degree of automation with good accuracy in determining the locations and vertical extents of piles during installation. The structures and electric motors in the device were optimized to provide high capacities for the load (10 kN) and displacement (260 mm). This device was designed with hollow components to control the size and mass of the entity (only 50 kg) and to satisfy rigorous requirements regarding the allowable deformation and stability levels during centrifuge model tests. The effectiveness of the device was verified using pile installation tests under various conditions. The test results were compared with results that were obtained using pre-flight pile installation. Overall, the pile installation method influenced the responses of the pile-reinforced slopes. For example, the loading-induced displacement of the slope with piles installed in-flight was considerably greater than that in the slope with piles installed at the 1g level when the load was near the limit.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge model test.
=650  \0$aDevice.
=650  \0$aPile.
=650  \0$aSlope.
=650  \0$aReinforced soils.
=650  \0$aSoil stabilization.
=650  \0$aSols$xStabilisation.
=650  14$aSlope.
=650  24$aReinforced soils.
=650  24$aPile.
=650  24$aDevice.
=650  24$aCentrifuge model test.
=700  1\$aZhang, Ga.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130169.htm

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=001  GTJ20140035
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140035$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140035$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aMilatz, M.,$eauthor.
=245  12$aA New Simple Shear Apparatus and Testing Method for Unsaturated Sands /$cM. Milatz, J. Grabe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThis paper deals with a new simple shear apparatus for the investigation of mechanical soil behavior of unsaturated coarse-grained soils under monotonous and cyclic loading conditions. Non-cohesive soils, such as sands, typically encounter low capillary effects, and little research has been dedicated to them so far. This holds true especially for effects of repeated loading. The presented test setup allows control of small matric suction up to 85 kPa within the soil specimens with the help of a vacuum control method. Although the pore water pressures are negative as occurring in nature, the pore air pressure is kept at an atmospheric level. Depending on the pore water drainage condition of the specimen boundaries, either drained constant suction tests (CS-tests) or undrained constant water content tests (CW-tests) can be performed. The focus of the research is placed on the interaction of loading and volume change with matric suction and degree of saturation, i.e., the hydraulic-mechanical coupling, during monotonous and cyclic shear. Central questions are the impact of matric suction and degree of saturation on the densification behavior as well as, vice versa, the effect of cyclic loading on a change of matric suction and degree of saturation. The new simple shear apparatus and testing method will be explained, their benefits and shortcomings will be discussed, and selected results of a series of tests will be presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic testing.
=650  \0$aSand.
=650  \0$aSimple shear testing.
=650  \0$aSuction control.
=650  \0$aSuction measurement.
=650  \0$aTensiometers.
=650  \0$aUnsaturated soil.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soil.
=650  24$aSimple shear testing.
=650  24$aSuction measurement.
=650  24$aTensiometers.
=650  24$aSuction control.
=650  24$aCyclic testing.
=650  24$aSand.
=700  1\$aGrabe, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140035.htm

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=001  GTJ20140163
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140163$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140163$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQ180.56
=082  04$a681$223
=100  1\$aSalazar, Sean E.,$eauthor.
=245  10$aConsideration of Internal Board Camera Optics for Triaxial Testing Applications /$cSean E. Salazar, Richard A. Coffman.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aThe application of small board cameras, located within a triaxial cell to determine radial and axial strain, was investigated. Specifically, charge-coupled device (CCD) sensors were utilized in conjunction with precision pinhole apertures to capture images from within the triaxial cell. The cameras were fully immersed in electronics-grade silicone oil and were able to withstand cell pressures that are common to triaxial testing (up to 1034 kPa (150 psi)). The small size of the cameras allowed for implementation within the triaxial cell, thereby avoiding: (1) the cumbersome corrections that are required to account for refraction at the confining fluid-cell wall-air interfaces and magnification due to cell wall curvature, and (2) the amount of space required for outside-of-the-cell monitoring systems that utilize cameras. The final design of the cameras was based on an iterative testing process in which various types of small board cameras, lenses, and finally pinhole apertures were investigated. The advantages of the lensless pinhole aperture camera design included: (1) lack of optical aberrations, such as those encountered in traditional lensed camera systems, (2) practically infinite depth of field, allowing for sharp, close-up images, and (3) wide-angle field of view without the distortions that are associated with the use of wide-angle lenses. As discussed herein, the pinhole cameras were optimized for optical resolution and light entry to minimize the effect of diffraction patterns that are commonly associated with pinhole apertures. The resolution of the cameras was determined to be sufficient for the potential application of the cameras (volume measurements). The instrumentation presented herein provides a novel alternative to the state-of-the-art outside-of-the-cell photogrammetric instrumentation that is currently employed to monitor soil specimens during triaxial tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory equipment.
=650  \0$aPhotogrammetry.
=650  \0$aTriaxial testing.
=650  \0$aLaboratories$xEquipment and supplies.
=650  \0$aRefraction.
=650  14$aPhotogrammetry.
=650  24$aRefraction.
=650  24$aTriaxial testing.
=650  24$aLaboratory equipment.
=700  1\$aCoffman, Richard A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140163.htm

=LDR  03294nab a2200505 i 4500
=001  GTJ20140078
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140078$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140078$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS591
=082  04$a631.4$223
=100  1\$aTaslagyan, Kare?n A.,$eauthor.
=245  12$aA Direct Shear Apparatus With Vibrational Loading /$cKare?n A. Taslagyan, Dave H. Chan, Norbert R. Morgenstern.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aFor some geotechnical design projects where soils are exposed to dynamic loads (vibrations), it becomes necessary to evaluate the strength and deformation characteristics of the soil under existing and/or anticipated vibrations. In order to investigate the effect of the vibrations on the strength and deformation properties of soils, representative samples should be collected and tested in laboratories and subjected to vibration of expected magnitudes. In this case, it is important that the laboratory equipment used is able to simulate field conditions as close as possible to provide the necessary parameters that can successfully be used in the design. A vibrational direct shear apparatus has been developed based on the conventional direct shear apparatus to evaluate the strength and deformation characteristics of soils (granular and cohesive) under a wide range of vibrational accelerations and frequencies. The apparatus makes it possible to test soils in both stress and displacement controlled modes. The design of the apparatus is such that it allows modification of the most commonly used direct shear apparatuses into the vibrational ones. The new apparatus was built and tested to prove its performance and reliability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic and dynamic properties of soils.
=650  \0$aStrength and compressibility of soils.
=650  \0$aVibrational direct shear apparatus.
=650  \0$aSoil science.
=650  \0$aSoils.
=650  14$aStrength and compressibility of soils.
=650  24$aCyclic and dynamic properties of soils.
=650  24$aVibrational direct shear apparatus.
=700  1\$aChan, Dave H.,$eauthor.
=700  1\$aMorgenstern, Norbert R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140078.htm

=LDR  03252nab a2200529 i 4500
=001  GTJ20130024
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2014\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130024$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130024$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aBicalho, Ka?tia V.,$eauthor.
=245  10$aSingle-Function Approach to Calibrating Whatman No. 42 Filter Paper Based on Suction Versus Water Content Relationships /$cKa?tia V. Bicalho, Adelmo I. Bertolde, Kamila F. Cupertino, Jean-Marie Fleureau, Anto?nio G. Correia.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2014.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aSeveral suction-water-content (s-w) calibrations for the filter paper method (FPM) used for soil-suction measurement have been published. Most of the calibrations involve a bilinear function (i.e., two different equations) with an inflection point occurring at 60 kPa < s < 100 kPa (i.e., 40 % < w < 50 %). An approach for defining a continuous calibration function with a smooth transition between the high and low suctions based on a regression analysis of various previously published calibrations obtained for filter paper Whatman No. 42 (W42) is presented and discussed. The approach is applied herein to data obtained from three established bilinear calibrations (six equations) for W42 filter paper to determine the two fitting parameters of the continuous function. An experimental evaluation of the new calibration show that the suctions estimated by the contact FPM test using the proposed function compare well with suctions measured by other laboratory techniques for two different soils for the suction range of 50 kPa < s < 400 kPa, which corresponds to a water content range of 30 % < w < 55 %.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aFilter paper.
=650  \0$aUnsaturated soil.
=650  \0$asoil suction.
=650  14$aUnsaturated soil.
=650  24$aSoil suction.
=650  24$aFilter paper.
=650  24$aCalibration.
=700  1\$aBertolde, Adelmo I.,$eauthor.
=700  1\$aCupertino, Kamila F.,$eauthor.
=700  1\$aFleureau, Jean-Marie,$eauthor.
=700  1\$aCorreia, Anto?nio G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130024.htm

=LDR  01861nab a2200397 i 4500
=001  GTJ100643
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100643$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100643$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.54
=082  04$a620.1/95$223
=100  1\$aMbonimpa, Mamert,$eauthor.
=245  10$aDiscussion "Determination of the Hydraulic Conductivity Function of a Highly Compressible Material Based on Tests with Saturated Samples" By Parent, S-E., Cabral, A., Dell'Avanzi, E., and Zornberg, J. G.REFERENCE :$bGeotechnical Testing Journal, Vol. 27, No. 6, Nov. 2004, pp. 614-618 /$cMamert Mbonimpa, Michel Aubertin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aThermal conductivity.
=700  1\$aAubertin, Michel,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100643.htm

=LDR  03544nab a2200601 i 4500
=001  GTJ100663
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100663$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100663$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aAydilek, AH.,$eauthor.
=245  10$aComparative Evaluation of Geotextile Pore Sizes Using Bubble Point Test and Image Analysis /$cAH. Aydilek, D. D'Hondt, RD. Holtz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aAnalysis of the filtration performance of a geotextile filter necessitates accurate information about the size distribution of geotextile pore openings. The effectiveness of the bubble point test in determining the pore and constriction sizes of geotextiles was evaluated. The characteristic woven geotextile pore and nonwoven geotextile constriction sizes, O95, were determined for a variety of specimens and compared with both the manufacturers' reported AOS values, and with those determined from the two previously developed image-based procedures and theoretical equations. The results indicated that the O95 sizes of woven mono and multifilament geotextiles determined by image analyses compared well with the AOS values, whereas the same observations were not made for the bubble point-based O95 sizes. The O95 constriction sizes of various nonwoven geotextiles obtained by the bubble point test were not comparable to the manufacturers' reported AOS values, indicating the limitation of ASTM D 4751 in determining constriction sizes. A direct method, such as image analysis, may be a better approach for determining the pore sizes of woven geotextiles, whereas the bubble point method should be preferred to determine constriction sizes in a nonwoven geotextile. Recommendations are made in regard to improvements in the current ASTM standard on bubble point testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBubble point.
=650  \0$aConstriction size.
=650  \0$aDry sieving.
=650  \0$aImage analysis.
=650  \0$aNonwoven geotextile.
=650  \0$aPore size.
=650  \0$aWoven geotextile.
=650  \0$aGeotextiles.
=650  \0$aTextile.
=650  14$aNonwoven geotextile.
=650  24$aWoven geotextile.
=650  24$aPore size.
=650  24$aConstriction size.
=650  24$aImage analysis.
=650  24$aDry sieving.
=650  24$aBubble point.
=700  1\$aD'Hondt, D.,$eauthor.
=700  1\$aHoltz, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100663.htm

=LDR  02763nab a2200529 i 4500
=001  GTJ13301
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ13301$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ13301$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aRD119.5.L55
=082  04$a617/.95$223
=100  1\$aMiller, GA.,$eauthor.
=245  10$aInterface Direct Shear Testing of Unsaturated Soil /$cGA. Miller, TB. Hamid.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aA commercially available direct shear apparatus was modified for testing unsaturated soil and interfaces between unsaturated soil and stainless steel. Major modifications include the addition of apparatus for suction-controlled testing using the axis translation method, and construction of shear boxes for testing unsaturated soil and interfaces. The major features of the device are described and results of performance tests are presented in this paper. In addition, typical results of tests on unsaturated clayey silt and interfaces are presented for drained tests conducted under different matric suction and net normal stress conditions. The Extended Mohr-Coulomb Failure Envelope for the soil is compared to that obtained for the rough interface. The soil/interface test results demonstrate the successful implementation of the device.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear test.
=650  \0$aInterface.
=650  \0$aSuction.
=650  \0$aUnsaturated soil.
=650  \0$aLiposuction.
=650  \0$aSurgery, Plastic.
=650  \0$aAdipose Tissue surgery.
=650  14$aUnsaturated soil.
=650  24$aInterface.
=650  24$aDirect shear test.
=650  24$aSuction.
=700  1\$aHamid, TB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ13301.htm

=LDR  02796nab a2200541 i 4500
=001  GTJ12624
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12624$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12624$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.1/92$223
=100  1\$aHong, Zhenshun,$eauthor.
=245  10$aVoid Ratio-Suction Behavior of Remolded Ariake Clays /$cZhenshun Hong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aA series of oedometer tests were performed on remolded or reconstituted Ariake clays. The test data can be well interpreted by a straight line in the bilogarithmic ln f~log p plot. The suction pressure p0 of remolded or reconstituted Ariake clays are determined by back extrapolation of the oedometer test curve to the initial void ratio e0. The void ratio at liquid limit eL is a powerful index of normalizing the relationships of initial void ratio e0 and suction pressure p0 for various remolded or reconstituted Ariake clays with different liquid limits. The normalized relationship between the normalized index e0/eL and suction pressure p0 is responsible for sensitivity of one. The existing oedometer data of remolded or reconstituted soils in literature are also compiled to compare with the proposed unique relationship between e0/eL and p0.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aLiquid limit.
=650  \0$aOedometer test.
=650  \0$aSuction pressure.
=650  \0$aWater content.
=650  \0$aPolymeric composites.
=650  \0$asaturated clay.
=650  \0$aNanostructured materials.
=650  14$aClays.
=650  24$aLiquid limit.
=650  24$aOedometer test.
=650  24$aSuction pressure.
=650  24$aWater content.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12624.htm

=LDR  03366nab a2200505 i 4500
=001  GTJ13138
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ13138$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ13138$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ211
=082  04$a629.8/93$223
=100  1\$aKong, LG.,$eauthor.
=245  10$aRate-Controlled Lateral-load Pile Tests Using a Robotic Manipulator in Centrifuge /$cLG. Kong, LM. Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aRobotic manipulators, as a new facility for centrifuge modeling, can provide a platform to carry out complex in-flight simulation of geotechnical problems. In this study, a four-axis robotic manipulator was employed to conduct a series of laterally-loaded pile tests in sand. Four model piles were installed into a sand bed and laterally loaded at different loading rates consecutively without stopping the centrifuge, which accordingly maximized consistency of the soil sample among the tests. Tests in both loose sand and dense sand were conducted. Detailed information of the test devices and procedures of soil sample preparation and load testing is described in this paper. The test results, including horizontal force-displacement curves, bending moment distributions, relationships between lateral resistance and loading rates, and p-y curves derived from the measured bending moment distributions, are presented. In addition, the effects of loading rate and ground surface are discussed based on the test results. It is found that, under the investigated conditions, loading rate has little effect on the horizontal resistance at specified displacements, but has significant effects on the bending moment and soil reaction distributions. The ground surface also has an effect on the behavior of the laterally-loaded piles. A simple modification method is used to consider the effect of ground surface on p-y curves at shallow depths.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aLaterally-loaded pile.
=650  \0$aLoading rate.
=650  \0$aRobotic manipulator.
=650  \0$aRobotics and Automation.
=650  14$aRobotic manipulator.
=650  24$aCentrifuge modeling.
=650  24$aLoading rate.
=650  24$aLaterally-loaded pile.
=700  1\$aZhang, LM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ13138.htm

=LDR  03293nab a2200757 i 4500
=001  GTJ100576
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100576$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100576$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aSchweisinger, T.,$eauthor.
=245  10$aRemovable Borehole Extensometers for Measuring Axial Displacements During Well Tests /$cT. Schweisinger, L. Murdoch, C. Huey.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b55
=520  3\$aFractures in rock hold important stores of water and petroleum, and slight changes in fracture aperture accompanying drawdown from pumping wells play a key role in recovering these resources. Two removable borehole extensometers were designed to measure small displacements in order to improve the characterization of fractured rock aquifers using hydraulic well tests. The extensometers consist of four major components: (1) a pair of anchors, (2) a temperature-compensated reference rod, (3) a registration system, and (4) a displacement transducer. One extensometer uses an axial reference rod with multiple, low-profile anchors, whereas another uses an offset reference rod with a single pair of anchors. Both designs can be readily mobilized and are capable of resolving submicron displacements in boreholes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnchors.
=650  \0$aBorehole.
=650  \0$aCracks.
=650  \0$aDeformable.
=650  \0$aDisplacement.
=650  \0$aExtensometer.
=650  \0$aField studies.
=650  \0$aFractures.
=650  \0$aGeophysical.
=650  \0$aHydromechanical.
=650  \0$aIn situ.
=650  \0$aMeasurement.
=650  \0$aMechanics.
=650  \0$aRock.
=650  \0$aMineralogy, Determinative.
=650  14$aBorehole.
=650  24$aExtensometer.
=650  24$aIn situ.
=650  24$aDisplacement.
=650  24$aDeformable.
=650  24$aFractures.
=650  24$aCracks.
=650  24$aHydromechanical.
=650  24$aGeophysical.
=650  24$aMeasurement.
=650  24$aRock.
=650  24$aMechanics.
=650  24$aAnchors.
=650  24$aField studies.
=700  1\$aMurdoch, L.,$eauthor.
=700  1\$aHuey, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100576.htm

=LDR  02971nab a2200577 i 4500
=001  GTJ100539
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100539$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100539$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aCui, Y-J,$eauthor.
=245  10$aUse of a Differential Pressure Transducer for the Monitoring of Soil Volume Change in Cyclic Triaxial Test on Unsaturated Soils /$cY-J Cui, A-M Tang, D. Marcial, J-M Terpereau, G. Marchadier, X. Boulay.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aA new experimental setup using a differential pressure transducer was developed, that enables the monitoring of volume changes in cyclic triaxial tests on unsaturated soils. Calibration tests were performed in order to analyze the performance of the setup, especially in terms of loading frequencies. Based on calibration results, a low frequency of 0.05 Hz was adopted for the tests carried out on the unsaturated loess from northern France. Five levels of water content were considered in the tests. The obtained results have confirmed the efficiency of the new system for volume change monitoring under cyclic loading. The effect of water content on the cyclic behavior of loess was clearly evidenced. Finally, some suggestions were made to improve the accuracy of the system.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aCyclic tests.
=650  \0$aLoess.
=650  \0$aUnsaturated soils.
=650  \0$aVolume measurement.
=650  \0$aSoil mechanics.
=650  14$aUnsaturated soils.
=650  24$aCyclic tests.
=650  24$aVolume measurement.
=650  24$aLoess.
=650  24$aCalibration.
=700  1\$aTang, A-M,$eauthor.
=700  1\$aMarcial, D.,$eauthor.
=700  1\$aTerpereau, J-M,$eauthor.
=700  1\$aMarchadier, G.,$eauthor.
=700  1\$aBoulay, X.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100539.htm

=LDR  03329nab a2200613 i 4500
=001  GTJ100731
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100731$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100731$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aMonroy, R.,$eauthor.
=245  14$aThe Suitability of the Osmotic Technique for the Long-term Testing of Partly Saturated Soils /$cR. Monroy, A. Ridley, K. Dineen, L. Zdravkovic.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe understanding of partly saturated soil behavior can be enhanced with the help of additional specialist testing in the laboratory. From the various techniques available to do so at present, the osmotic technique is probably the simplest one. However, there are concerns with the response of this system over time, and in particular its ability to sustain suctions for long periods of time. In this study, the response of a synthetic semi-permeable membrane in conjunction with a solution of high molecular weight has been investigated. The behavior of the osmotic system has been studied both in isolation and in full scale tests, by incorporating it into a purposely built oedometer. Not only was it possible to establish a calibration curve of osmotic potential versus concentration of solution but, additionally, it was possible to perform tests which extended for up to five months. The results suggest that with the correct choice of semi-permeable membrane and solution, it should be possible to use the osmotic technique in a satisfactory manner to perform any desired test on partly saturated soils, regardless of its duration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aLaboratory equipment.
=650  \0$aLaboratory tests.
=650  \0$aOedometer.
=650  \0$aOsmosis.
=650  \0$aPartial saturation.
=650  \0$aSuction.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClays.
=650  24$aLaboratory equipment.
=650  24$aLaboratory tests.
=650  24$aPartial saturation.
=650  24$aSuction.
=650  24$aOedometer.
=650  24$aOsmosis.
=700  1\$aRidley, A.,$eauthor.
=700  1\$aDineen, K.,$eauthor.
=700  1\$aZdravkovic, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100731.htm

=LDR  03473nab a2200541 i 4500
=001  GTJ100164
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2007\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100164$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100164$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD426
=082  04$a628.5/5$223
=100  1\$aRazavi, MR.,$eauthor.
=245  10$aRepresentative Elementary Volume Analysis of Sands Using X-Ray Computed Tomography /$cMR. Razavi, B. Muhunthan, O. Al Hattamleh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2007.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThe concept of a representative elementary volume (REV) provides an effective means of developing macroscopic measures in the description of granular materials. However, due to the difficulties associated with the measurement and characterization of granular microstructure the existence and size of an REV has remained largely conjectural. This study presents a systematic method to examine the characteristics of the REV using X-ray computed tomography images. The 3-D images of spherical glass beads, Silica sand, and Ottawa sand have been characterized using advanced image processing techniques. An interactive computer program is developed to study porosity variation within a sphere with increasing radius from the images of these materials. The porosity variation of Silica sand and Ottawa sand showed three characteristic regions: an initial fluctuation region due to microscopic variations, a constant plateau region, and a region with a monotonic increase/decrease due to heterogeneity. The homogenous medium of glass beads did not show the last region. The results show that for a random packing of spherical glass beads the REV is about two to three times of the identical average diameter. The radius for Silica sand composed mainly of elongated particles is between 5 to 11 times of d50 and for Ottawa sand composed mainly of subrounded particles is between 9 to 16 times of d50.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$a3-D image processing.
=650  \0$aGranular materials.
=650  \0$aRepresentative elementary volume.
=650  \0$aX-ray computed tomography.
=650  \0$aPorosity.
=650  \0$aSoil.
=650  14$aGranular materials.
=650  24$aRepresentative elementary volume.
=650  24$aPorosity.
=650  24$aX-ray computed tomography.
=650  24$a3-D image processing.
=700  1\$aMuhunthan, B.,$eauthor.
=700  1\$aAl Hattamleh, O.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 30, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2007$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100164.htm

=LDR  02944nab a2200661 i 4500
=001  GTJ11404J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11404J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11404J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aFakharian, K.,$eauthor.
=245  13$aAn Automated Apparatus for Three-Dimensional Monotonic and Cyclic Testing of Interfaces /$cK. Fakharian, E. Evgin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA new computer-controlled apparatus has been developed to study the behavior of interfaces between two materials under three-dimensional monotonic and cyclic loading conditions. The interface can be subjected to a normal stress, ?n, and two shear stresses, ?x, and ?y, acting simultaneously on the interface plane. The normal stress is applied by a pneumatic actuator that is operated by a motorized regulator. Shear stresses, which are perpendicular to each other, are applied by two stepper motors. Tests can be either displacement or load controlled.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aControl-data acquisition.
=650  \0$aCyclic loading.
=650  \0$aDirect shear.
=650  \0$aInterface testing.
=650  \0$aPeak strength.
=650  \0$aPile.
=650  \0$aResidual strength.
=650  \0$aSand.
=650  \0$aSoil-structure interaction.
=650  \0$aThree-dimensional loading.
=650  \0$aCompilers (Computer programs)
=650  \0$aProgramming languages (Electronic computers)
=650  14$aInterface testing.
=650  24$aDirect shear.
=650  24$aPeak strength.
=650  24$aResidual strength.
=650  24$aPile.
=650  24$aSand.
=650  24$aCyclic loading.
=650  24$aThree-dimensional loading.
=650  24$aSoil-structure interaction.
=650  24$aControl-data acquisition.
=700  1\$aEvgin, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11404J.htm

=LDR  02768nab a2200553 i 4500
=001  GTJ11412J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11412J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11412J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD899.C585
=082  04$a363.728$223
=100  1\$aMorris, PH.,$eauthor.
=245  10$aComparison of Gas and Water Pycnometry of Coal Mine Wastes /$cPH. Morris, DJ. Williams.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aCoal mine washery wastes comprise two major components whose specific gravities differ markedly. Consequently, their specific gravity is much more variable than that of natural soils and is determined relatively frequently. The specific gravity of coal mine wastes is determined more rapidly and efficiently by gas pycnometry than by water pycnometry. However, the two methods give significantly different results. Results of specific gravity determinations for washery wastes from Goonyella Coal Mine in central Queensland, Australia, by gas and water pycnometry, are compared. The differences between them are shown to arise from the pore structure and particle sizes of the wastes and the interaction between the internal surface of the wastes and the pycnometric fluids.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHelium.
=650  \0$aNitrogen.
=650  \0$aSpecific gravity.
=650  \0$aWater pycnometry.
=650  \0$acoal mine wastes.
=650  \0$aHazardous wastes.
=650  \0$agas pycnometry.
=650  14$aCoal mine wastes.
=650  24$aGas pycnometry.
=650  24$aHelium.
=650  24$aNitrogen.
=650  24$aSpecific gravity.
=650  24$aWater pycnometry.
=700  1\$aWilliams, DJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11412J.htm

=LDR  03188nab a2200565 i 4500
=001  GTJ11402J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11402J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11402J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/33$223
=100  1\$aStark, TD.,$eauthor.
=245  10$aConstant Volume Ring Shear Apparatus /$cTD. Stark, IA. Contreras.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aThe paper describes a constant volume ring shear apparatus that allows the measurement of the undrained peak and residual shear strengths of cohesive soils. The undrained peak and residual strengths are applicable to seismic stability evaluations of slopes comprised of or founded on cohesive soil. The constant-volume ring shear apparatus is equipped with a mechanism to adjust the normal stress during shear and a new specimen container that allows undisturbed specimens to be trimmed directly into the container. The normal stress is adjusted during shear such that the height of the soil specimen remains constant. This results in a constant volume or undrained shear condition. The results of constant volume ring shear tests on normally consolidated Drammen clay are compared with the results of undrained direct simple shear tests. The comparison reveals that the undrained peak shear strength obtained using the constant volume ring shear and direct simple shear apparatuses are in agreement. However, the constant-volume ring shear apparatus allows the measurement of the undrained residual strength because it permits unlimited continuous shear displacement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay shales.
=650  \0$aResidual strength.
=650  \0$aRing shear tests.
=650  \0$aSoft clays.
=650  \0$aTorsion shear tests.
=650  \0$aEmbankments.
=650  \0$aSlope stability.
=650  \0$aGround settlement.
=650  14$aSoft clays.
=650  24$aClay shales.
=650  24$aResidual strength.
=650  24$aSlope stability.
=650  24$aTorsion shear tests.
=650  24$aRing shear tests.
=700  1\$aContreras, IA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11402J.htm

=LDR  03361nab a2200577 i 4500
=001  GTJ11406J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11406J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11406J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aMcVay, MC.,$eauthor.
=245  10$aCentrifuge Testing of Fixed-Head Laterally Loaded Battered and Plumb Pile Groups in Sand /$cMC. McVay, T-I Shang, R. Casper.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aCentrifuge tests were conducted on driven in-flight fixed-head plumb and battered 3 × 3 pile groups at three-diameter (3D) and five-diameter (5D) spacings. The piles simulated 430-mm-diameter by 13-m-long pipe piles founded in medium loose (Dr = 33%) and medium dense (Dr = 55%) sands. The battered groups were in an A frame arrangement, i.e., each pile in a given row battered the same. Results of the tests showed that fixed-head plumb groups have a 30 to 55% higher lateral resistance than free-headed piles depending on soil density and pile spacing. For the battered 3D-spaced group, the lateral resistance was greater by 20 to 50% than the fixed-head plumb response in the medium dense sand; however, in the medium loose sand, the battered and plumb fixed-head group response was very similar. The latter is attributed to the limited axial tension capacity of the piles in the medium loose sand (Dr = 33%). Increasing the dead load on a battered group to 45% of its axial capacity resulted in a 30% increase in the group's lateral resistance. The lateral resistance of the 5D-spaced battered groups were in all cases greater than their 3D counterparts.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBattered pile groups.
=650  \0$aCentrifuge testing.
=650  \0$aFixed head pile groups.
=650  \0$aLateral loaded groups.
=650  \0$aPile groups in sand.
=650  \0$aPile groups.
=650  \0$aCompilers (Computer programs)
=650  \0$aProgramming languages (Electronic computers)
=650  14$aCentrifuge testing.
=650  24$aPile groups.
=650  24$aBattered pile groups.
=650  24$aLateral loaded groups.
=650  24$aFixed head pile groups.
=650  24$aPile groups in sand.
=700  1\$aShang, T-I,$eauthor.
=700  1\$aCasper, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11406J.htm

=LDR  03240nab a2200565 i 4500
=001  GTJ11410J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11410J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11410J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aGunnink, BW.,$eauthor.
=245  10$aAdvances in Conductometric Phase Transition Porosimetry /$cBW. Gunnink.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe paper describes advances in conductometric phase transition porosimetry (CPTP) test methods and procedures for measuring the pore size distribution of soil. Included are test methods and procedures for (1) measuring the "throat or neck" size distribution using CPTP cooling data, (2) measuring soil pore structure anisotropy using radial and axial CPTP test cells, and (3) measuring the pore size distribution of soil saturated with saline pore water. Test results are presented and discussed for each of these three advances. Some of the advantages of CPTP are that: (1) it is not necessary to dry specimens prior to testing, (2) it is possible to test relatively large specimens, (3) it is possible to investigate pore structure anisotropy, and (4) it is possible to measure the pore size distribution of specimens saturated with a variety of solutions. Some disadvantages are that: (1) saturation of specimens must be 100%, (2) pore size distribution is relative, thus an independent measure of total porosity in necessary, (3) maximum measurable pore size is about 1 ?m, and (4) testing time is relatively long, about two days.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary phenomena.
=650  \0$aClay structure.
=650  \0$aFine-grained soils.
=650  \0$aPorosimetry.
=650  \0$aSoil physical properties.
=650  \0$asoil structure.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aSoil structure.
=650  24$aCapillary phenomena.
=650  24$aClay structure.
=650  24$aConductometric phase transition porosimetry test method.
=650  24$aSoil physical properties.
=650  24$aFine-grained soils.
=650  24$aPorosimetry.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11410J.htm

=LDR  03236nab a2200589 i 4500
=001  GTJ11409J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11409J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11409J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aGhiassian, H.,$eauthor.
=245  10$aLaboratory Testing Apparatus for Slopes Stabilized by Anchored Geosynthetics /$cH. Ghiassian, RD. Hryciw, DH. Gray.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aA laboratory testing apparatus is described for examining slopes subjected to seepage and stabilized by anchored geosynthetics (AGS). The AGS technique can increase the stability of cohesionless slopes such as coastal dunes against surficial erosion and shallow mass failure caused by wave action and seepage forces. In the AGS, a geosynthetic fabric is placed on the face of the slope and tensioned via anchorage to the ground. The required tension is achieved through frictional or pullout resistance of earth anchors that are fastened to the fabric and driven into the underlying soil mass. In the laboratory testing apparatus, however, AGS tensioning is provided by thin wires connected to rigid steel tubes that exert line loads on the fabric. The wires in turn are connected to dead weights "beneath" the slope that simulate anchor loads. The prototype slopes are failed by uniformly decreasing anchor loads while maintaining the seepage gradient and orientation constant. Very good agreement was observed between experimental results and theoretical predictions of the failure mode and the average AGS loads at failure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnchoring.
=650  \0$aGeosynthetics.
=650  \0$aSands.
=650  \0$aSeepage.
=650  \0$aShear strength.
=650  \0$aStabilization.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aGeosynthetics.
=650  24$aAnchoring.
=650  24$aSands.
=650  24$aStabilization.
=650  24$aShear strength.
=650  24$aSeepage.
=700  1\$aHryciw, RD.,$eauthor.
=700  1\$aGray, DH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11409J.htm

=LDR  02826nab a2200661 i 4500
=001  GTJ11405J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11405J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11405J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aAgaiby, SW.,$eauthor.
=245  10$aOn Large-Scale Model Testing of Laterally Loaded Drilled Shafts in Sand /$cSW. Agaiby, FH. Kulhawy, CH. Trautmann.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aAn extensive large-scale laboratory model testing program was developed to assess the behavior of drilled shafts under lateral and moment loading. Because of the large scale of the testing, little information was available in the literature on sand deposit and test preparation or on test conduct and monitoring. In this paper, guidance is presented on these preparation and testing issues, and typical results are presented to illustrate the variability of the test results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aData acquisition.
=650  \0$aDrilled shafts.
=650  \0$aFoundations.
=650  \0$aInstrumentation.
=650  \0$aLateral loading.
=650  \0$aModel tests.
=650  \0$aQuality control monitoring.
=650  \0$aSands.
=650  \0$aTest preparation.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aModel tests.
=650  24$aSands.
=650  24$aFoundations.
=650  24$aDrilled shafts.
=650  24$aLateral loading.
=650  24$aTest preparation.
=650  24$aQuality control monitoring.
=650  24$aInstrumentation.
=650  24$aData acquisition.
=700  1\$aKulhawy, FH.,$eauthor.
=700  1\$aTrautmann, CH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11405J.htm

=LDR  03032nab a2200541 i 4500
=001  GTJ11403J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11403J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11403J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a631.4994$223
=100  1\$aAdams, BA.,$eauthor.
=245  10$aAir Volume Change Measurement in Unsaturated Soil Testing Using a Digital Pressure-Volume Controller /$cBA. Adams, D. Wulfsohn, DG. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aOne of the challenges associated with the testing of unsaturated soils is the measurement of air volume change induced by stress changes. This paper reports the results of an evaluation of a digital pressure-volume controller as an air volume change indicator. Effects of temperature, confined volume, and precompression of the measurement medium on the p-V characteristics and the device response were determined. The device was also used to measure air volume changes of unsaturated soil specimens undergoing isotropic consolidation and axial loading in constant water content tests in a triaxial cell. The results show that the controller performs satisfactorily as an air volume change measurement device. It also permits measurement of air volume change simultaneously with the implementation of the axis-translation technique, making it a versatile device in the testing of unsaturated soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir pressure control.
=650  \0$aAir volume change measurement.
=650  \0$aDigital pressure-volume controller.
=650  \0$aUnsaturated soil testing.
=650  \0$aRock mechanics.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xTesting.
=650  14$aAir volume change measurement.
=650  24$aUnsaturated soil testing.
=650  24$aDigital pressure-volume controller.
=650  24$aAir pressure control.
=700  1\$aWulfsohn, D.,$eauthor.
=700  1\$aFredlund, DG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11403J.htm

=LDR  02956nab a2200661 i 4500
=001  GTJ11408J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11408J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11408J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1800
=082  04$a621.382/75$223
=100  1\$aDowding, CH.,$eauthor.
=245  10$aWater Pressure Measurement with Time Domain Reflectometry Cables /$cCH. Dowding, F. Huang, PS. McComb.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aAttributes of the remote measurement of piezometric water pressure and water level with time domain reflectometry (TDR) techniques are investigated. The evaluation includes a two-wire system for unusually small riser tubes as well as parallel wire and air-filled or hollow coaxial cable for typical installations. Comparison of TDR cable and commercial pressure transducer technology shows coaxial cable TDR systems with distance crimps capable of equaling and exceeding the resolution of pressure transducers. Crimps provide permanent distance markers that allow the TDR system to be self-calibrating.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir-water interface.
=650  \0$aCoaxial cable.
=650  \0$aMultiplexing.
=650  \0$aPiezometer.
=650  \0$aPressure transducer.
=650  \0$aRemote operation.
=650  \0$aTelemetry.
=650  \0$aTime domain reflectometry.
=650  \0$aWater pressure.
=650  \0$areflectometry.
=650  \0$aTime-domain reflectometry.
=650  \0$aOptical fibers$xTesting.
=650  14$aTime domain reflectometry.
=650  24$aWater pressure.
=650  24$aCoaxial cable.
=650  24$aPressure transducer.
=650  24$aPiezometer.
=650  24$aRemote operation.
=650  24$aMultiplexing.
=650  24$aTelemetry.
=650  24$aAir-water interface.
=700  1\$aHuang, F.,$eauthor.
=700  1\$aMcComb, PS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11408J.htm

=LDR  02498nab a2200541 i 4500
=001  GTJ11411J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11411J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11411J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aAbdi, H.,$eauthor.
=245  10$aLaboratory Evaluation of Horizontal Stress in Overconsolidated Sands /$cH. Abdi, VK. Garga.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThis paper describes a method for the determination of in situ horizontal stresses of heavily overconsolidated sands using a stress-path triaxial apparatus. This method was proposed by Garga and Khan (1991), who applied it to overconsolidated clays. The proposed method is based on the concept that if the radial stress exceeds the in situ horizontal stress while maintaining the axial stress constant and equal to the in situ vertical effective stress, only then will the specimen experience significant axial strain.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHorizontal stress.
=650  \0$aLaboratory testing.
=650  \0$aOverconsolidation.
=650  \0$aSands.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aLaboratory testing.
=650  24$aOverconsolidation.
=650  24$aSands.
=650  24$aHorizontal stress.
=650  24$aK0.
=700  1\$aGarga, VK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11411J.htm

=LDR  02909nab a2200649 i 4500
=001  GTJ11407J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11407J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11407J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA775
=082  04$a624/.1834$223
=100  1\$aAbu-Hassanein, ZS.,$eauthor.
=245  10$aDetermining Bentonite Content in Soil-Bentonite Mixtures Using Electrical Conductivity /$cZS. Abu-Hassanein, CH. Benson, X. Wang, LR. Blotz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aA procedure based on electrical conductivity is described for measuring bentonite content in soil-bentonite mixtures having a wide range of bentonite contents. Standard equipment used for sedimentation analysis and an electrical conductivity meter are required. The procedure employs calibration curves relating electrical conductivity and bentonite concentration for soil-bentonite-water slurries. Calibration curves are presented for two sand-bentonite mixtures, a mixture of bentonite and waste mine rock, and two fine-grained soils mixed with bentonite.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite content.
=650  \0$aElectrical conductivity.
=650  \0$aHazardous waste.
=650  \0$aLandfill covers.
=650  \0$aLandfill liners.
=650  \0$aRemediation.
=650  \0$aSoil-bentonite mixtures.
=650  \0$aslurry walls.
=650  \0$aConcrete walls.
=650  \0$aFoundations.
=650  14$aBentonite content.
=650  24$aSoil-bentonite mixtures.
=650  24$aElectrical conductivity.
=650  24$aLandfill liners.
=650  24$aLandfill covers.
=650  24$aCaps.
=650  24$aSlurry walls.
=650  24$aHazardous waste.
=650  24$aRemediation.
=700  1\$aBenson, CH.,$eauthor.
=700  1\$aWang, X.,$eauthor.
=700  1\$aBlotz, LR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11407J.htm

=LDR  02013nab a2200565 i 4500
=001  GTJ10846J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10846J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10846J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590
=082  04$a631.4/05$223
=100  1\$aMayne, PW.,$eauthor.
=245  10$aDiscussion of "Triaxial Testing at the Norwegian Geotechnical Institute" by T. Berre /$cPW. Mayne.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (1 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAging.
=650  \0$aConsolidation.
=650  \0$aCyclic loading.
=650  \0$aLateral stresses.
=650  \0$aOverconsolidation.
=650  \0$aSoil tests.
=650  \0$aSwelling.
=650  \0$aSoils.
=650  \0$aEarth (Soils)
=650  14$aSoil tests.
=650  24$aOverconsolidation.
=650  24$aSwelling.
=650  24$aCyclic loading.
=650  24$aLateral stresses.
=650  24$aConsolidation.
=650  24$aAging.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10846J.htm

=LDR  02570nab a2200589 i 4500
=001  GTJ10844J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10844J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10844J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA278.2
=082  04$a519.5/36$223
=100  1\$aFrink, D.,$eauthor.
=245  10$aRegression Analysis of Experimental Data Using Desktop Computers /$cD. Frink, PN. Sundaram.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThis paper describes regression analysis of certain types of experimental data obtained from geotechnical testing. By suitable transformation, nonlinear equations may be converted into linear equations if appropriate weighting factors are applied to the data before performing the regression analysis. Sample problems in BASIC, which can be used with desktop computers, are described. Typical examples from soil mechanics and rock mechanics are included.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aNonlinear functions.
=650  \0$aRegression.
=650  \0$aRock mechanics.
=650  \0$aSoil mechanics.
=650  \0$aTransformation.
=650  \0$aWeighting factor.
=650  \0$aRegressionanalysis.
=650  \0$aEconometrics.
=650  \0$aexperimental data.
=650  14$aExperimental data.
=650  24$aSoil mechanics.
=650  24$aRock mechanics.
=650  24$aRegression.
=650  24$aNonlinear functions.
=650  24$aTransformation.
=650  24$aWeighting factor.
=700  1\$aSundaram, PN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10844J.htm

=LDR  03223nab a2200589 i 4500
=001  GTJ10839J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10839J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10839J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aIngold, TS.,$eauthor.
=245  12$aA Laboratory Investigation of Grid Reinforcements in Clay /$cTS. Ingold.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThe governing criteria for internal stability of reinforced soil require that the soil reinforcement should have adequate factors of safety against tensile fracture and pullout. In terms of total stress the pull-out resistance will be some function of the area of reinforcement embedded in the restraint zone and the soil-reinforcement adhesion that may be related to the undrained shear strength of the soil by an adhesion factor. This factor has been assessed for several types of reinforcement using a direct shear box with the reinforcement inclined across the two halves of the box. These tests showed grid reinforcement to be the most efficient, consequently, subsequent testing, in the form of pull-out and shear box tests with horizontal reinforcement, was restricted to grids. The adhesion factors were found to be markedly dependent on test method with the pull-out test giving the lowest values. An analytical assessment of the results suggests that grid pull-out resistance is a function of the area of grid members normal and parallel to the direction of applied load rather than embedded plan area.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aLaboratory tests.
=650  \0$aResearch and development.
=650  \0$aShear strength.
=650  \0$aSoil mechanics.
=650  \0$aSoil reinforcement.
=650  \0$aTheoretical analysis.
=650  \0$aUndrained behavior.
=650  \0$aClay$xHistory.
=650  14$aClays.
=650  24$aResearch and development.
=650  24$aShear strength.
=650  24$aSoil mechanics.
=650  24$aLaboratory tests.
=650  24$aUndrained behavior.
=650  24$aSoil reinforcement.
=650  24$aTheoretical analysis.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10839J.htm

=LDR  03021nab a2200625 i 4500
=001  GTJ10840J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10840J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10840J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aAl-Sanad, H.,$eauthor.
=245  10$aDynamic Shear Modulus and Damping Ratio from Random Loading Tests /$cH. Al-Sanad, MS. Aggour, JCS Yang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aDynamic shear modulus and damping ratio determination from random loading tests on dry Monterey and Ottawa sands in a resonant column device, in addition to sinusoidal loading, are presented. In the random excitation test, white noise was used to excite the specimens, and the responses of the specimens were analyzed by the random decrement technique. Using a sine-wave generator, the dynamic soil properties were also determined by the conventional technique. The results obtained indicated a good agreement between the modulus and damping obtained from the application of sinusoidal or random loading. It was concluded that the relationship of shear modulus and damping ratio with shear strain amplitude is independent of random or sinusoidal forcing functions within the range of variables tested.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesionless soils.
=650  \0$aDamping.
=650  \0$aLogarithmic decrement.
=650  \0$aRandom decrement technique.
=650  \0$aRandom loading.
=650  \0$aResonant column.
=650  \0$aSands.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aShear Modulus.
=650  14$aSands.
=650  24$aCohesionless soils.
=650  24$aDamping.
=650  24$aRandom loading.
=650  24$aShear modulus.
=650  24$aResonant column.
=650  24$aRandom decrement technique.
=650  24$aLogarithmic decrement.
=700  1\$aAggour, MS.,$eauthor.
=700  1\$aYang, JCS,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10840J.htm

=LDR  02895nab a2200805 i 4500
=001  GTJ10842J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10842J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10842J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTS1300
=082  04$a677$223
=100  1\$aCosta, JMA,$eauthor.
=245  10$aBurst Tester for Geotextile Bidirectional Strength /$cJMA Costa, GP. Raymond.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aA burst tester for assessing the bidirectional strength of geotextiles has been developed and is presented herein. The tester was used to determine the properties of a number of differently manufactured geotextiles, and these results are described. The results are analyzed using the theory for membranes subject to a uniform pressure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbrasion resistance.
=650  \0$aAbrasion.
=650  \0$aBurst pressure.
=650  \0$aEquipment.
=650  \0$aMeasurement.
=650  \0$aModulus.
=650  \0$aRailroad.
=650  \0$aRehabilitation.
=650  \0$aSoils.
=650  \0$aStones.
=650  \0$aStrength.
=650  \0$aSynthetic fabrics.
=650  \0$aTensile properties.
=650  \0$aTrack support.
=650  \0$aTrack.
=650  \0$aGeotextiles.
=650  \0$aTextile fabrics.
=650  \0$aFibres textiles.
=650  14$aStones.
=650  24$aSoils.
=650  24$aEquipment.
=650  24$aGeotextiles.
=650  24$aSynthetic fabrics.
=650  24$aAbrasion.
=650  24$aAbrasion resistance.
=650  24$aBurst pressure.
=650  24$aStrength.
=650  24$aModulus.
=650  24$aMeasurement.
=650  24$aRailroad.
=650  24$aTrack.
=650  24$aTrack support.
=650  24$aRehabilitation.
=650  24$aTensile properties.
=700  1\$aRaymond, GP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10842J.htm

=LDR  02054nab a2200565 i 4500
=001  GTJ10847J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10847J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10847J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ223.T75
=082  04$a681.2$223
=100  1\$aLutenegger, AJ.,$eauthor.
=245  10$aDiscussion of "The Modified Borehole Shear Device" by J. P. Demartinecourt and G. E. Bauer /$cAJ. Lutenegger.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (1 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aDrainage.
=650  \0$aDrill holes.
=650  \0$aField tests.
=650  \0$aIn situ strength.
=650  \0$aPorewater pressures.
=650  \0$aShear strength.
=650  \0$aTransducers.
=650  14$aField tests.
=650  24$aDrill holes.
=650  24$aShear strength.
=650  24$aDrainage.
=650  24$aPorewater pressures.
=650  24$aTransducers.
=650  24$aIn situ strength.
=650  24$aConsolidation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10847J.htm

=LDR  03253nab a2200601 i 4500
=001  GTJ10838J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10838J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10838J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aIngold, TS.,$eauthor.
=245  10$aLaboratory Pull-Out Testing of Grid Reinforcements in Sand /$cTS. Ingold.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aIn many reinforced soil applications the critical mode of failure involves pull-out of the reinforcement from the soil. Although grid reinforcement is known to be very efficient in resisting pull-out failure, very little is published on the mechanisms of soil-grid interaction. To investigate soil-grid behavior, several series of pull-out tests were conducted using both metallic and plastic grids embedded in sand. The results of these tests are presented in this paper together with details of the apparatus and testing techniques used. Results are also given for ancillary testing carried out to assess the effects of grid member orientation with respect to the direction of the applied pull-out load. These tests clearly demonstrate that pull-out resistance is a function of the cumulative embedded area of the grid members normal to the direction of pull-out and not the embedded plan area of the reinforcement. Based on these observations an analytical model is developed for strong inextensible grids. Analytical and test results are compared and found to be in good agreement for both metallic and plastic grids.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrained behavior.
=650  \0$aLaboratory tests.
=650  \0$aResearch and development.
=650  \0$aSands.
=650  \0$aShear strength.
=650  \0$aSoil reinforcement.
=650  \0$aTheoretical analysis.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$asoil mechanics.
=650  14$aSands.
=650  24$aResearch and development.
=650  24$aShear strength.
=650  24$aSoil mechanics.
=650  24$aLaboratory tests.
=650  24$aDrained behavior.
=650  24$aSoil reinforcement.
=650  24$aTheoretical analysis.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10838J.htm

=LDR  02176nab a2200517 i 4500
=001  GTJ10841J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10841J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10841J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aAlther, GR.,$eauthor.
=245  14$aThe Methylene Blue Test for Bentonite Liner Quality Control /$cGR. Alther.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aAn in-situ procedure for evaluating the quality of soil and soil/bentonite admix liners is described. The methylene blue (MB) test is based on the principle that cationic dyes base exchange in proportion to the clay content in soils or clay slurries. The number of exchangeable ions present is determined by replacing these ions with methylene blue.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aPorosity.
=650  \0$aQuality control.
=650  \0$aSlurries.
=650  \0$aSoils.
=650  \0$aClay$xHistory.
=650  14$aQuality control.
=650  24$aSlurries.
=650  24$aSoils.
=650  24$aClay.
=650  24$aPorosity.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10841J.htm

=LDR  02331nab a2200541 i 4500
=001  GTJ10843J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10843J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10843J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP326.U6
=082  04$a333.8/215/0973$223
=100  1\$aPeng, SS.,$eauthor.
=245  10$aDirect Shear Strength of Appalachian Coal /$cSS. Peng, CW. Patrick, AW. Khair.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aA total of 142 prismatic specimens were prepared from five different Appalachian coal seams for direct shear-strength tests. Two types of specimen fracture were observed. The shear stress versus shear displacement and normal displacement for each specimen were recorded and analyzed. Two linear regressions were derived to best fit the shear failure of the coal.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoal.
=650  \0$aDirect shear tests.
=650  \0$aShear failures.
=650  \0$aShear strength.
=650  \0$aTest specimens.
=650  \0$aCoal$xGovernment policy.
=650  14$aCoal.
=650  24$aTest specimens.
=650  24$aDirect shear tests.
=650  24$aShear strength.
=650  24$aShear failures.
=700  1\$aPatrick, CW.,$eauthor.
=700  1\$aKhair, AW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10843J.htm

=LDR  02521nab a2200577 i 4500
=001  GTJ10845J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10845J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10845J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aTiedemann, DA.,$eauthor.
=245  10$aUse of a Chain Saw for Obtaining Undisturbed Block Samples /$cDA. Tiedemann, RD. Sorensen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aHigh quality undisturbed soil samples can be obtained by hand cutting methods. However, the procedures currently used are tedious, time consuming, and may not yield acceptable results in certain soil types. A procedure using a chain saw with a specially fabricated chain has been developed and field tested. The procedure has been shown to provide quality samples of a variety of materials in much less time than would be required using coventional methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFoundation investigations.
=650  \0$aSamples.
=650  \0$aSampling.
=650  \0$aSoil investigations.
=650  \0$aSoils.
=650  \0$aUndisturbed samples.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$asoil mechanics.
=650  14$aUndisturbed samples.
=650  24$aSampling.
=650  24$aSamples.
=650  24$aSoil investigations.
=650  24$aFoundation investigations.
=650  24$aSoils.
=700  1\$aSorensen, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10845J.htm

=LDR  03063nab a2200409 i 4500
=001  GTJ100792
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100792$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100792$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aEl-Kelesh, Adel M.,$eauthor.
=245  10$aCalibration Chamber Modeling of Compaction Grouting /$cAdel M. El-Kelesh, Tamotsu Matsui.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aCompaction grouting, despite its many applications, has some problems that are basically attributed to the minimal guidelines to predict treatment effectiveness and the relatively little understanding of grouting mechanisms. To physically model and investigate compaction grouting in the laboratory under controlled conditions, large-scale calibration chamber, sand deposition, and injection systems have been developed. The chamber that has been developed is of the double-wall type and can independently control the sample stresses and deformations and impose different boundary conditions. Compared to the available double-wall chambers, the developed chamber has several innovative features. It is larger in size and self-reacting, applies the vertical stress at the top of the sample, provides for a rigid boundary at the base of the sample, and provides for upheave of the sample surface. The developed sand deposition system adopts the principles of pluvial deposition through air to prepare uniform soil samples at controlled relative densities. The developed injection system can inject actual compaction grouts. The developed systems are described in this paper. Some typical testing results are also presented and discussed to assess the chamber performance and illustrate the corresponding grouting mechanisms. The results reveal satisfactory performance of the developed systems and proper modeling of compaction grouting.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=700  1\$aMatsui, Tamotsu,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100792.htm

=LDR  03054nab a2200529 i 4500
=001  GTJ100990
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100990$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100990$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aEkblad, Jonas,$eauthor.
=245  10$aInfluence of Mica Content on Time Domain Reflectometry and Soil Water Characteristic Curve of Coarse Granular Materials /$cJonas Ekblad, Ulf Isacsson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aElevated fractions of free mica particles in unbound granular materials, used in road constructions, are believed to reduce bearing capacity and influence the hydraulic behavior of the road structure. The objective of this investigation was to study the influence of mica content on the soil water characteristic curve and the dielectric response measured by time domain reflectometry, for coarse granular (maximum particle size 63 mm) materials. Increased fraction of mica was achieved by partly replacing the base crushed rock material smaller than 4 mm, by pure muscovite mica of similar grading, thereby keeping the overall particle size distribution unchanged. Acquired results indicated that, given equal matric suction, the water retention capacity increased with increased amount of mica. Concerning the time domain reflectometry measurements, no influence of mica content could be detected. Determined water contents required adjustment because of the nonlinear distribution of water in the sample.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGranular materials.
=650  \0$aMoisture.
=650  \0$aSoil water characteristic curve.
=650  \0$aTime domain reflectometry.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aGranular materials.
=650  24$aMica.
=650  24$aMoisture.
=650  24$aTime domain reflectometry.
=650  24$aSoil water characteristic curve.
=700  1\$aIsacsson, Ulf,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100990.htm

=LDR  03387nab a2200541 i 4500
=001  GTJ101307
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101307$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101307$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aWanatowski, D.,$eauthor.
=245  10$aEffect of Specimen Preparation Method on the Stress-Strain Behavior of Sand in Plane-Strain Compression Tests /$cD. Wanatowski, J. Chu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b62
=520  3\$aExperimental results are presented in this paper to study the effect of specimen preparation method on the stress-strain behavior of sand in plane-strain compression tests. The data obtained from K0 consolidation, drained, undrained and strain path tests conducted on medium loose specimens prepared by the moist-tamping (MT) and the water sedimentation (WS) methods are compared. The test data show that the plane-strain compression behavior of medium loose sand under K0, drained and strain-path controlled (including undrained) conditions is affected by the specimen preparation method. Under K0 conditions, the K0 values obtained from the MT specimens are generally lower than those obtained from the WS specimens. Under drained conditions, more contractive behavior was observed for the MT sand. However, the failure stress ratio (or the failure friction angle) was not affected by the specimen preparation method. The data presented in this paper also illustrate that the compression behavior of medium loose sand in strain-path testing can be affected by the specimen preparation method. However, the differences in the stress-strain behavior will also depend on the strain increment ratio (d?v/d?1) imposed on the specimens. In general, different behaviors of the moist-tamped and water-deposited specimens reflect the influence of soil fabrics on the stress-strain behavior of sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMoist tamping.
=650  \0$aPlane-strain.
=650  \0$aPluviation.
=650  \0$aSand fabric.
=650  \0$aStress-strain behavior.
=650  \0$aSand.
=650  14$aSand.
=650  24$aPlane-strain.
=650  24$aStress-strain behavior.
=650  24$aSand fabric.
=650  24$aPluviation.
=650  24$aMoist tamping.
=700  1\$aChu, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101307.htm

=LDR  03526nab a2200565 i 4500
=001  GTJ100969
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100969$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100969$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD426
=082  04$a628.5/5$223
=100  1\$aMeegoda, Jay N.,$eauthor.
=245  10$aPrediction of Effective Porosity of Contaminated Fine Grained Soils Using Electrical Properties /$cJay N. Meegoda, Prasanna Ratnaweera.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aThe effective porosity is a required parameter for mass flow rate calculations in groundwater hydrogeology and movement of contaminants through clay liners. It is also an important soil parameter in geotechnical engineering. In this manuscript, a laboratory methodology based on electrical properties of soils is proposed to estimate the effective porosity of contaminated soils. Based on the cluster model proposed by Olsen 1962 and the three possible electrical current paths through soils, a three-element electrical model is proposed. Bulk electrical properties of a soil element were mathematically derived for input frequencies of 1-100 MHz. The bulk electrical properties of three soils at different confining pressures in both horizontal and vertical directions were measured for the said frequency range. The measured and the predicted bulk electrical properties of soil were compared; the predictions were used to establish effective porosity of the soil element. The predicted effective porosity values for three soils under different chemical environments were compared with those measured using tracer test. The comparisons show that electrical measurements could predict effective porosities of contaminated fine grained soils. These measurements can then be used to estimate in situ effective porosities, to be used in contaminant transport models.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContaminated soils.
=650  \0$aDielectric dispersion.
=650  \0$aEffective porosity.
=650  \0$aElectrical properties of soils.
=650  \0$aModeling.
=650  \0$aThree-element electrical model.
=650  \0$aPorosity.
=650  \0$aSoil.
=650  14$aElectrical properties of soils.
=650  24$aDielectric dispersion.
=650  24$aThree-element electrical model.
=650  24$aModeling.
=650  24$aEffective porosity.
=650  24$aContaminated soils.
=700  1\$aRatnaweera, Prasanna,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100969.htm

=LDR  02868nab a2200529 i 4500
=001  GTJ100755
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100755$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100755$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aErdinc Bilir, M.,$eauthor.
=245  12$aA Computer-Controlled Triaxial Test Apparatus for Measuring Swelling Characteristics of Reconstituted Clay-Bearing Rock /$cM. Erdinc Bilir, Dursun Sari, Yadigar V. Muftuoglu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aTo avoid problems encountered during and after the construction of engineeringprojects built within swelling rocks and soils, real data related to swelling stress and strains should be used to model such phenomena. A computer-controlled triaxial swelling test apparatus was developed to determine the swelling potentials for rock and soil specimens. It allows one to measure three-dimensional swelling strains and stress in a cylindrical specimen under variable axial and confinement stress variables. Triaxial swell tests were performed using three different procedures: free swell, strain-controlled, and stress-controlled under different axial and confinement stress conditions. The results of several tests conducted on reconstituted clay-bearing rock samples were statistically analyzed and mathematical models were presented and evaluated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aStrain.
=650  \0$aStress.
=650  \0$aSwelling.
=650  \0$aTriaxial test apparatus.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aSwelling.
=650  24$aTriaxial test apparatus.
=650  24$aStress.
=650  24$aStrain.
=700  1\$aSari, Dursun,$eauthor.
=700  1\$aMuftuoglu, Yadigar V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100755.htm

=LDR  03601nab a2200637 i 4500
=001  GTJ100220
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100220$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100220$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aGo?mez, Jesu?s E.,$eauthor.
=245  10$aSand-to-Concrete Interface Response to Complex Load Paths in a Large Displacement Shear Box /$cJesu?s E. Go?mez, George M. Filz, Robert M. Ebeling, Joseph E. Dove.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b46
=520  3\$aThe large displacement shear box (LDSB) allows testing of interfaces as large as 711 by 406 mm (28 by 16 in.) with maximum interface displacements of 305 mm (12 in.). This device has been used to investigate the response of a variety of interfaces, including clay-geomembrane interfaces for which large displacements are important. The most recent application of the LDSB was to study the response of several sand-to-concrete interfaces under complex loading paths. In this application, the relevant characteristics of the LDSB are its geometry, which reduces the significance of end effects, its ability to apply monotonic and cyclic loading, and its ability to apply simultaneous changes in shear and normal stresses so that complex loading paths can be followed. This paper describes the main features of the LDSB, as well as the testing procedures and results of the sand-to-concrete interface tests that were performed. A procedure for normalizing the interface shear test data is also presented. This procedure facilitates comparative evaluations of interface response to different types of loading. The test results formed the basis for development of an extended hyperbolic model for interfaces that has been implemented in finite element analyses of soil-structure interaction problems.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aDirect shear.
=650  \0$aInterface model.
=650  \0$aInterface.
=650  \0$aLock wall.
=650  \0$aRetaining wall.
=650  \0$aShear stiffness.
=650  \0$aSoil.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aInterface.
=650  24$aSoil.
=650  24$aConcrete.
=650  24$aDirect shear.
=650  24$aShear stiffness.
=650  24$aInterface model.
=650  24$aRetaining wall.
=650  24$aLock wall.
=700  1\$aFilz, George M.,$eauthor.
=700  1\$aEbeling, Robert M.,$eauthor.
=700  1\$aDove, Joseph E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100220.htm

=LDR  02950nab a2200565 i 4500
=001  GTJ100768
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100768$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100768$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aRao, K. Seshagiri,$eauthor.
=245  12$aA Polyaxial System for Testing of Jointed Rock Mass Models /$cK. Seshagiri Rao, Rajendra P. Tiwari.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aA polyaxial loading system was designed and developed at Indian Institute of Technology Delhi, India for laboratory testing of mechanical behavior of rock mass. The large-scale rock mass models of different joint geometry can be tested under polyaxial stress state simulating in situ stress conditions using this true-triaxial system. The system consists of a 1000 kN capacity vertical frame, a biaxial frame of 300 kN capacity fitted with two pairs of hydraulic jacks and platens, constant confining pressure unit for applying, monitoring, and maintaining horizontal stresses (?2 and ?3) on specimen faces, eight-channel data acquisition system, and a personal computer to record all load and deformation data. Its working was verified by conducting true-triaxial testing on several models specimens of sand-lime blocks having three sets of orthogonal joints.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformation.
=650  \0$aIntermediate principal stress.
=650  \0$aPhysical modeling.
=650  \0$aPolyaxial testing system.
=650  \0$aRock mass.
=650  \0$aStrength.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aPolyaxial testing system.
=650  24$aIntermediate principal stress.
=650  24$aStrength.
=650  24$aDeformation.
=650  24$aRock mass.
=650  24$aPhysical modeling.
=700  1\$aTiwari, Rajendra P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100768.htm

=LDR  01715nab a2200397 i 4500
=001  GTJ101261
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101261$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101261$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/897$223
=100  1\$aElton, David J.,$eauthor.
=245  10$aDiscussion "Comparative Evaluation of Geotextile Pore Sizes Using Bubble Point Test and Image Analysis" by Aydilek, A. H., D'Hondt, D., and Holtz, R.D. /$cDavid J. Elton, David W. Hayes.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotextiles.
=700  1\$aHayes, David W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101261.htm

=LDR  03184nab a2200601 i 4500
=001  GTJ100804
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100804$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100804$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aWeidlich, I.,$eauthor.
=245  10$aMeasurement of Normal Pressures and Friction Forces Acting on Buried Pipes Subjected to Cyclic Axial Displacements in Laboratory Experiments /$cI. Weidlich, M. Achmus.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe earth pressure acting on buried pipes is decisive for the pipe design. For pipes shifting in the ground, such as district heating pipes, which are subjected to cyclic temperature loading, the mobilizable friction force, which is also dependent on the earth pressure load, is a very important quantity. Friction force changes with cyclic axial displacement of a pipeline in operation. A special testing device was designed to investigate the friction forces and the normal pressures on a pipe buried in sand and how these change during cyclic axial displacement dependent on system and soil parameters. The experimental setup is presented, and in particular the application of the tactile pressure sensor, the special measuring technique used, is described. The dependence of the decrease in friction force on pipe diameter, soil overburden height, and relative density of the soil was investigated in the tests. The results are presented and the findings are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarth pressure.
=650  \0$aFriction force.
=650  \0$aPipe.
=650  \0$aSensor foil.
=650  \0$aSoil pipe interaction.
=650  \0$aStress distribution.
=650  \0$aTactile pressure sensor.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aTactile pressure sensor.
=650  24$aSensor foil.
=650  24$aEarth pressure.
=650  24$aStress distribution.
=650  24$aFriction force.
=650  24$aPipe.
=650  24$aSoil pipe interaction.
=700  1\$aAchmus, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 31, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 2008$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100804.htm

=LDR  02976nab a2200589 i 4500
=001  GTJ11044J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11044J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11044J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aReddy, ES.,$eauthor.
=245  10$aDirect Shear Interface Test for Shaft Capacity of Piles in Sand /$cES. Reddy, DN. Chapman, VVRN Sastry.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aFor precise estimation of shaft capacity of a pile, it is essential to determine accurately the soil-pile interface friction angle (?). The apparatus available to measure the value of ?, the miniature pile test apparatus and the soil-pile-slip test apparatus are only available for research purposes. This paper presents the details of an investigation carried out using the conventional direct shear test apparatus to measure the value of ? for soil-pile interface. The direct shear interface tests were conducted using four types of surfaces and two types of sands. The values of ? obtained from these tests are compared with the internal friction angle (?) of the sand and with the results obtained from soil-pile-slip tests. The interface test results are also used to estimate the shaft capacity of a few model piles embedded in sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear test.
=650  \0$aInterface friction.
=650  \0$aInternal friction.
=650  \0$aPile foundation.
=650  \0$aSand.
=650  \0$aShaft capacity.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aDirect shear test.
=650  24$aInterface friction.
=650  24$aInternal friction.
=650  24$aPile foundation.
=650  24$aSand.
=650  24$aShaft capacity.
=700  1\$aChapman, DN.,$eauthor.
=700  1\$aSastry, VVRN,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11044J.htm

=LDR  03238nab a2200553 i 4500
=001  GTJ11047J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11047J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11047J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ898
=082  04$a621.8/672$223
=100  1\$aAta, A.,$eauthor.
=245  14$aThe Physicochemical Interaction Between PHPA Polymer Slurry and Cement Mortar /$cA. Ata, M. O'Neill.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe aim of the present study was to improve understanding of the interaction of drilled shaft concrete, polymer slurry (used to stabilize boreholes during construction of the drilled shaft), and the foundation soil. Interface shear tests were performed in the laboratory to investigate the shear resistance between soil and a cement mortar interface after exposing the interface to a high-molecular-weight polymer slurry. Two types of soils were investigated: (a) stiff silty clay and (b) medium-dense sand. Results showed that for curing periods of 7 days the interface shear resistance was 28% to 46% higher when the interface was exposed to the polymer slurry relative to the interface shear strength of the standard unexposed samples. The ability of the polymer slurry to penetrate and stretch through the pores of silty clay and dense sand soils was demonstrated by investigating the exposed soil masses using scanning electron microscopy (SEM). Exposing the outside surface of cement mortar specimens to the polymer slurry for a period of 14 days caused pitting (roughening) of the mortar surface, which explains the increased interface shear resistance between the soil and the cement mortar after exposure to polymer slurry. The laboratory behavior was verified with full-scale field tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aPile.
=650  \0$aPolymer.
=650  \0$aslurry.
=650  \0$adrilled shaft.
=650  \0$ainterface shear.
=650  14$aPolymer.
=650  24$aSlurry.
=650  24$aConcrete.
=650  24$aPile.
=650  24$aDrilled shaft.
=650  24$aPHPA.
=650  24$aInterface shear.
=700  1\$aO'Neill, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11047J.htm

=LDR  03133nab a2200553 i 4500
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=006  m|||||o|||||||||||
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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11045J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11045J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD795.7
=082  04$a628.445$223
=100  1\$aRowe, RK.,$eauthor.
=245  10$aApparatus and Procedures for Assessing Inorganic Diffusion Coefficients for Geosynthetic Clay Liners /$cRK. Rowe, CB. Lake, RJ. Petrov.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThe apparatus and procedure for performing tests to obtain inorganic diffusion coefficients for Geosynthetic Clay Liners (GCLs) are described, and the processes (diffusion, anion exclusion and osmosis) that can affect the interpretation of these tests are discussed. Results from several inorganic diffusion tests on GCL and bentonite specimens show that the diffusion coefficients deduced for sodium (Na+) and chloride (Cl-) are directly related to the final bentonite void ratio. It is shown that diffusion through GCLs (or thin bentonite layers) can be modeled using a bulk porous media diffusion coefficient (Dp) consisting of the total porosity, nt, and a deduced diffusion coefficient, Dt, (Dp = ntDt) without the need to establish the true effective diffusion coefficient () without the need to establish the true effective diffusion coefficient (De) and effective porosity (ne). However, for a longer bentonite plug sample it is shown that the true effective diffusion coefficient (De) and effective porosity (ne) must be established to predict the contaminant transport through the sample.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonite.
=650  \0$aContaminant transport.
=650  \0$aDiffusion.
=650  \0$aEffective porosity.
=650  \0$abentonites.
=650  \0$aSoil permeability.
=650  \0$aClay.
=650  14$aGCL.
=650  24$aBentonite.
=650  24$aDiffusion.
=650  24$aEffective porosity.
=650  24$aContaminant transport.
=700  1\$aLake, CB.,$eauthor.
=700  1\$aPetrov, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11045J.htm

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=006  m|||||o|||||||||||
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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11043J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11043J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.1/35$223
=100  1\$aRao, KSS,$eauthor.
=245  10$aSwelling Behavior of a Desiccated Clay /$cKSS Rao, SM. Rao, S. Gangadhara.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aThis study examines the impact of varying the compaction (dry) density and water content on the swelling behavior of desiccated clay soil. Specimens in the shrunken state that have a history of four cycles of wetting and drying are referred to as desiccated specimens in this study. Experimental results showed that the volumetric swell potentials of the desiccated soil specimens were independent of their compaction water contents, but were strongly influenced by their initial void ratios. Comparatively, the vertical swell potentials of the desiccated specimens were independent of their initial water contents and initial void ratios. The results of this study indicated the existence of an optimum void ratio for the examined compacted specimens. Specimens compacted to this void ratio exhibit similar volumetric swell potentials in the as-compacted state and after cycles of wetting and drying.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic strain.
=650  \0$aLaboratory testing.
=650  \0$aSwelling.
=650  \0$ashrinkage.
=650  \0$aexpansive soils.
=650  \0$aSoil cement$xTesting.
=650  14$aExpansive soils.
=650  24$aCyclic strain.
=650  24$aSwelling.
=650  24$aShrinkage.
=650  24$aLaboratory testing.
=700  1\$aRao, SM.,$eauthor.
=700  1\$aGangadhara, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11043J.htm

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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11046J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11046J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.14
=082  04$a620.11233$223
=100  1\$aShang, JQ.,$eauthor.
=245  13$aAn Electrokinetic Testing Apparatus for Undisturbed/Remoulded Soils under In-Situ Stress Conditions /$cJQ. Shang, KL. Masterson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aIn this paper, the design and construction of an apparatus for the study of electrokinetics are presented in detail. The apparatus is capable of both applying a designated effective stress to a soil sample and measuring the volume change and pore pressure during the electrokinetic testing. The results of a high voltage electrokinetic test on a remolded natural clay sample are reported to illustrate the operation of the apparatus and to study the mechanism of high voltage electrokinetics. During the 91 day test period of, including the application of a high voltage (-10 kV to -12 kV) for 51 days via insulated electrodes, the volume and pore pressure changes were negligible. Nevertheless, the geotechnical properties of the soil significantly improved, including increases in shear strength (69%), shear modulus (151%) and preconsolidation pressure (700%). Since the increases are calculated with respect to the control sample under identical effective stress and drainage conditions over the same time period, they can only be attributed to high voltage electrokinetic effects, possibly cementation bonding, diagenesis, and ionic diffusion.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCementation.
=650  \0$aElectrokinetics.
=650  \0$aGeotechnical testing.
=650  \0$aPreconsolidation.
=650  \0$aShear modulus.
=650  \0$aShear strength.
=650  \0$asoil mechanics.
=650  \0$aPlastic analysis (Engineering)
=650  14$aElectrokinetics.
=650  24$aGeotechnical testing.
=650  24$aSoil mechanics.
=650  24$aShear strength.
=650  24$aShear modulus.
=650  24$aPreconsolidation.
=650  24$aCementation.
=700  1\$aMasterson, KL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11046J.htm

=LDR  02462nab a2200517 i 4500
=001  GTJ11041J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11041J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11041J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.1/5136$223
=100  1\$aIsmail, MA.,$eauthor.
=245  10$aSample Preparation Technique for Artificially Cemented Soils /$cMA. Ismail, HA. Joer, MF. Randolph.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aDesign of offshore foundations in cemented calcareous sediments requires a full understanding of the strength and deformation properties of the cemented soils. However, obtaining natural undisturbed samples from offshore sites is very expensive, and so there is a need to prepare reconstituted soils in the laboratory to replicate the natural material. Traditionally, cementing of the soils has been modelled by mixing Portland cement or gypsum powder with the uncemented soil in appropriate proportions to obtain a given strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCementation.
=650  \0$aSample preparation.
=650  \0$acalcareous soil.
=650  \0$atriaxial test.
=650  \0$aSoil mechanics.
=650  14$aCalcareous soil.
=650  24$aCementation.
=650  24$aTriaxial test.
=650  24$aSample preparation.
=700  1\$aJoer, HA.,$eauthor.
=700  1\$aRandolph, MF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11041J.htm

=LDR  02827nab a2200589 i 4500
=001  GTJ11042J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11042J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11042J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.22
=082  04$a620.11217$223
=100  1\$aLeong, WK.,$eauthor.
=245  10$aLiquefaction and Instability of a Granular Fill Material /$cWK. Leong, J. Chu, CI. Teh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe granular fills used for land reclamation in Singapore are usually dredged from the sea and contain a relatively high percent of shells. The engineering behavior of this type of granular fill may be different from that of clean sand. A series of laboratory studies were carried out to investigate the liquefaction and instability behavior of the granular fill under static loading conditions. Both static liquefaction and instability were observed to occur for loose granular fill. The instability occurred in the form of run-away deformation at a stress state below failure. The conditions for the occurrence of instability were established. The differences between liquefaction and instability were discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical state line.
=650  \0$aInstability.
=650  \0$aLiquefaction.
=650  \0$aSteady state line.
=650  \0$aStress-strain relationship.
=650  \0$acreep.
=650  \0$aMaterials$xCreep.
=650  \0$agranular fill.
=650  14$aCritical state line.
=650  24$aCreep.
=650  24$aGranular fill.
=650  24$aInstability.
=650  24$aLiquefaction.
=650  24$aSteady state line.
=650  24$aStress-strain relationship.
=700  1\$aChu, J.,$eauthor.
=700  1\$aTeh, CI.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11042J.htm

=LDR  03009nab a2200577 i 4500
=001  GTJ11039J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11039J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11039J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE538.5
=082  04$a551.22$223
=100  1\$aKuwano, R.,$eauthor.
=245  10$aAnisotropic Stiffness Measurements in a Stress-Path Triaxial Cell /$cR. Kuwano, TM. Connolly, RJ. Jardine.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b36
=520  3\$aAnisotropy plays a significant role in many geotechnical problems. This paper describes how the anisotropic stiffness properties of soils may be assessed through stress path triaxial tests. Local strain instrumentation has been optimised to identify the linear elastic region of sand without sacrificing the ability to study behavior at strains up to 15%; the system described performs equally well with sands, silts and clays. A novel technique has been developed in which multi-directional shear wave velocity measurements are combined with static tests to provide a complete description of the soil's cross-anisotropic elastic properties through a simple manipulation of classical elastic theory. Results obtained in tests on a dense sand are presented to demonstrate the system capabilities, show how the theoretical approach may be applied in practice, and draw attention to some interesting features of the soil's elastic anisotropy.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aBender element.
=650  \0$aLocal strain transducers.
=650  \0$aSand.
=650  \0$ashear waves.
=650  \0$aelasticity.
=650  \0$atriaxial cell.
=650  14$aTriaxial cell.
=650  24$aLocal strain transducers.
=650  24$aBender element.
=650  24$aAnisotropy.
=650  24$aElasticity.
=650  24$aSand.
=650  24$aShear waves.
=700  1\$aConnolly, TM.,$eauthor.
=700  1\$aJardine, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11039J.htm

=LDR  02396nab a2200517 i 4500
=001  GTJ11040J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11040J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11040J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871
=082  04$a333.79/68$223
=100  1\$aWong, RCK,$eauthor.
=245  10$aShear Deformation of Locked Sand in Triaxial Compression /$cRCK Wong.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aDense, uncemented, locked Athabasca oil sand specimens were tested in drained triaxial compression with enlarged lubricated platen ends. Computer tomography and scanning electron microscopy (SEM) imaging techniques were used to examine the micro-structural features of the intact and sheared specimens. The micro-structures studied in this paper include shear banding pattern, shear band thickness, and spatial porosity distributions inside and outside shear bands.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComputer tomography scanning.
=650  \0$aOil sand.
=650  \0$aScanning electron microscopy imaging.
=650  \0$aShear band.
=650  \0$aHeavy oil.
=650  \0$aOil sands.
=650  \0$aPetroleum engineering.
=650  14$aOil sand.
=650  24$aShear band.
=650  24$aComputer tomography scanning.
=650  24$aScanning electron microscopy imaging.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11040J.htm

=LDR  03237nab a2200577 i 4500
=001  GTJ11049J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11049J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11049J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE200
=082  04$a624.1/5136$223
=100  1\$aGabr, MA.,$eauthor.
=245  10$aElastic Modulus of Geogrid-Reinforced Sand Using Plate Load Tests /$cMA. Gabr, JH. Hart.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aAn experimental study was conducted to evaluate the elastic modulus of sand reinforced with polymeric geogrids. A total of nine plate load tests were performed in the laboratory using a 1.52 m × 1.52 m × 1.37 m (length × width × depth) test box, and a 0.3 m square test plate. The measured test data were used to evaluate a modulus constant (E1), rather than the bearing capacity, as traditionally presented in literature. The modulus constant was estimated based on two deformation levels of 9.2 mm and 4.6 mm. These deformation levels, defined as ?1 and ?0.5, correspond to normalized settlement ratios (?/B) of 1.5 and 3.0%, respectively, where B = width of the test plate. In general, a stiffer load-settlement response was measured when the geogrid reinforcement was included. Using SR1 geogrids with sand, the modulus constant (E1) decreased as a function of increasing u/B ratio (u = distance from plate to Eop reinforcement layer). In comparison, results indicated the presence of a critical u/B ratio when the SR2 geogrids were used. In this study, this particular ratio was estimated to be 0.65. Values of E1 from large scale model testing by Adams and Collin (1997) correlated well with E1 values evaluated from this testing program.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeogrid.
=650  \0$aGeosynthetics.
=650  \0$aLoad test.
=650  \0$aModulus.
=650  \0$aPlate.
=650  \0$aSand.
=650  \0$aRoad materials.
=650  \0$aRoads$xSubgrades.
=650  \0$aSoil mechanics.
=650  14$aGeosynthetics.
=650  24$aGeogrid.
=650  24$aLoad test.
=650  24$aModulus.
=650  24$aPlate.
=650  24$aSand.
=700  1\$aHart, JH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11049J.htm

=LDR  03231nab a2200541 i 4500
=001  GTJ11048J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11048J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11048J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aPercussion and Cone Methods of Determining the Liquid Limit of Soils :$bControlling Mechanisms /$cA. Sridharan, K. Prakash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aThe mechanisms controlling the liquid limit of montmorillonitic and kaolinitic soils are different. The observation that the liquid limits obtained by both the conventional percussion method and the cone penetration method differ quite appreciably from each other at low and high plasticity ranges indicates that the mechanisms dominating the two testing procedures are different. The analysis of the results obtained from the present experimental investigation, and the results available in the literature prove that the viscous shear resistance primarily controls the percussion method of testing, and that the frictional shear resistance dominates the cone method of testing. Since the viscous shear resistance is primarily due to the double-layer held water, which is characteristic of montmorillonitic soils, and the liquid limit of montmorillonitic soil is primarily governed by the diffuse double layer thickness, the percussion method is well suited to montmorillonitic soils. Likewise, as the interparticle frictional resistance is due to the mode of particle arrangement in addition to mineral frictional characteristics, and the same primarily controls the liquid limit of kaolinitic soils, the cone method suits kaolinitic soils better.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aLaboratory tests.
=650  \0$aPlasticity.
=650  \0$aShear strength.
=650  \0$amineralogy.
=650  \0$aMineralogy$xJuvenile literature.
=650  \0$aRocks.
=650  14$aClays.
=650  24$aLaboratory tests.
=650  24$aMineralogy.
=650  24$aPlasticity.
=650  24$aShear strength.
=700  1\$aPrakash, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11048J.htm

=LDR  03011nab a2200529 i 4500
=001  GTJ20140139
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140139$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140139$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aYe, Bin,$eauthor.
=245  12$aA New Device for Measuring the Supercritical CO2 Permeability in Porous Rocks Under Reservoir Conditions /$cBin Ye, Weimin Ye, Feng Zhang, Long Xu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aThis paper describes a newly developed device for measuring the CO2 permeability coefficient in porous rocks under reservoir conditions, in which the pressure and temperature of injected CO2 are usually beyond the critical point of 7.38 MPa and 31.8° C. The device consists of a pressure cell, a syringe pump for CO2, a pressure amplifier, a heating unit, and a measurement system. Two buffer tanks are set at the inlet and outlet of the seepage chamber to maintain stable CO2 injection and back pressures during testing. The supercritical CO2 flowing through the rock sample is depressurized to the gaseous phase to measure its flow rate at low pressure. An average flow rate over time is used to calculate the permeability coefficient of CO2 in the rock sample. A performance test was conducted to demonstrate the detailed characteristics of the device. A sample application using silt rock for testing proved that the device can effectively measure the permeability coefficient of supercritical CO2 in porous rock.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCO2 sequestration.
=650  \0$aFluid flow.
=650  \0$aPermeability.
=650  \0$aFluid dynamics.
=650  \0$aHydrogeology.
=650  14$aCCS.
=650  24$aCO2 sequestration.
=650  24$aPermeability.
=650  24$aFluid flow.
=700  1\$aYe, Weimin,$eauthor.
=700  1\$aZhang, Feng,$eauthor.
=700  1\$aXu, Long,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140139.htm

=LDR  03177nab a2200553 i 4500
=001  GTJ20140236
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140236$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140236$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQP363.3
=082  04$a573.8$223
=100  1\$aEvans, T. M.,$eauthor.
=245  10$aInnovative Data Acquisition for the Fall Cone Test in Teaching and Research /$cT. M. Evans, D. C. Simpson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThe fall cone device may be preferable to the Casagrande cup for the determination of liquid limits because it is based on a firm theoretical background and maintains a high degree of operator independence. This makes the fall cone device a superior tool for measuring consistency limits for research and for teaching soil mechanics. Two inexpensive data acquisition techniques are developed for the fall cone device that seek to make the fall cone equipment less expensive, better for teaching, and provide unique time-displacement data of cone motion. The first data acquisition technique uses an inexpensive USB camera and image processing to analyze cone motion, and the second method uses a commonly available linearly variable differential transformer (LVDT) to track cone motion. The techniques are validated by comparing measured liquid limit to the liquid limit measured with an unmodified fall cone and the Casagrande cup of several different soils. Details of the data acquisition techniques are presented along with typical time-displacement data of the cone motion.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aData acquisition.
=650  \0$aStrength and compressibility of soils.
=650  \0$aTexture.
=650  \0$aplasticity.
=650  \0$aNeuroplasticity.
=650  \0$aAnthropology.
=650  14$aTexture.
=650  24$aAtterberg limits.
=650  24$aData acquisition.
=650  24$aPlasticity and density characteristics of soils.
=650  24$aPlasticity.
=650  24$aStrength and compressibility of soils.
=700  1\$aSimpson, D. C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140236.htm

=LDR  03560nab a2200541 i 4500
=001  GTJ20130128
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130128$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130128$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS494.5.W3
=082  04$a631.7$223
=100  1\$aShetu, N. S.,$eauthor.
=245  10$aImplementation of an Intelligent Computing Platform for Determination of Moisture Content of Subgrade Soil /$cN. S. Shetu, M. A. Masum.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aDetermination of moisture content of soil is absolutely crucial and must be performed frequently to assure the quality of construction work. In a view to suppress the limitations and inaccuracies of the existing methods, a new concept is successfully implemented. Artificial neural networks (ANNs) and state-of-the-art electronic circuitry are embedded to realize an automatic measurement system based on an open-source computing platform. Moreover, to facilitate user interaction with the system, a sophisticated graphical user interface (GUI) is created. This system, from both the hardware and software perspective, brings new ideas in, not only the moisture content determination test, but in geotechnical engineering laboratory and field instrumentation in terms of accuracy, automation, and machine intelligence. It will be obvious from this work that open-source hardware and software embedded in test equipment can automate the whole test procedure for almost all types of tests in geotechnical engineering using appropriate sensor, and data-acquisition and processing routines. This paper presents the technical know-how of the system setup, hardware, and software development, workflow, and system validation for the determination of moisture content of subgrade soil in two distinct test modes-supervised and unsupervised. This work will demonstrate that, not only the test procedure can be automated, but time optimization is also possible, which results in at least 50 % test time reduction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoil compaction.
=650  \0$aSoil stabilization.
=650  \0$aSubgrade soil.
=650  \0$aWater content.
=650  \0$aSoil water content.
=650  \0$aIrrigation farming.
=650  \0$aEnvironnement.
=650  14$aSubgrade soil.
=650  24$aWater content.
=650  24$aSoil compaction.
=650  24$aSoil stabilization.
=650  24$aArtificial neural network.
=700  1\$aMasum, M. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130128.htm

=LDR  04057nab a2200505 i 4500
=001  GTJ20140048
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140048$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140048$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aR856
=082  04$a681.761$223
=100  1\$aBennett, Victoria,$eauthor.
=245  10$aEvaluation of Soft Clay Field Consolidation Using MEMS-Based In-Place Inclinometer-Accelerometer Array /$cVictoria Bennett, Tarek Abdoun, Matthew Barendse.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe objectives of this study are: (1) to compare data recorded with a recently developed in-place inclinometer-accelerometer system to data measured with other established instrumentation through full-scale laminar box tests and field test sites, and (2) to evaluate possible causes for discrepancies between the measured and theoretical soil settlement at a bridge replacement site on soft clay. The performance of the three-dimensional (3D) micro-electro-mechanical systems (MEMS)-based in-place inclinometer-accelerometer array is evaluated for monitoring the settlement and lateral spreading of a very soft, 30-m-deep clay deposit at a New York State Department of Transportation (NYSDOT) bridge realignment site. Brief design details are given of the developed instrumentation system, which utilizes MEMS devices to measure angles relative to gravity, in addition to signals proportional to acceleration. The estimated theoretical accuracy of the system-displacement measurement is assessed empirically using thousands of datasets from several long-term field installations. This new instrumentation system was also included in a full-scale laminar box test of a sloping saturated fine sand deposit. This full-scale test provides a means of evaluating measured acceleration data. In all cases, data recorded with the developed in-place inclinometer-accelerometer system is compared to data measured with state-of-the-practice instrumentation. These comparisons were extremely favorable and justified the future use of this instrumentation for many geotechnical applications. This study also includes an evaluation of commercially available geotechnical software settlement predictions as compared to measured data at the NYSDOT bridge realignment site. The results of this study indicate that the effectiveness of the prefabricated vertical drains (PVDs) is not constant throughout the monitoring period and that the changes in effectiveness cannot be captured in commercial software using a constant ch.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility of soil.
=650  \0$aSite monitoring.
=650  \0$afield instrumentation.
=650  \0$aAmplifiers, Electronic.
=650  14$aField instrumentation.
=650  24$aSite monitoring.
=650  24$aCompressibility of soil.
=650  24$aIn-place inclinometer-accelerometer array.
=700  1\$aAbdoun, Tarek,$eauthor.
=700  1\$aBarendse, Matthew,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140048.htm

=LDR  03145nab a2200553 i 4500
=001  GTJ20140151
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140151$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140151$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA755
=082  04$a624.1/51363$223
=100  1\$aVandenBerge, D. R.,$eauthor.
=245  10$aHighly Organic Fill for Levee Stability Berms /$cD. R. VandenBerge, T. L. Brandon, M. P. Wielputz.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aEarth berms constructed of cohesive fill are often used to improve the stability of levees. In some parts of the United States, many of the locally available cohesive soils contain high organic content (>9 %), which has historically prevented their use for stability berms. This study investigated the compaction characteristics, undrained strength, and erodibility of eight samples of clay from Louisiana with organic content ranging from 1.7 % to 29 % to evaluate their potential use for stability berms. The target total unit weight of 15.7 kN/m3 was found to be difficult to attain for soils with organic content above about 9 %. The desired minimum undrained strength of 19.2 kPa was easily attained for all of the organic content at water content up to 6 % wet of optimum. The erosion resistance, measured using the jet erosion test, stayed the same or increased as the organic content of the fill increased. Based on these test results, soils with organic content in excess of 9 % are suitable for use as stability berm fill, provided that a lower total unit weight can be used in design.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aJet erosion index.
=650  \0$aOrganic clay.
=650  \0$aStability berm.
=650  \0$aUnconfined compression.
=650  \0$aSoil compaction.
=650  \0$aGrouting.
=650  14$aStability berm.
=650  24$aOrganic clay.
=650  24$aCompaction.
=650  24$aUnconfined compression.
=650  24$aJet erosion index.
=700  1\$aBrandon, T. L.,$eauthor.
=700  1\$aWielputz, M. P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140151.htm

=LDR  03757nab a2200601 i 4500
=001  GTJ20140184
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140184$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140184$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG25.N53
=082  04$a624/.55/097471$223
=100  1\$aGillis, Kenneth,$eauthor.
=245  10$aDynamic Calibration of Tactile Sensors for Measurement of Soil Pressures in Centrifuge /$cKenneth Gillis, Shideh Dashti, Youssef M. A. Hashash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aTactile pressure sensors are flexible, thin sheets containing a matrix of sensors, which are used to measure earth pressures in geotechnical applications. Although more successful in static and 1-g shaking table tests, available tactile sensors do not capture the full amplitude content of dynamic signals in centrifuge experiments. This is due to under-sampling and the sensor's frequency-dependent response. A minimum sampling rate of 3000 samples per second is recommended in centrifuge testing to avoid under-sampling and capture frequencies up to 300 Hz in model scale. A new dynamic calibration methodology is proposed to characterize the sensor's frequency-dependent response by evaluating how it attenuates pressure at higher frequencies. Sinusoidal loads are applied to the sensor at different frequencies, and the applied pressure is simultaneously recorded by a reference load cell and a tactile sensor. A transfer function is then calculated by dividing the Fourier pressure amplitude of the load cell by that of the tactile sensor at a given frequency. To dynamically calibrate tactile sensors, this transfer function may be used as an amplitude correction function under general loading. Through a series of blind dynamic tests, the proposed frequency-dependent, dynamic calibration methodology is shown to reduce the peak residuals between the tactile and reference sensor recordings from approximately 0.55 to 0.15 at frequencies below 300 Hz.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge.
=650  \0$aDynamic physical modeling.
=650  \0$aEarth pressure.
=650  \0$aEarthquakes.
=650  \0$aSoil-structure-interaction.
=650  \0$aTactile sensor.
=650  \0$aUnderground structures.
=650  \0$abridge abutment.
=650  \0$aDesign and construction.
=650  14$aTactile sensor.
=650  24$aEarth pressure.
=650  24$aUnderground structures.
=650  24$aSoil-structure-interaction.
=650  24$aCentrifuge.
=650  24$aDynamic physical modeling.
=650  24$aEarthquakes.
=700  1\$aDashti, Shideh,$eauthor.
=700  1\$aHashash, Youssef M. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140184.htm

=LDR  03217nab a2200565 i 4500
=001  GTJ20130154
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20130154$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20130154$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.C3
=082  04$a552/.58$223
=100  1\$aChapuis, Robert P.,$eauthor.
=245  10$aWater-Retention Curves of Coarse Soils Without Organic Matter :$bImproved Data for Improved Predictions /$cRobert P. Chapuis, Isabelle Masse, Be?ne?dicte Madinier, Franc?ois Duhaime.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b64
=520  3\$aIt is difficult to obtain a reliable water-retention curve (WRC) for coarse-grained soils without organic matter. As a result, the field behavior of draining layers in engineering problems may be poorly predicted. The main goal of this paper is to develop predictive methods for the WRC of coarse-grained soils based on long-column, long-duration drainage test data and available soil properties. The paper first shows that predictive models perform poorly for coarse-grained soils, but four descriptive models can correctly fit the test data. Second, it provides predictive equations for the air-entry value (AEV), residual suction ur, and residual water content ?r as simple functions of the effective size d10 and void ratio e. Third, it provides new formulas that relate d10 and e to the parameters of descriptive models; thus, enabling them to become very simple to use predictive models for ed10 > 0.05 mm. The paper finally shows that small variations in d10 and e have more influence on the saturated permeability than on the WRC parameters.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAquifer materials.
=650  \0$aCoarse soil.
=650  \0$aDrainage test.
=650  \0$aPermeability.
=650  \0$aCarbonate rocks.
=650  \0$aDiagenesis.
=650  \0$aPorosity.
=650  14$aDrainage test.
=650  24$aPorosity.
=650  24$aCoarse soil.
=650  24$aPermeability.
=650  24$aAquifer materials.
=700  1\$aMasse, Isabelle,$eauthor.
=700  1\$aMadinier, Be?ne?dicte,$eauthor.
=700  1\$aDuhaime, Franc?ois,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20130154.htm

=LDR  05280nab a2200529 i 4500
=001  GTJ20140233
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140233$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140233$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC880.4.B65
=082  04$a551.5/24$223
=100  1\$aNusit, Korakod,$eauthor.
=245  10$aDynamic Modulus Measurements of Bound Cement-Treated Base Materials /$cKorakod Nusit, Peerapong Jitsangiam, Jayantha Kodikara, Ha. H. Bui, Gordon Lai Ming Leung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b42
=520  3\$aOne of the most common methods used in road-pavement construction is the stabilizing of the conventional pavement base course layer. This is achieved by adding cement or lime to gain better material performance. However, obtaining modulus input parameters from a cement-stabilized base course layer for pavement-response analysis under real traffic conditions has proven difficult in that, to date, only ambiguous results have been produced. Using the flexural modulus or elastic modulus in the response analysis has certain limitations in embracing real pavement behavior under traffic and temperature conditions. Accordingly, a more reliable modulus input parameter for pavement analysis under traffic (cyclic) loads is required to obtain more precise and reliable outputs. Moreover, there is, at present, no test protocol to determine a suitable modulus for a cement-stabilized base material under the cyclic loading regime. This study aims to examine the real dynamic responses of cement-stabilized base course materials with a view to adapting the asphalt mixture performance tester (AMPT), a specifically designed dynamic modulus test machine used on asphalt concrete material. The AMPT dynamic modulus test has as an advantage in that loading and temperature regimes based on real pavement conditions can be rationally simulated and directly applied to the test samples. As such, the dynamic moduli of a cement-stabilized base course material can be obtained under different temperature and loading rates. Moreover, the effects of the dynamic strain range, cement content, and curing duration on the dynamic responses of a cement-stabilized base course material may also be examined. Cement-stabilized base course materials of 4 %, 5 %, and 6 % cement contents (by mass) were used as the study materials. The findings of this study indicate that curing durations and cement contents significantly influence the dynamic modulus values of cement-stabilized base course materials. However, the dynamic modulus is insignificantly affected by the changes in temperature and loading rates within a specific range of testing conditions in this study. The test results also reveal that cement-stabilized base course materials under examination behave in the manner of an elastic material when subjected to an axial compressive deformation of 45-105 ?strains. This is because of the dynamic modulus having no impact upon changes in the dynamic strain ranges or on the magnitudes of cyclic loads. Moreover, the dynamic moduli from this study were found to be much higher than the elastic moduli suggested by previous studies. However, the flexural moduli, which are derived from standard flexural tests, demonstrated close values to those of the dynamic moduli obtained in this study. In the study, the dynamic modulus of cement-stabilized base course materials, derived from the dynamic modulus using AMPT, could more reasonably embrace the dynamic responses of a material under traffic-loading conditions. This leads to a somewhat more reliable modulus input for the cement-stabilized base course materials used in a rational pavement design and analysis method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement-stabilized base course.
=650  \0$aDynamic modulus.
=650  \0$adynamic response.
=650  \0$aDynamic meteorology.
=650  \0$aBoundary layer.
=650  14$aCement-stabilized base course.
=650  24$aDynamic response.
=650  24$aDynamic modulus.
=700  1\$aJitsangiam, Peerapong,$eauthor.
=700  1\$aKodikara, Jayantha,$eauthor.
=700  1\$aBui, Ha. H.,$eauthor.
=700  1\$aLeung, Gordon Lai Ming,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140233.htm

=LDR  03241nab a2200529 i 4500
=001  GTJ20140173
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=006  m|||||o|||||||||||
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=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140173$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140173$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.T7
=082  04$a529.2$223
=100  1\$aYniesta, Samuel,$eauthor.
=245  10$aVacuum Pluviation Device for Achieving Saturated Sand /$cSamuel Yniesta, Anne Lemnitzer, Riccardo Cappa, Scott J. Brandenberg.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aSaturation of sand specimens during experimental investigations is important to correctly reproduce undrained shearing behavior, including liquefaction. Sand below the water table is often well saturated in situ because any gases trapped during deposition or compaction have had adequate time to dissolve or migrate through the sand. Reproducing this condition on a short time scale in the laboratory often requires use of backpressure or vacuum saturation. However, backpressure and vacuum saturation sometimes cannot be utilized, for example, in centrifuge models containing soils sensitive to the effects of vacuum. This paper focuses on development and validation of a water pluviation device to construct saturated sand levees during a centrifuge testing program for which backpressure and vacuum methods could not be utilized. P-wave velocity, Vp, measurements using an ultrasound system verified the degree of saturation achieved in the fill. Correlations between Vp and B values are discussed. The vacuum saturation system is shown to provide a high degree of saturation (Vp > 1500 m/s), whereas more traditional water pluviation techniques are shown to produce unsaturated fill.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSample preparation.
=650  \0$aSoil saturation.
=650  \0$aVacuum pluviation.
=650  \0$avacum.
=650  \0$aElectromagnetic waves Transmission.
=650  \0$aElectromagnetic theory.
=650  14$aSample preparation.
=650  24$aSoil saturation.
=650  24$aVacuum pluviation.
=700  1\$aLemnitzer, Anne,$eauthor.
=700  1\$aCappa, Riccardo,$eauthor.
=700  1\$aBrandenberg, Scott J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 38, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2015$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140173.htm

=LDR  02586nab a2200553 i 4500
=001  GTJ10309J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10309J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10309J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aEffect of Short Duration of Load increment on the Compressibility of Soils /$cA. Sridharan, PV. Sivapullaiah, VK. Stalin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThis study concerns the effect of duration of load increment (up to 24 h) on the consolidation properties of expansive black cotton soil (liquid limit = 81%) and nonexpansive kaolinite (liquid limit = 49%). It indicates that the amount and rate of compression are not noticeably affected by the duration of loading for a standard sample of 25 mm in height and 76.2 mm in diameter with double drainage. Hence, the compression index and coefficient of consolidation can be obtained with reasonable accuracy even if the duration of each load increment is as short as 4 h.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aDeformation.
=650  \0$aSettlement.
=650  \0$asoil properties.
=650  \0$aclays.
=650  \0$acompressibility.
=650  14$aClays.
=650  24$aConsolidation.
=650  24$aCompressibility.
=650  24$aDeformation.
=650  24$aSettlement.
=650  24$aSoil properties.
=700  1\$aSivapullaiah, PV.,$eauthor.
=700  1\$aStalin, VK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10309J.htm

=LDR  03973nab a2200649 i 4500
=001  GTJ10304J
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=005  20161219061000.0
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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10304J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10304J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aSchwarz, LG.,$eauthor.
=245  10$aEffect of Preparation Technique on Permeability and Strength of Cement-Grouted Sand /$cLG. Schwarz, RJ. Krizek.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe effectiveness of cement grouting is generally evaluated in terms of the improvement attained in the engineering properties of the grouted soil. Although this degree of improvement should logically be related to the amount of cementitious particles present in the pore spaces of the grouted sand, and indeed is to some extent, the method of preparing the specimens can exert an even stronger influence. Two significantly different preparation procedures-injection and hand mixing-were used to combine sand with a microfine cement grout at three different water-to-cement ratios. In the hand-mixing technique, a measured volume of grout (relative to the total void volume of the sand) was mixed mechanically with the sand, whereas in the injection method the grout permeated the sand through interconnected pore channels. Immediately after preparing the injected specimens, they were disassembled and an elutriation and filtration procedure was used to quantify the mass of cement particles deposited in the voids of the sand. For grouts with corresponding water-to-cement ratios, the injected specimens manifested higher cement contents than their hand-mixed counterparts with voids completely filled with grout. However, permeability and strength tests on companion specimens cured for 7 or 48 days indicated that injected specimens were generally somewhat stronger, but considerably more permeable, than hand-mixed specimens; this is attributed to the vastly differing mechanisms that govern the distribution and packing arrangement of the cement particles within the void spaces and on the sand grains.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement content.
=650  \0$aCuring time.
=650  \0$aHand-mixed specimens.
=650  \0$aInjected specimens.
=650  \0$aMicrofine cement grout.
=650  \0$aPermeability.
=650  \0$aPreparation method.
=650  \0$aUnconfined compressive strength.
=650  \0$aWater-to-cement ratio.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aPreparation method.
=650  24$aMicrofine cement grout.
=650  24$aWater-to-cement ratio.
=650  24$aInjected specimens.
=650  24$aHand-mixed specimens.
=650  24$aUnconfined compressive strength.
=650  24$aPermeability.
=650  24$aCement content.
=650  24$aCuring time.
=700  1\$aKrizek, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10304J.htm

=LDR  03005nab a2200613 i 4500
=001  GTJ10306J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10306J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10306J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aEdil, TB.,$eauthor.
=245  10$aEngineering Properties of Tire Chips and Soil Mixtures /$cTB. Edil, PJ. Bosscher.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe primary objective of the research described herein is to assess the pertinent engineering properties for reusing shredded scrap tires as a construction material for light-weight fill material in highway construction, for drainage material in highway and landfill construction, and for other similar applications. Reuse of scrap tires would not only provide a means of disposing of them but would also help solve difficult economical and technical problems. This paper presents the characteristics of shredded scrap tires and their engineering properties and behavior alone or when mixed with soils. The properties considered include compaction, compressibility, strength and deformability, and hydraulic conductivity. Described are new test procedures or modification of existing methods developed to characterize this unusual material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aFriction angle.
=650  \0$aHydraulic conductivity.
=650  \0$aPoisson's ratio.
=650  \0$aResilient modulus.
=650  \0$aShear strength.
=650  \0$aSize distribution.
=650  \0$aTire chips.
=650  \0$aCompaction.
=650  14$aTire chips.
=650  24$aSize distribution.
=650  24$aCompaction.
=650  24$aCompression.
=650  24$aShear strength.
=650  24$aFriction angle.
=650  24$aResilient modulus.
=650  24$aPoisson's ratio.
=650  24$aHydraulic conductivity.
=700  1\$aBosscher, PJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10306J.htm

=LDR  02087nab a2200457 i 4500
=001  GTJ10310J
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=005  20161219061000.0
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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10310J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10310J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE176.8
=082  04$a388.3/24042$223
=100  1\$aMarsh, JG.,$eauthor.
=245  10$aInstrumentation for a Weigh In Motion System Using Pavement Strain /$cJG. Marsh, RJ. Jewell.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aA line of vertical strain transducers installed at a depth of 500 mm in a dense sand subgrade across one wheel path of the left hand lane of a busy highway was used to measure vehicle weights. The strain transducers, the custom-made LVDTs they incorporate, the method of installation, and the data acquisition system are described.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$avehicle weighing.
=650  \0$astrain transducers.
=650  14$aVehicle weighing.
=650  24$aStrain transducers.
=650  24$aLVDT.
=700  1\$aJewell, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10310J.htm

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=001  GTJ10312J
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=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10312J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10312J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGV199.42.U82
=082  04$a796.52/409792$223
=100  1\$aKrizek, RJ.,$eauthor.
=245  10$aTest Procedures to Evaluate Absorption and Swelling of Grout /$cRJ. Krizek, RH. Borden.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aDescribed in this paper are test procedures and resulting data used in the laboratory to evaluate the absorption of water and the swelling pressures of several different mixtures of a particular acrylate grout when placed in situ. The water absorption characteristics were determined for both neat grout and grouted sand under conditions of either free swell or moderate confinement. Swelling pressures were assessed primarily by measuring the vertical stress required to prevent vertical swell under conditions of lateral constraint, but consistent data from a few different tests were found to provide supporting evidence. An interesting aspect of this study is that two separate test programs were undertaken simultaneously, but independently, in two different laboratories, and the results became known and were shared only after the testing was essentially complete. The data show that (a) a grouted sand manifests a much lower tendency to swell and absorb water than a neat grout, (b) moderate confinement under the equivalent of a meter or so of overburden significantly reduces the tendency of either neat grout or a grouted sand to absorb water and swell, and (c) the swelling behavior of a grouted sand cannot be predicted from a knowledge of the swelling behavior of the neat grout. Although the test procedures explained herein were applied to only one particular grout type for illustrative purposes, they are generally applicable to any grout or grouted soil that manifests swelling tendencies.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbsorption.
=650  \0$aConfinement.
=650  \0$aTest procedures.
=650  \0$aswell.
=650  \0$aswelling pressure.
=650  \0$aacrylate grout.
=650  14$aAbsorption.
=650  24$aSwell.
=650  24$aSwelling pressure.
=650  24$aAcrylate grout.
=650  24$aConfinement.
=650  24$aTest procedures.
=700  1\$aBorden, RH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10312J.htm

=LDR  02485nab a2200565 i 4500
=001  GTJ10311J
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=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10311J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10311J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/08 s$223
=100  1\$aGarbulewski, K.,$eauthor.
=245  10$aExpansion Potential of Compacted Fine-Grained Soils Using Suction Measurements /$cK. Garbulewski, S. Zakowicz, I. Karim Al-Helo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aFine-grained soils in arid climates are most often unsaturated. If such soils have a swelling potential, their expansive pressure must be determined for structural design. Hitherto employed swelling test methods are time consuming and not reliable. Testing methods based on suction potential measurements are being introduced in order to evaluate the expansive potential.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompacted soils.
=650  \0$aExpansive soils.
=650  \0$aMatrix suction.
=650  \0$aSwelling potential.
=650  \0$aTesting procedure.
=650  \0$aShear strength ofsoils.
=650  \0$aSoil mechanics.
=650  \0$aLandslides.
=650  14$aExpansive soils.
=650  24$aTesting procedure.
=650  24$aCompacted soils.
=650  24$aSwelling potential.
=650  24$aMatrix suction.
=700  1\$aZakowicz, S.,$eauthor.
=700  1\$aKarim Al-Helo, I.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10311J.htm

=LDR  03402nab a2200649 i 4500
=001  GTJ10305J
=003  IN-ChSCO
=005  20161219061000.0
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=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10305J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10305J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aSheahan, TC.,$eauthor.
=245  10$aTime-Dependent Triaxial Relaxation Behavior of a Resedimented Clay /$cTC. Sheahan, CC. Ladd, JT. Germaine.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe paper describes the results of K0 consolidated-undrained triaxial compression relaxation tests on resedimented Boston Blue Clay (BBC) using a computer-automated triaxial apparatus. Specimens were either normally consolidated (overconsolidation ratio, OCR = 1) or had an OCR = 4, and they were sheared at different axial strain rates to axial strains (?a) from 0.1 to 15%. Each strain level was maintained until the monitored shear stress and pore pressure reached equilibrium levels. The results show that a single specimen can be used reliably for multiple relaxation tests. During relaxation, the rate of normalized shear stress decay with log time, (-?q/?'vm)/?logt, is approximately constant, regardless of ?a or OCR. Changes in shear-induced pore pressure during relaxation were negligible except when specimens were rapidly sheared. Independent of OCR, end-of-relaxation equilibrium stress states for relaxation strains ?a <= 1.5% lie on a line of obliquity defined by K = ?'h/?'v = 0.50, compared to K0 = 0.49 for OCR = 1 BBC; whereas, for ?a >= 2.5%, the equilibrium states lie on a steeper obliquity line defined by K = 0.40.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomation.
=650  \0$aClays.
=650  \0$aConsolidated-undrained tests.
=650  \0$aK0 consolidation.
=650  \0$aRate effects.
=650  \0$aRelaxation.
=650  \0$aRheology.
=650  \0$aTime effects.
=650  \0$aTriaxial test.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aAutomation.
=650  24$aClays.
=650  24$aConsolidated-undrained tests.
=650  24$aK0 consolidation.
=650  24$aRate effects.
=650  24$aRelaxation.
=650  24$aRheology.
=650  24$aTime effects.
=650  24$aTriaxial test.
=700  1\$aLadd, CC.,$eauthor.
=700  1\$aGermaine, JT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10305J.htm

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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10302J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10302J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aXing, A.,$eauthor.
=245  10$aNumerical Modeling of a Thermal Conductivity Matric Suction Sensor /$cA. Xing, DG. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aThermal conductivity matric suction sensors appear to be a promising device for the measurement of suction in soil. The technique indirectly measures matric suction by measuring the thermal conductivity of a ceramic block. This paper uses both a spherical and a cylindrical porous medium to simulate the heat flow in a thermal conductivity matric suction sensor. It is found that, although the transient temperature at the center of the sensor is heavily dependent on the material of the thermocouple and the heating device, the steadystate temperature is primarily determined by the thermal conductivity of the ceramic block. Therefore, accurate measurements can be obtained by using a longer heating period or by selecting a lower-heat-capacity material for the thermocouple and the heating device. Optimal sizes of the sensor for given heating rates and heating periods are calculated using a finite difference method. A multilayered sphere was also used to simulate the situation where the size of the sensor is not sufficiently large and an error occurs due to the influence of the surrounding soil. The numerical model is verified by comparison with the theoretical solution of a special case.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMatric suction sensor.
=650  \0$aNumerical modeling.
=650  \0$aOptimal size.
=650  \0$aThermal conductivity.
=650  \0$asoil suction.
=650  \0$aSoils.
=650  14$aNumerical modeling.
=650  24$aMatric suction sensor.
=650  24$aThermal conductivity.
=650  24$aOptimal size.
=700  1\$aFredlund, DG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10302J.htm

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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10307J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10307J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aAlNouri, I.,$eauthor.
=245  10$aCompressibility Characteristics of Gypseous Sandy Soils /$cI. AlNouri, S. Saleam.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aSoils containing gypsum as a cementing agent are affected considerably when subjected to changes in water content. Seepage through sandy gypseous soil causes serious damage to foundations built on such soils. A testing program was conducted on undisturbed soil specimens with three different gypsum contents to study the compressibility characteristics of such soils. The testing program included the following tests: standard consolidation, collapse, double oedometer, leaching, leaching collapse, and permeability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCemented sand.
=650  \0$aCollapse.
=650  \0$aCompressibility.
=650  \0$aGypseous soil.
=650  \0$aLeaching.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aGypseous soil.
=650  24$aCemented sand.
=650  24$aCompressibility.
=650  24$aCollapse.
=650  24$aLeaching.
=700  1\$aSaleam, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10307J.htm

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=001  GTJ10301J
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=006  m|||||o|||||||||||
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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10301J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10301J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aBrown, DA.,$eauthor.
=245  10$aEvaluation of Static Capacity of Deep Foundations from Statnamic Testing /$cDA. Brown.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aA new method of load testing, called statnamic, is evaluated with respect to conventional methods of static load testing. Case histories are examined that provide a basis for comparison of static capacity as estimated from statnamic measurements with that of conventional load-deflection measurements. When evaluated using the simple procedure proposed by Middendorp, the statnamic method is shown to predict load-deflection response that is relatively close to that measured with conventional static load tests in most cases. Comparisons with conventional static load tests outlined in this paper suggest that excellent agreement can be obtained in sandy soils, but that the current evaluation procedure may tend to overpredict capacity by as much as 30% in stiff, overconsolidated clays.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrilled shafts.
=650  \0$aInstrumentation.
=650  \0$aLoad tests.
=650  \0$aPiles.
=650  \0$aStatnamic method.
=650  14$aPiles.
=650  24$aDrilled shafts.
=650  24$aLoad tests.
=650  24$aInstrumentation.
=650  24$aStatnamic method.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10301J.htm

=LDR  03479nab a2200505 i 4500
=001  GTJ10313J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10313J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10313J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aSikh, TS.,$eauthor.
=245  10$aMoisture Increase in Expansive Soils at Developed Sites /$cTS. Sikh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe purpose of this paper is to provide information pertinent to post-development depth-of-moisture increase in expansive soils underlying developed sites. In southern California, the developments are generally accompanied by irrigation around buildings and other improvements. Local experience indicates that the major source of water that contributes to moisture variation in expansive soils is heavy surface irrigation to support lush landscaping. Recent findings indicate that irrigation produces an equivalent annual rainfall of about 178 cm. In contrast, for example, the natural annual rainfall in the San Diego area is about 28 cm. Accordingly, at developed sites, the change in moisture content in soils underlying developed sites does not necesssarily follow a typical seasonal or cyclic pattern. Consequently, the main problem in this region is generally soil swell rather than shrinkage. Due to the introduction of moisture into the subsurface soils on a relatively regular and constant basis, the upper soil profile undergoes an increase in moisture content to a certain depth. Ultimately, at certain times after the completion of the construction, the moisture content stabilizes and becomes nearly constant with depth. The data from six developed sites were evaluated. These sites were developed about 10 years ago. The data indicate that the depth of moisture change was approximately 2 to 3.5 m. The climatic rating (Cw) of the southern California region is about 15, and the Thornthwaite Moisture Index (TMI) generally ranges between +20 to -40, which is similar to many other parts of the country and the world.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCase history.
=650  \0$aSaturation.
=650  \0$aexpansive soils.
=650  \0$asurface irrigation.
=650  \0$amoisture content.
=650  14$aExpansive soils.
=650  24$aSurface irrigation.
=650  24$aMoisture content.
=650  24$aCase history.
=650  24$aSaturation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10313J.htm

=LDR  02891nab a2200565 i 4500
=001  GTJ10308J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10308J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10308J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aGeorgiannou, VN.,$eauthor.
=245  14$aThe Effects of Centerline Tube Sampling Strains on the Undrained Behavior of Two Stiff Overconsolidated Clays /$cVN. Georgiannou, DW. Hight.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aSome of the effects of tube sampling of stiff clays are examined. A strain path that simulates strains at the centerline of a tube sample as it is captured by a penetrating sampling tube was applied in the triaxial apparatus. Undrained triaxial strain path tests were performed on two stiff overconsolidated clays that had not previously been subjected to tube sampling. The response of the clays after simulated sampling and reconsolidation is compared with shear behavior established from tests on specimens taken from block or rotary-cored samples. The mean effective stress is reduced by about 10% as a result of the centerline tube sampling strain path. Stiffness is significantly reduced after simulated sampling and isotropic reconsolidation for both clays, whereas peak strength is only slightly affected.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aLaboratory study.
=650  \0$aShear strength.
=650  \0$aStiffness.
=650  \0$aStrain path.
=650  \0$aTube sampling.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aTube sampling.
=650  24$aStrain path.
=650  24$aLaboratory study.
=650  24$aShear strength.
=650  24$aStiffness.
=650  24$aClays.
=700  1\$aHight, DW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10308J.htm

=LDR  03191nab a2200733 i 4500
=001  GTJ10303J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10303J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10303J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.432028$223
=100  1\$aIskander, MG.,$eauthor.
=245  10$aDevelopment of a Transparent Material to Model the Geotechnical Properties of Soils /$cMG. Iskander, J. Lai, CJ. Oswald, RJ. Mannheimer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aMeasurement of three-dimensional deformation patterns and flow characteristics within a soil continuum are usually limited by the fact that soil sensors do not provide a continuous image of the measured continuum. Additionally, soil sensors exhibit static and dynamic characteristics that are different from those of the surrounding soils and therefore can change the response of the measured continuum. Tests conducted with a transparent material which has properties that closely model the geotechnical properties of natural soils can potentially circumvent these experimental problems if the response of a model transparent continuum can be measured using nonintrusive optical visualization techniques.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAmorphous silica.
=650  \0$aConsolidation.
=650  \0$aManufactured.
=650  \0$aModeling.
=650  \0$aOptical.
=650  \0$aPermeability.
=650  \0$aShear strength.
=650  \0$aSynthetic.
=650  \0$aTomography.
=650  \0$aTransparent.
=650  \0$aTriaxial.
=650  \0$aVisual.
=650  \0$aSoil moisture$vMeasurement.
=650  \0$aSoil porosity$vMeasurement.
=650  14$aTomography.
=650  24$aOptical.
=650  24$aVisual.
=650  24$aTransparent.
=650  24$aAmorphous silica.
=650  24$aSynthetic.
=650  24$aManufactured.
=650  24$aShear strength.
=650  24$aPermeability.
=650  24$aConsolidation.
=650  24$aTriaxial.
=650  24$aModeling.
=700  1\$aLai, J.,$eauthor.
=700  1\$aOswald, CJ.,$eauthor.
=700  1\$aMannheimer, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 17, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1994$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10303J.htm

=LDR  03075nab a2200589 i 4500
=001  GTJ10924J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10924J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10924J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871
=082  04$a333.79/68$223
=100  1\$aWersching, SN.,$eauthor.
=245  12$aA Method of Estimating the In-Situ Density of Dry Uniformly Graded Sand Under Controlled Conditions of Placement /$cSN. Wersching, R. Delpak, GO. Rowlands.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aOne of the main problems faced by investigators working with dry sand is the inability to obtain undisturbed specimens from which fundamental soil parameters may be established. The two principal related variables in sand are density and the angle of internal shearing resistance. This paper describes a method of estimating the in-situ sand density from a small specimen of sand, the grains of which are cemented together using plaster. The method uses an unhydrated sand/plaster mixture that is deposited in pockets at strategic locations within the soil profile during its construction. The plaster is subsequently hydrated by the injection of a quantity of water through a small pipe venting at the location of the specimen. Such specimens are retrieved at the end of a test and their densities determined from which the density of the uncemented sand in the proximity of the specimen can be estimated using a relationship previously determined through calibration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDensity.
=650  \0$aIn situ.
=650  \0$aMeasurement.
=650  \0$aPlaster.
=650  \0$aSands.
=650  \0$aShear strength.
=650  \0$aHeavy oil.
=650  \0$aOil sands.
=650  \0$aPetroleum engineering.
=650  14$aSands.
=650  24$aDensity.
=650  24$aShear strength.
=650  24$aMeasurement.
=650  24$aPlaster.
=650  24$aIn situ.
=700  1\$aDelpak, R.,$eauthor.
=700  1\$aRowlands, GO.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10924J.htm

=LDR  02592nab a2200673 i 4500
=001  GTJ10920J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10920J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10920J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN871
=082  04$a333.79/68$223
=100  1\$aKhosla, VK.,$eauthor.
=245  10$aApparatus for Cyclic Stress Path Testing /$cVK. Khosla, RD. Singh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aA simple change in the conventional cyclic triaxial cell was made to carry out constant mean stress tests on dry Ottawa sand. Test results show that stress-strain characteristics under cyclic loading conditions are significantly affected by the imposed stress path.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loading.
=650  \0$aFailure criteria.
=650  \0$aMean normal stress.
=650  \0$aModified cell cap.
=650  \0$aOttawa sand.
=650  \0$aPrincipal directions.
=650  \0$aSands.
=650  \0$aStress path.
=650  \0$aStress-strain characteristics.
=650  \0$aTriaxial tests.
=650  \0$aHeavy oil.
=650  \0$aOil sands.
=650  \0$aPetroleum engineering.
=650  14$aSands.
=650  24$aFailure criteria.
=650  24$aTriaxial tests.
=650  24$aCyclic loading.
=650  24$aPrincipal directions.
=650  24$aStress-strain characteristics.
=650  24$aMean normal stress.
=650  24$aOttawa sand.
=650  24$aStress path.
=650  24$aModified cell cap.
=700  1\$aSingh, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10920J.htm

=LDR  02861nab a2200661 i 4500
=001  GTJ10921J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10921J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10921J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC321
=082  04$a536/.2012$223
=100  1\$aSalomone, LA.,$eauthor.
=245  14$aThe Use of Property Tests to Determine the Thermal Properties of Soils /$cLA. Salomone, WD. Kovacs.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aUse of soil as an insulating material and to store and dissipate heat requires that low-cost simple tests be identified to predict the thermal behavior of soils. The optimum moisture content and plastic limit of fine-grained soils were found to correlate with the critical moisture content, that is, the moisture content that defines the knee of the thermal resistivity versus moisture content curve. The laboratory test procedures and equipment that allow these correlations to be made are described.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aCompacted samples.
=650  \0$aEnergy conservation.
=650  \0$aLaboratory tests.
=650  \0$aMeasurements.
=650  \0$aNuclear waste disposal.
=650  \0$aSoil tests.
=650  \0$aTransmission lines.
=650  \0$athermal conductivity.
=650  \0$athermal resistivity.
=650  \0$asoil moisture.
=650  14$aAtterberg limits.
=650  24$aSoil moisture.
=650  24$aLaboratory tests.
=650  24$aSoil tests.
=650  24$aCompacted samples.
=650  24$aEnergy conservation.
=650  24$aNuclear waste disposal.
=650  24$aThermal conductivity.
=650  24$aThermal resistivity.
=650  24$aMeasurements.
=650  24$aTransmission lines.
=700  1\$aKovacs, WD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10921J.htm

=LDR  02537nab a2200553 i 4500
=001  GTJ10925J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10925J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10925J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aPS3537.P652
=082  04$a813/.54$223
=100  1\$aRiggs, CO.,$eauthor.
=245  10$aReproducible SPT Hammer Impact Force with an Automatic Free Fall SPT Hammer System /$cCO. Riggs, NO. Schmidt, CL. Rassieur.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aStress wave energy measurements were made to compare the performance of an automatic standard penetration test (SPT) hammer system with the free fall performance of a safety type hammer. It was found that the automatic free fall hammer and the safety hammer tested in free fall provide practically the same mean peak force at impact and the same mean driving energy. The coefficient of variation of measured stress wave energy during any test series of the automatic hammer system is relatively small and usually in the range of 1 to 2%.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorings.
=650  \0$aEnergy.
=650  \0$aImpact tests.
=650  \0$ahammer.
=650  \0$apenetration tests.
=650  \0$adrill holes.
=650  14$aHammer.
=650  24$aImpact tests.
=650  24$aPenetration tests.
=650  24$aBorings.
=650  24$aDrill holes.
=650  24$aEnergy.
=700  1\$aSchmidt, NO.,$eauthor.
=700  1\$aRassieur, CL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10925J.htm

=LDR  03788nab a2200649 i 4500
=001  GTJ10922J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10922J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10922J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.14
=082  04$a620.11233$223
=100  1\$aGerry, BS.,$eauthor.
=245  14$aThe In-Plane Permeability of Geotextiles /$cBS. Gerry, GP. Raymond.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aSince about 1965, synthetic fabrics commonly known as geotextiles have contributed to the solution of many civil engineering drainage, separation, and reinforcement problems. In recent years an effort has been made to develop general guidelines for the selection of geotextiles for various specific uses. One of these uses of geotextiles is in railroad track rehabilitation. A primary function of a geotextile for use in track rehabilitation is to facilitate the lateral drainage of excess water from the track load-bearing area to the drainage ditches. As the ballast above the geotextile becomes fouled, the importance of the in-plane drainage capability of the geotextile becomes more and more important. Accordingly, the work presented herein addresses the measurement of the in-plane permeability of geotextiles. Laboratory tests conducted over normal loads likely to be incurred in the track suggest that only thick nonwoven geotextiles are likely to possess coefficients of inplane permeability sufficient to maintain a satisfactory long-term performance. Geotextile specimens removed from beneath ballast substantiate this finding. Furthermore, tests performed on the geotextiles removed from in-track strongly suggest that better performance is obtained from those thick nonwoven geotextiles with low equivalent opening sizes (EOS). From the data it is recommended that in order to meet the in-plane permeability requirement, geotextiles for track rehabilitation be thick nonwoven geotextiles with an EOS preferably less than 40-µm (No. 400) sieve.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClogging.
=650  \0$aFabric.
=650  \0$aFilter materials.
=650  \0$aFiltration.
=650  \0$aGeotextile.
=650  \0$aIn-plane permeability.
=650  \0$aLateral drainage.
=650  \0$aPermeability.
=650  \0$aTransmissivity.
=650  \0$asoil mechanics.
=650  \0$aPlastic analysis (Engineering)
=650  14$aFilter materials.
=650  24$aPermeability.
=650  24$aSoil mechanics.
=650  24$aGeotextile.
=650  24$aIn-plane permeability.
=650  24$aLateral drainage.
=650  24$aFiltration.
=650  24$aFabric.
=650  24$aClogging.
=650  24$aTransmissivity.
=700  1\$aRaymond, GP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10922J.htm

=LDR  02850nab a2200697 i 4500
=001  GTJ10923J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10923J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10923J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aKoerner, RM.,$eauthor.
=245  10$aIn-Plane Hydraulic Properties of Geotextiles /$cRM. Koerner, JA. Bove.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aBecause of the large number of practical applications using the in-plane hydraulic properties of bulky geotextiles, there exists a need for a suitable test method, which should eventually be standardized. The method developed here measures the parallel flow of water in a constant head device using relatively large rectangular specimens measuring 61.0 by 30.6 cm (24 by 12 in.). The device can support normal stresses on the geotextile up to approximately 144 kPa (3000 lb/ft2).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstruction fabrics.
=650  \0$aDrainage.
=650  \0$aFilter fabrics.
=650  \0$aFilter materials.
=650  \0$aGeotextiles.
=650  \0$aHydraulic conductivity.
=650  \0$aIn-plane flow.
=650  \0$aPermeability.
=650  \0$aSynthetic fabrics.
=650  \0$aTransmissivity.
=650  \0$aWater flow.
=650  \0$apermeabilities.
=650  \0$aSoil mechanics.
=650  \0$aconductivity.
=650  14$aFilter materials.
=650  24$aDrainage.
=650  24$aHydraulic conductivity.
=650  24$aPermeability.
=650  24$aConstruction fabrics.
=650  24$aFilter fabrics.
=650  24$aGeotextiles.
=650  24$aIn-plane flow.
=650  24$aSynthetic fabrics.
=650  24$aTransmissivity.
=650  24$aWater flow.
=700  1\$aBove, JA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10923J.htm

=LDR  02731nab a2200613 i 4500
=001  GTJ10927J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10927J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10927J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC321
=082  04$a536/.2012$223
=100  1\$aChaney, RC.,$eauthor.
=245  10$aSuggested Test Method for Determination of Thermal Conductivity of Soil by Thermal-Needle Procedure /$cRC. Chaney, G. Ramanjaneya, G. Hencey, P. Kanchanastit, H-Y Fang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA method is proposed for determining the thermal conductivity k or thermal resistivity p of soils. The procedure is based on the use of a transient heat method in which a thermal needle is used to create a linear heat source, and a thermocouple is used to monitor temperature changes with time. This suggested method describes the basic procedure. Information is also presented on the construction and calibration of the thermal needle.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory tests.
=650  \0$aSoil tests.
=650  \0$aThermal needle.
=650  \0$aThermal probe.
=650  \0$aTransient heat method.
=650  \0$athermal conductivity.
=650  \0$athermal resistivity.
=650  \0$asoil moisture.
=650  14$aSoil tests.
=650  24$aThermal conductivity.
=650  24$aLaboratory tests.
=650  24$aThermal resistivity.
=650  24$aTransient heat method.
=650  24$aThermal needle.
=650  24$aThermal probe.
=700  1\$aRamanjaneya, G.,$eauthor.
=700  1\$aHencey, G.,$eauthor.
=700  1\$aKanchanastit, P.,$eauthor.
=700  1\$aFang, H-Y,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10927J.htm

=LDR  02869nab a2200529 i 4500
=001  GTJ10926J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10926J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10926J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ1073
=082  04$a620.3/7$223
=100  1\$aBallard, RF.,$eauthor.
=245  10$aProposed Standard Test Methods for Cross-Hole Seismic Testing /$cRF. Ballard, KH. Stokoe, R. McLemore.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThis paper proposes standard test methods for cross-hole seismic testing. A preferred test method intended for use on critical projects where the highest quality data must be obtained is described, and an optional method intended for use on projects that do not require measurements with the same degree of precision is also presented. Data acquisition equipment, such as seismic sources, receivers, and recording systems, are discussed and various applications of the data addressed, along with acceptable interpretation procedures. Other pertinent items that are addressed include borehole spacing, drilling, casing, grouting, deviation surveys, and actual test conduct. It is noted that a variety of equipment can be used to conduct a satisfactory cross-hole seismic test. As a result, this paper is directed toward the actual test procedure, data interpretation, and specifications for equipment that will yield uniform test results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aShear.
=650  \0$aseismic waves.
=650  \0$aseismic investigations.
=650  \0$asoils.
=650  14$aSeismic investigations.
=650  24$aSeismic waves.
=650  24$aSoils.
=650  24$aShear.
=650  24$aCompression.
=700  1\$aStokoe, KH.,$eauthor.
=700  1\$aMcLemore, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10926J.htm

=LDR  02550nab a2200529 i 4500
=001  GTJ10928J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10928J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10928J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aHaas, CJ.,$eauthor.
=245  10$aProposed New Standard Test Method for Dimensional and Shape Tolerances of Rock Core Specimens /$cCJ. Haas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aThe purpose of this proposed standard is to standardize the specifications and procedures for tolerance checks that are required in several ASTM standards involving compression testing of rock core. Some of the material in this standard already appears in ASTM Test for Triaxial Compressive Strength of Undrained Rock Core Specimens Without Pore Pressure Measurements (D 2664), Test for Direct Tensile Strength of Intact Rock Core Specimens (D 2936), Test for Unconfined Compressive Strength of Intact Rock Core Specimens (D 2938), and Test for Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression (D 3148).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aPore pressures.
=650  \0$aRocks.
=650  \0$aTest specimens.
=650  \0$arock mechanics.
=650  \0$atensile strength.
=650  \0$atesting machines.
=650  14$aCompression.
=650  24$aRocks.
=650  24$aTest specimens.
=650  24$aPore pressures.
=650  24$aRock mechanics.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 6, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1983$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10928J.htm

=LDR  03341nab a2200565 i 4500
=001  GTJ101311
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101311$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101311$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE367.2
=082  04$a549/.1$223
=100  1\$aHan, Shin-In,$eauthor.
=245  10$aEvaluation of Rock Bolt Integrity using Guided Ultrasonic Waves /$cShin-In Han, In-Mo Lee, Yong-Jun Lee, Jong-Sub Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aRock bolts play a crucial role in reinforcement support systems for tunnels and rock slopes. In this study documented herein, guided ultrasonic waves are used to evaluate the integrity of rock bolts. The dispersion characteristics of the guided waves are identified by numerical simulations. Experimental studies using the transmission of guided waves are carried out with different defect ratios for grouted nonembedded rock bolts, and for rock bolts embedded into a concrete block and rock mass. Analytical solutions are suggested to estimate the equivalent velocity for both the grouted and the embedment portions. Numerical simulations reveal that the optimal frequency range of guided waves is 20~70 kHz in the first longitudinal mode. Field and laboratory experimental studies and associated analyses show the velocity of guided waves increases as the defect ratio increases. The velocity for the grouted portion in the nonembedded rock bolts is essentially constant. However, the velocity in the embedment portion decreases with increasing embedment length due to the increase in the size of the influence zone. Results suggest that the integrity of rock bolts can be easily evaluated by the transmission method using guided waves.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDefect ratio.
=650  \0$aDispersion curve.
=650  \0$aGuided ultrasonic waves.
=650  \0$aRock bolts.
=650  \0$aTransmission method.
=650  \0$aRocks.
=650  \0$aMineralogy, Determinative.
=650  14$aDefect ratio.
=650  24$aDispersion curve.
=650  24$aGuided ultrasonic waves.
=650  24$aRock bolts.
=650  24$aTransmission method.
=700  1\$aLee, In-Mo,$eauthor.
=700  1\$aLee, Yong-Jun,$eauthor.
=700  1\$aLee, Jong-Sub,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101311.htm

=LDR  03323nab a2200565 i 4500
=001  GTJ101988
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101988$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101988$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aGnanendran, Carthigesu Thiagarajah,$eauthor.
=245  10$aIndirect Diametrical Tensile Testing with Internal Displacement Measurement and Stiffness Determination /$cCarthigesu Thiagarajah Gnanendran, Jegatheesan Piratheepan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThis paper examines the indirect diametrical tensile (IDT) testing method and its suitability for determining the tensile strength and stiffness modulus properties of a lightly cementitiously stabilized granular base material that are required for the design of a pavement structure involving this material. A new IDT testing setup with internal deformation measurement is presented in this paper. The suitability of this testing arrangement for determining the tensile strength and stiffness characteristics of a lightly stabilized granular base material was examined by studying the IDT strength and stiffness characteristics of two typical granular base materials stabilized with 3-5 % slag-lime and 1.5 % general blend cement-flyash. This study indicates that the internal deformation measurement setup presented in this paper for IDT testing is suitable for carrying out both monotonic and cyclic load IDT tests to determine the IDT strength, static stiffness modulus, and dynamic stiffness modulus properties of lightly cementitiously stabilized granular base materials reliably and consistently.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loading test.
=650  \0$aDynamic stiffness modulus.
=650  \0$aIDT strength.
=650  \0$aIDT testing.
=650  \0$aLightly stabilized materials.
=650  \0$aStatic stiffness modulus.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aIDT testing.
=650  24$aCyclic loading test.
=650  24$aLightly stabilized materials.
=650  24$aIDT strength.
=650  24$aStatic stiffness modulus.
=650  24$aDynamic stiffness modulus.
=700  1\$aPiratheepan, Jegatheesan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101988.htm

=LDR  02938nab a2200541 i 4500
=001  GTJ101047
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101047$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101047$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aTsoi, Wa-Yeung,$eauthor.
=245  10$aMembrane Penetration Remedy for the Testing of Lightly Cemented Scrap Rubber Tire Chips /$cWa-Yeung Tsoi, Kin-Man Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aLightly cemented scrap rubber tire chips have been proposed as lightweight geomaterial (LGM) for various geotechnical applications, not only because of its advantageous engineering properties but also because of its capability to cope with the scrap tire disposal problem. In this research, gravel-sized tire chips are bonded together by portland cement to form a highly porous structure that is ductile and stiff for geotechnical works. However, the study on this material under a conventional triaxial system is difficult because of serious membrane penetration. A plastic-plate-reinforced membrane together with patching up of the sample surface voids by a scrap tire powder paste is proposed to cope with the penetration problem. This method has been successfully applied to tests under confining pressures in the order of MPa. Test results have shown that the extra axial resistance and radial confinement due to this method are slight.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCemented soil.
=650  \0$aMembrane penetration.
=650  \0$aRubber.
=650  \0$aScrap tire.
=650  \0$aTriaxial test.
=650  \0$aPenetrometer.
=650  \0$aSoil penetration test.
=650  14$aCemented soil.
=650  24$aScrap tire.
=650  24$aRubber.
=650  24$aMembrane penetration.
=650  24$aTriaxial test.
=700  1\$aLee, Kin-Man,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101047.htm

=LDR  03435nab a2200541 i 4500
=001  GTJ101659
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101659$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101659$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aHorpibulsuk, Suksun,$eauthor.
=245  10$aModified Ohio's Curves :$bA Rapid Estimation of Compaction Curves for Coarse- and Fine-Grained Soils /$cSuksun Horpibulsuk, Wanchai Katkan, Anek Naramitkornburee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aCompaction curves from 16 coarse- and 9 fine-grained soils, which cover all soil types classified by the Unified Soil Classification System are analyzed to develop the Modified Ohio's curves. For all soils, the relationships between water content and degree of saturation on both the dry and the wet sides of optimum are represented by power functions. Their compaction curves under standard Proctor energy follow the Ohio's curves. Optimum degree of saturation, ODS, of coarse-grained soils is lower than that of fine-grained soils. However, for a given soil, the ODS is practically the same for different compaction energies, E. Even though compaction characteristics (optimum water content, OWC, and maximum dry unit weight, ?d max) are different for different soils, their relationship between normalized OWC/OWCst and E is practically the same, where OWCst is the OWC at standard Proctor energy. Based on this finding, the Modified Ohio's curves are introduced under compaction energy levels of the half standard, half modified, and modified Proctor energies. The verification of the Modified Ohio's curve is also illustrated in this paper. These curves are useful in rapid estimation of laboratory compaction curves from a single set data of dry unit weight and water content.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse-grained soils.
=650  \0$aCompaction curve.
=650  \0$aCompaction energy.
=650  \0$aFine-grained soils.
=650  \0$aModified Ohio's compaction curves.
=650  \0$aCompaction.
=650  14$aCompaction curve.
=650  24$aCompaction energy.
=650  24$aFine-grained soils.
=650  24$aCoarse-grained soils.
=650  24$aModified Ohio's compaction curves.
=700  1\$aKatkan, Wanchai,$eauthor.
=700  1\$aNaramitkornburee, Anek,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101659.htm

=LDR  03254nab a2200553 i 4500
=001  GTJ100796
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100796$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100796$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aPatel, A.,$eauthor.
=245  13$aAn Empirical Relationship for Determining Shear Wave Velocity in Granular Materials Accounting for Grain Morphology /$cA. Patel, P. P. Bartake, D. N. Singh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b48
=520  3\$aIt is well recognized that shear wave velocity in the soil mainly depends on its type, state of compaction, and the confining stress. However, the influence of other geometrical parameters of soil particles (such as size, shape, roundness, and sphericity) on the shear wave velocity has not received much attention of the earlier researchers. It must be noted that these parameters primarily control the delegation of the applied normal stress in the soil and hence would directly influence the magnitude of shear wave velocity in it. With this in view, investigations were conducted to determine shear wave velocity in different types of granular materials (sands, glass beads, and cenospheres) by employing bender elements. Details of the methodology adopted for this purpose are presented in this paper. Experimental data have been used to develop an empirical correlation predicting shear wave velocity in granular materials by inputting their mean grain size and shape, and the confining stress, under dry and saturated states. The utility and efficiency of these relationships has also been demonstrated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aGrain morphology.
=650  \0$aGranular materials.
=650  \0$aLaboratory investigations.
=650  \0$aShear wave velocity.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aShear wave velocity.
=650  24$aGranular materials.
=650  24$aBender elements.
=650  24$aLaboratory investigations.
=650  24$aGrain morphology.
=700  1\$aBartake, P. P.,$eauthor.
=700  1\$aSingh, D. N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100796.htm

=LDR  03008nab a2200565 i 4500
=001  GTJ101727
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101727$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101727$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aPrakash, K.,$eauthor.
=245  10$aDetermination of Shrinkage Limit of Fine-Grained Soils by Wax Method /$cK. Prakash, A. Sridharan, J. Ananth Baba, H. K. Thejas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aShrinkage limit of fine-grained soils is one of the parameters that is used for predicting the volume stability of soils in the field. ASTM Standard D427-04 (2007) involves the use of mercury, a health hazardous substance. Many stringent precautionary safety and disposal measures have to be exercised before its use in the laboratory. The present technical note presents the wax method of determining the shrinkage limit of soil in the laboratory which does not require the use of mercury, and also to substantiate the method proposed by the ASTM standard. It involves the use of wax as a coating on the dry soil pat and the water displacement method for the determination of the dry volume of soil pat. The experimental results have shown that the values of shrinkage limit of soils determined by the wax method and by the mercury displacement method are within certain statistical bounds.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFine-grained soil.
=650  \0$aHazardous substance.
=650  \0$aMercury displacement.
=650  \0$aShrinkage limit.
=650  \0$aWax coating.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aFine-grained soil.
=650  24$aHazardous substance.
=650  24$aMercury displacement.
=650  24$aShrinkage limit.
=650  24$aWax coating.
=700  1\$aSridharan, A.,$eauthor.
=700  1\$aBaba, J. Ananth,$eauthor.
=700  1\$aThejas, H. K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101727.htm

=LDR  02919nab a2200529 i 4500
=001  GTJ100803
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100803$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100803$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aFu, Lei,$eauthor.
=245  10$aEvaluation of Shear Wave Velocity Based Soil Liquefaction Resistance Criteria by Centrifuge Tests /$cLei Fu, Gang Liu, Xiangwu Zeng.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA new technique has been developed for the evaluation of shear wave velocity based soil liquefaction resistance criteria by centrifuge tests. It involves the application of bender elements in centrifuge tests to measure shear wave velocity while investigating the liquefaction features of a saturated model. A total of six models were tested. Shear wave velocity and shear modulus profiles of the models were obtained. Currently used case history based soil liquefaction criteria were examined. The results show that there is an obvious difference in soil liquefaction resistance before and after the application of an earthquake. It is concluded that currently used case history based soil liquefaction resistance criteria developed from the mixed parameters measured before and after earthquakes need to be modified to take into account this difference.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender element test.
=650  \0$aCentrifuge modeling.
=650  \0$aLiquefaction resistance criteria.
=650  \0$aShear wave velocity.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aBender element test.
=650  24$aCentrifuge modeling.
=650  24$aLiquefaction resistance criteria.
=650  24$aShear wave velocity.
=700  1\$aLiu, Gang,$eauthor.
=700  1\$aZeng, Xiangwu,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100803.htm

=LDR  03720nab a2200553 i 4500
=001  GTJ101484
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2008\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101484$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101484$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aCox, Brady R.,$eauthor.
=245  13$aAn In Situ Test Method for Evaluating the Coupled Pore Pressure Generation and Nonlinear Shear Modulus Behavior of Liquefiable Soils /$cBrady R. Cox, Kenneth H. Stokoe, Ellen M. Rathje.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2008.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aAn in situ test method for evaluating the coupled response between excess pore water pressure generation and nonlinear shear modulus behavior has been developed. This technique is an active, strain-based method that may be used to directly evaluate the liquefaction resistance of soils in place. The test is based on the premise of dynamically loading a native soil deposit in a manner similar to an earthquake while simultaneously measuring its response with push-in sensors. Dynamic loading is performed via a large, buggy-mounted hydraulic shaker (vibroseis) that is used to generate vertically propagating (downward), horizontally polarized shear waves (Svh-waves) of varying amplitude within an instrumented portion of a liquefiable soil deposit. The newly-developed, push-in sensors consist of a three-component (3D) MEMS accelerometer and a miniature pore water pressure transducer. The new test method has been used to conduct field experiments in liquefiable soil deposits approximately 3 to 4 m below the ground surface. These tests were successful at measuring: (1) excess pore water pressure generation, and (2) nonlinear shear modulus behavior in native silty-sand deposits as a function of induced cyclic shear strain and number of loading cycles. These accomplishments represent a large step forward in the ability to accurately evaluate the susceptibility of a soil deposit to earthquake-induced liquefaction. While typical test results are presented herein, this paper primarily focuses on the equipment, field testing practices, and data analysis procedures for the new test method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField testing.
=650  \0$aLiquefaction.
=650  \0$aPore pressure.
=650  \0$aShear modulus.
=650  \0$aShear strain.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aField testing.
=650  24$aLiquefaction.
=650  24$aPore pressure.
=650  24$aShear modulus.
=650  24$aShear strain.
=700  1\$aStokoe, Kenneth H.,$eauthor.
=700  1\$aRathje, Ellen M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101484.htm

=LDR  03003nab a2200565 i 4500
=001  GTJ100972
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ100972$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ100972$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aSu, Dong,$eauthor.
=245  10$aEstimation of the Apparent Permeability in the Dynamic Centrifuge Tests /$cDong Su, Xiang-Song Li, Feng Xing.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aCentrifuge model tests have been widely used to validate analytical procedures, with the assumption that variations of parameters from the prototype to the model are governed by the scaling law. However, the coefficient of permeability in dynamic centrifuge tests seems to be much larger than the value calculated from the scaling law. Permeability may significantly affect the rate of pore-pressure buildup in liquefiable soil and associated deformation during earthquake loading. Therefore, proper estimation of the actual coefficient is very important in interpreting experimental data and validating analytical procedures. Based upon the physical law of conservation of mass, this paper presents an approach for backanalysis of the permeability of saturated sand in the dynamic centrifuge test. The ability and necessity of such an approach was demonstrated by comparing the experimental and numerical results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAgitation.
=650  \0$aApparent permeability.
=650  \0$aConservation of mass.
=650  \0$aDarcy's law.
=650  \0$aDynamic centrifuge test.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aApparent permeability.
=650  24$aDynamic centrifuge test.
=650  24$aAgitation.
=650  24$aConservation of mass.
=650  24$aDarcy's law.
=700  1\$aLi, Xiang-Song,$eauthor.
=700  1\$aXing, Feng,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ100972.htm

=LDR  03245nab a2200541 i 4500
=001  GTJ101219
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2009\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101219$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101219$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aMurugesan, S.,$eauthor.
=245  10$aShear Load Tests on Stone Columns With and Without Geosynthetic Encasement /$cS. Murugesan, K. Rajagopal.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2009.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThe use of stone columns (otherwise called granular piles) has proved to be an economical and technically viable ground improvement technique for construction on soft clay soils. Though the stone columns are designed to carry vertical compressive loads, soil movements occurring in the field conditions may cause shear deformations in the stone columns. The stone columns, particularly installed in very soft soils, may not be able to resist these shear movements because of the low confinement offered by the surrounding soil. The shear load capacity of such stone columns can be significantly improved by encasing the individual stone columns with suitable geosynthetic. The encasement confines the aggregate and makes the stone column act like a semirigid pile; thus leading to increased shear stiffness of the column. This paper discusses some laboratory model tests performed to investigate the shear load capacity of stone columns with and without geosynthetic encasement. The laboratory tests were performed by inducing lateral soil movements in a stone column treated soft soil. The results have shown qualitative improvement in the shear stiffness of the stone column due to geosynthetic encasement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeosynthetic encasement.
=650  \0$aGround improvement.
=650  \0$aLateral soil movement.
=650  \0$aSoft soil.
=650  \0$aStone column.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aStone column.
=650  24$aLateral soil movement.
=650  24$aGeosynthetic encasement.
=650  24$aSoft soil.
=650  24$aGround improvement.
=700  1\$aRajagopal, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 32, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2009$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101219.htm

=LDR  02777nab a2200673 i 4500
=001  GTJ10571J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10571J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10571J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aQian, X.,$eauthor.
=245  10$aResonant Column Tests on Partially Saturated Sands /$cX. Qian, DH. Gray, RD. Woods.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThis paper describes the measurement of the influence of capillary effects on the dynamic shear modulus of partially saturated sands. A Hall-type resonant column apparatus was used to perform the experiments. The materials tested included natural angular and subrounded sands, angular and subrounded sands with specified artificial gradations, and uniform angular and subrounded sands with various minus No. 400 sieve size fractions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary phenomena.
=650  \0$aCohesionless soils.
=650  \0$aDensity.
=650  \0$aGrain size.
=650  \0$aLaboratory testing.
=650  \0$aPartially saturated sand.
=650  \0$aSands.
=650  \0$aShear modulus.
=650  \0$aShear wave propagation.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aresonant column tests.
=650  14$aCapillary phenomena.
=650  24$aResonant column tests.
=650  24$aCohesionless soils.
=650  24$aDensity.
=650  24$aGrain size.
=650  24$aLaboratory testing.
=650  24$aSands.
=650  24$aShear modulus.
=650  24$aShear wave propagation.
=650  24$aPartially saturated sand.
=700  1\$aGray, DH.,$eauthor.
=700  1\$aWoods, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10571J.htm

=LDR  03776nab a2200529 i 4500
=001  GTJ10570J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10570J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10570J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a620.43$223
=100  1\$aTan, S-A,$eauthor.
=245  10$aInfluence of Voids on Density Measurements of Granular Materials Using Gamma Radiation Techniques /$cS-A Tan, T-F Fwa.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aThe use of gamma radiation equipment for the nondestructive measurement of soil density originated nearly four decades ago. The typical procedure involves a careful calibration of the gamma radiation counts on specimens of known density of the same materials as those whose density are to be measured. This paper presents the results of laboratory gamma-ray density measurements on 100-mm-diameter specimens with an adapted twin-probe transmission-type density gage originally developed for field use. Primary factors affecting density calibration for soils include soil composition and soil porosity. To appreciate the soil composition factor, 100-mm-diameter specimens of solid materials similar to the soil minerals were tested, and from the data a linear ln (COUNT) versus DENSITY calibration line for solid materials was obtained. Next, aluminium cylindrical specimens with concentric holes of various diameters representing various porosities from 0 to 90% were tested. When compared to the solid material calibration line, it is clear that the bulk density calculated based on the gamma-ray path geometry gives the same calibration as the solid specimens. Subsequently, cylindrical specimens of dry sands and gravels were also made and tested. Results indicate that specimens of uniform densities and uniform void distributions must be used for calibration. Subsequently, using the calibration line obtained for solid homogeneous specimens, densities of porous soils measured by the gamma-ray device would be the bulk density of the materials confined in the path geometry of the gamma rays. Thus the gamma-ray apparatus can be a very useful tool for identifying nonuniformities due to void variation within the same specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGamma radiation.
=650  \0$aGranular soils.
=650  \0$aLaboratory gamma density gage.
=650  \0$aNondestructive density test.
=650  \0$aGranular Materials.
=650  \0$aGamma Radiation Techniques.
=650  \0$aDensity Measurements.
=650  14$aNondestructive density test.
=650  24$aGamma radiation.
=650  24$aGranular soils.
=650  24$aLaboratory gamma density gage.
=700  1\$aFwa, T-F,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10570J.htm

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=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10573J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10573J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aIndraratna, B.,$eauthor.
=245  10$aLaboratory Properties of a Soft Marine Clay Reinforced with Woven and Nonwoven Geotextiles /$cB. Indraratna, KS. Satkunaseelan, MG. Rasul.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThis paper is concerned with the laboratory properties of a geotextile-reinforced compacted soft marine deposit with respect to its compaction, compressive strength, and time-dependent settlement characteristics. Two different geotextiles, namely, Polyfelt TS-500 (nonwoven) and Cardon SG PP 150 (woven) have been investigated. It was observed from the experimental study that a nonwoven geotextile contributes very differently as compared to a woven geotextile when placed within soft clay soils. This is because of the fact that the nonwoven Polyfelt fabric allows better drainage (dissipation of pore pressures) in comparison with the woven Cardon geotextile, particularly at high moisture contents. The compactibility of the reinforced sample is affected by the moisture content, number of fabric layers, and the type of geotextile. With the presence of geotextiles, the compressive strength of the soil is dictated not only by the internal mode of failure induced in the samples, but also by the spacing and the drainage capacity of the geotextile layers.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCompaction.
=650  \0$aCompressive strength.
=650  \0$aConsolidation.
=650  \0$aDrainage.
=650  \0$aGeotextiles.
=650  \0$aSettlement.
=650  \0$aClay$xHistory.
=650  14$aGeotextiles.
=650  24$aCompaction.
=650  24$aClays.
=650  24$aCompressive strength.
=650  24$aConsolidation.
=650  24$aSettlement.
=650  24$aDrainage.
=700  1\$aSatkunaseelan, KS.,$eauthor.
=700  1\$aRasul, MG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10573J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10575J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10575J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA711.5
=082  04$a624.1/51$223
=100  1\$aPellissier, JP.,$eauthor.
=245  14$aThe Toluene and Wax-Freezing Method of Determining Volumetric Free Swell /$cJP. Pellissier.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aSwelling clay and rock are a common problem worldwide, and for design purposes it is necessary to quantify the free-swell behaviour of such material. A technique to measure the volumetric free swell of a swelling clay (called the toluene and wax-freezing volumetric free-swell method) is suggested here and consists of two approaches to measuring the volume of a specimen at different moisture contents. Both approaches have certain limitations, but fortunately they complement each other.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aLaboratory tests.
=650  \0$aToluene method.
=650  \0$aVolumetric free swell.
=650  \0$aWax-freezing method.
=650  \0$aswelling.
=650  \0$aSoil-structure interaction.
=650  \0$aSwellingsoils.
=650  14$aSwelling.
=650  24$aClays.
=650  24$aLaboratory tests.
=650  24$aVolumetric free swell.
=650  24$aToluene method.
=650  24$aWax-freezing method.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10575J.htm

=LDR  03349nab a2200613 i 4500
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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10568J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10568J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.1/1832$223
=100  1\$aKirkgard, MM.,$eauthor.
=245  10$aAnisotropy of Normally Consolidated San Francisco Bay Mud /$cMM. Kirkgard, PV. Lade.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aConsolidated-undrained tests were performed on intact specimens of San Francisco Bay mud to study the anisotropic behavior of a normally consolidated clay. Large cylindrical block samples were obtained from an excavation in reclaimed tidelands south of the San Francisco International Airport. Evidence of soil fabric and its relation to the stratigraphy of the area were studied in preparation for the investigation of anisotropy. Cubical specimens were trimmed from the block samples and tested in triaxial compression with vertical and horizontal material axes. Consolidation characteristics, as well as stress-strain, pore pressure, and strength relations, were obtained along with lateral strains in two perpendicular directions. The experimental results were carefully evaluated and showed that the clay behaved as an orthotropic material, but for practical purposes could be characterized as being cross-anisotropic. The cross-anisotropic, elastic parameters were determined and related to the initial inclinations of the effective stress paths for vertical and horizontal specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aCross-anisotropic.
=650  \0$aElastic properties.
=650  \0$aNormally consolidated clays.
=650  \0$aPore water pressures.
=650  \0$aShear strength.
=650  \0$aStress-strain behavior.
=650  \0$aTriaxial tests.
=650  \0$amechanical testing.
=650  \0$aComposite materials$xMechanical properties.
=650  14$aAnisotropy.
=650  24$aCross-anisotropic.
=650  24$aElastic properties.
=650  24$aNormally consolidated clays.
=650  24$aPore water pressures.
=650  24$aShear strength.
=650  24$aStress-strain behavior.
=650  24$aTriaxial tests.
=700  1\$aLade, PV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10568J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10576J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10576J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE364.2.H54
=082  04$a549$223
=100  1\$aOswell, JM.,$eauthor.
=245  10$aUse of Side Drains in Triaxial Testing at Moderate to High Pressures /$cJM. Oswell, J. Graham, BE. Lingnau, MW. King.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aSide drains are used in triaxial tests to increase the rate of consolidation and equalize pore water pressures within the specimen. However, the efficiency of the side drains has been shown to be a function of time and effective confining pressure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aDrains.
=650  \0$aFilters.
=650  \0$aLaboratory testing.
=650  \0$aTriaxial.
=650  \0$aMaterials athighpressures.
=650  \0$aMineralogy.
=650  \0$apore pressure.
=650  14$aDrains.
=650  24$aPore pressure.
=650  24$aFilters.
=650  24$aLaboratory testing.
=650  24$aTriaxial.
=650  24$aConsolidation.
=700  1\$aGraham, J.,$eauthor.
=700  1\$aLingnau, BE.,$eauthor.
=700  1\$aKing, MW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10576J.htm

=LDR  03083nab a2200529 i 4500
=001  GTJ10572J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10572J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10572J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aWu, W.,$eauthor.
=245  10$aOn Some Issues in Triaxial Extension Tests /$cW. Wu, D. Kolymbas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aResults of triaxial extension tests on dry sand are presented. Special attention is paid to the factors influencing the results in triaxial extension tests. It is found that factors such as accuracy of the axial force measurement, axial force carried by the rubber membrane surrounding the specimen, gravity, and inhomogeneous deformation have a much larger influence on the results in triaxial extension tests than in triaxial compression tests. Accurate measurement of the axial force is achieved by placing the load cell inside the pressure chamber. The influence of the confining pressure on the axial force measurement is avoided through a proper construction. The force carried by the rubber membrane is corrected with reference to the result of a tension test on a strip of rubber membrane. The effect of gravity is accounted for by adding the axial stress due to gravity to the applied axial stress. The inhomogeneous deformation is traced by three lateral strain collars placed along the specimen height. Results of triaxial extension tests cannot be appreciated if these influential factors are not taken into account.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAngle of internal friction.
=650  \0$aShear strength.
=650  \0$aStress-strain behavior.
=650  \0$aShear strength of soils$vTesting.
=650  \0$atriaxial tests.
=650  \0$asands.
=650  14$aTriaxial tests.
=650  24$aSands.
=650  24$aStress-strain behavior.
=650  24$aShear strength.
=650  24$aAngle of internal friction.
=700  1\$aKolymbas, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10572J.htm

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=001  GTJ10577J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10577J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10577J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA614.86
=082  04$a519.2$223
=100  1\$aLee, D-H,$eauthor.
=245  12$aA New Technique for Measuring the Roughness Profile of Rock Joints /$cD-H Lee, CH. Juang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aThis technical note describes a new technique for measuring the roughness profile of rock joints or discontinuities. This new technique involves use of a laser displacement meter (LDM) and a linear variable differential transformer (LVDT). The technique improves precision and speed of the measurement. A comparison of this technique with existing methods for measuring the roughness profile is presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContour gauge.
=650  \0$aLaser displacement meter.
=650  \0$aMeasurement.
=650  \0$aRoughness coefficient.
=650  \0$aRoughness profile.
=650  \0$acontour.
=650  \0$aPoint processes.
=650  \0$ajoints.
=650  14$aContour gauge.
=650  24$aJoints.
=650  24$aRoughness coefficient.
=650  24$aLaser displacement meter.
=650  24$aMeasurement.
=650  24$aRoughness profile.
=700  1\$aJuang, CH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10577J.htm

=LDR  02533nab a2200565 i 4500
=001  GTJ10578J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10578J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10578J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aCooke, AB.,$eauthor.
=245  10$aSoil Column Drainage Modelling Using a Geotechnical Centrifuge /$cAB. Cooke, RJ. Mitchell.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aEquipment has been developed to facilitate supplying a soil column with water or draining a soil column under conditions of constant head while the soil column is under centrifugal forces in a geotechnical centrifuge. Accurate monitoring of the water mass transfer is also facilitated by the equipment. At the completion of a modelling sequence, the soil column may be partitioned for moisture content and chemical analysis with minimal disruption of the moisture content profile. Some preliminary modelling results are included in the paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant head.
=650  \0$aDrainage.
=650  \0$aFlow monitoring.
=650  \0$aPermeability.
=650  \0$aSoils.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$acentrifuges.
=650  14$aCentrifuges.
=650  24$aDrainage.
=650  24$aSoils.
=650  24$aPermeability.
=650  24$aConstant head.
=650  24$aFlow monitoring.
=700  1\$aMitchell, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10578J.htm

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=001  GTJ10574J
=003  IN-ChSCO
=005  20161219061000.0
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=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10574J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10574J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aPZ4.S19465
=082  04$a813/.5/4$223
=100  1\$aYudhbir, .,$eauthor.
=245  10$aQuantification of Particle Shape and Angularity Using the Image Analyzer /$c. Yudhbir, R. Abedinzadeh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe image analyzer commonly used by the powder metallurgists has been successfully employed to quantify angularity and shape characteristics of granular materials. In this paper a detailed procedure has been outlined. Results of investigation of different natural sands are presented in the form of a distribution of tangent count taken as a measure of angularity. Powers' roundness index has been calibrated against the tangent count. Mechanical properties of different sands have been shown to be correlated with angularity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aParticle angularity.
=650  \0$aRoundness.
=650  \0$aShape factor.
=650  \0$aSphericity.
=650  \0$atangent.
=650  \0$aimage analyzer.
=650  \0$aparticle shape.
=650  14$aParticle shape.
=650  24$aParticle angularity.
=650  24$aImage analyzer.
=650  24$aTangent.
=650  24$aRoundness.
=650  24$aSphericity.
=650  24$aShape factor.
=700  1\$aAbedinzadeh, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10574J.htm

=LDR  03311nab a2200601 i 4500
=001  GTJ10569J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10569J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10569J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aBorden, RH.,$eauthor.
=245  10$aTesting Techniques for Evaluating the Shear Strength of Lime/Fly Ash Slurry Stabilized Soil /$cRH. Borden, JI. Baez.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aLime slurry pressure injections have been successfully used to stabilize and control swelling and expansive soils and low-strength clay soils to depths of up to 40 ft (12 m). When the activity of soils is somewhat lower, or when soils have large void ratios, lime/fly ash (L/FA) slurry mixtures have been injected to fill voids. It has been postulated that this action creates stronger seams, helps to mend possible failure surfaces, and at the same time increases the overall stability of a slope by decreasing water infiltration. The investigation reported herein was undertaken to develop laboratory testing techniques suitable for evaluating the strength improvement realized by introducing L/FA into a soil mass in the form of seams. To accomplish this goal, six specimen configurations were conceived, and a total of 45 direct shear specimens, including 35 containing vertical and/or horizontal seams of L/FA, were tested. In addition to demonstrating the viability of testing techniques developed, the testing program resulted in a small data base on one soil stabilized with an L/FA slurry having a lime-to-fly ash weight ratio of 1:3.75 and a solids-to-water ratio of 7.6 lb to 1 gal (0.9 kg to 1 L).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDirect shear tests.
=650  \0$aGrouting.
=650  \0$aLime.
=650  \0$aSlopes.
=650  \0$aSlurries.
=650  \0$aStabilization.
=650  \0$afly ash.
=650  \0$aEnvironmental aspects.
=650  \0$ashear strength.
=650  14$aShear strength.
=650  24$aStabilization.
=650  24$aSlurries.
=650  24$aLime.
=650  24$aFly ash.
=650  24$aGrouting.
=650  24$aSlopes.
=650  24$aDirect shear tests.
=700  1\$aBaez, JI.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 14, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 1991$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10569J.htm

=LDR  03155nab a2200505 i 4500
=001  GTJ102649
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102649$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102649$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aSandoval, J.,$eauthor.
=245  10$aResidual Strength of Liquefied Sand Measured in a Ring Shear Device /$cJ. Sandoval, P. de Alba, B. Fussell.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aEarthquake-induced liquefaction flow slides have resulted in loss of life and major damage at many sites around the world. In order to better understand the mechanics of such slides, it is necessary to quantify the residual shearing strength of the liquefied soil. Small-scale stress-controlled experiments suggest that this residual strength is not a constant, but that liquefied sand can be modeled as a highly viscous stress-thinning fluid, whose resistance varies with the velocity of flow. We present results obtained with a ring shear device designed specifically to measure the large-displacement post-liquefaction residual strength of sands under strain-controlled conditions. Residual strength of a fine uniform sand was measured for a range of relative densities (Dr) from 19 % to 36 % at four different shear-strain rates, varying from 11 to 44 s-1 representative of flow slide velocities. Measurements show that the strain-rate-dependent Herschel-Bulkley model for stress-thinning fluids applies to the liquefied sand, with resistance increasing as strain rate increases, but suggest that at relative densities higher than perhaps 50 %, relative density dominates, and residual strength can be approximated as a constant.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aResidual strength.
=650  \0$aRing shear.
=650  \0$aSand liquefaction.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aRing shear.
=650  24$aSand liquefaction.
=650  24$aResidual strength.
=700  1\$ade Alba, P.,$eauthor.
=700  1\$aFussell, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102649.htm

=LDR  03141nab a2200553 i 4500
=001  GTJ102354
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102354$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102354$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aFlores, R. D. Vera?stegui,$eauthor.
=245  10$aSmall-Strain Shear Modulus and Strength Increase of Cement-Treated Clay /$cR. D. Vera?stegui Flores, G. Di Emidio, W. F. Van Impe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aA simple nondestructive technique was used as an alternative method to monitor the hardening of cement-treated clay as a function of time. The principle of this monitoring technique is based on the use of bender elements to measure the small-strain shear modulus (G0) at various time intervals. The strength increase was monitored by conventional unconfined compression testing. Experimental work was carried out on Kaolin clay treated with Portland cement and blast furnace slag cement at different dosages. The results showed that G0, as well as strength, of cement-treated samples increases logarithmically with time. However, blast furnace slag cement produces a slower hardening rate early after mixing. It was found that for each binder type, the G0 increase and the strength increase, when normalized, follow a common trend. Such a hardening function may be used as the basis of a strength prediction rule. The functions obtained are in good agreement with data on other cement-treated inorganic clays published in the literature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBender elements.
=650  \0$aCement.
=650  \0$aCompressive strength.
=650  \0$aSmall-strain shear modulus.
=650  \0$aSoft soil.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSoft soil.
=650  24$aCement.
=650  24$aCompressive strength.
=650  24$aSmall-strain shear modulus.
=650  24$aBender elements.
=700  1\$aDi Emidio, G.,$eauthor.
=700  1\$aVan Impe, W. F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102354.htm

=LDR  02613nab a2200505 i 4500
=001  GTJ102708
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102708$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102708$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aIgoe, David,$eauthor.
=245  14$aThe Development and Testing of an Instrumented Open-Ended Model Pile /$cDavid Igoe, Paul Doherty, Kenneth Gavin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThis paper describes the development of a model instrumented open-ended (pipe) pile. The importance of model geometry and separating the shaft, annular and plug load, and horizontal effective stresses is discussed. A detailed description of the construction of the twin-walled open-ended pile is presented. Particular attention was given to protecting the fragile instrumentation from the rigours of installation and the effects of water ingress. Calibration procedures, which were used to verify the instrument reliability, are also discussed. The final section describes field tests conducted in both loose sand and medium-dense sand deposits, which are used to validate the instrument performance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLoad test.
=650  \0$aOpen-ended piles.
=650  \0$aPile instrumentation.
=650  \0$aRadial stress.
=650  14$aOpen-ended piles.
=650  24$aPile instrumentation.
=650  24$aLoad test.
=650  24$aRadial stress.
=700  1\$aDoherty, Paul,$eauthor.
=700  1\$aGavin, Kenneth,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102708.htm

=LDR  03707nab a2200589 i 4500
=001  GTJ101634
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ101634$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ101634$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aChoi, Sung-Kun,$eauthor.
=245  10$aPreparation of a Large Size Granular Specimen Using a Rainer System with a Porous Plate /$cSung-Kun Choi, Moon-Joo Lee, Hyunwook Choo, Mehmet T. Tumay, Woojin Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aIn this study, a rainer system capable of forming a large homogeneous granular specimen is introduced. A series of laboratory tests is carried out in order to study the performance of the proposed system. The features of the rainer system used in this study are the adoption of a porous plate and the air-pluviation without changing the deposition intensity. Without a porous plate, the rainer induces an insignificant density increase with increasing drop height, providing a dense to very dense specimen. However, the rainer with a porous plate produces a medium dense to dense specimen, with a drastic density increase at drop heights of 10-40 cm and a progressively reduced rate of density increase at larger drop heights. It is shown that the density obtained by using a porous plate rainer with a 70 cm drop height is similar to that achieved by using a conventional rainer with a 10 cm drop height. It is concluded that the use of a conventional rainer that adopts a porous plate significantly widens the range of density achievable even without an alteration in the deposition intensity. It is also concluded that using the rainer with a porous plate significantly improves the vertical and horizontal homogeneities of the specimen. The relative density evaluated from the measured cone resistance appears to provide a reasonable estimation at depths of 40-80 cm. The profile of shear wave velocity measured using bender elements seems to accurately reflect the vertical non-uniformity of the specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeposition intensity.
=650  \0$aDrop height.
=650  \0$aPorous plate.
=650  \0$aRainer system.
=650  \0$aRelative density.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aRainer system.
=650  24$aDrop height.
=650  24$aPorous plate.
=650  24$aRelative density.
=650  24$aDeposition intensity.
=700  1\$aLee, Moon-Joo,$eauthor.
=700  1\$aChoo, Hyunwook,$eauthor.
=700  1\$aTumay, Mehmet T.,$eauthor.
=700  1\$aLee, Woojin,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ101634.htm

=LDR  04015nab a2200769 i 4500
=001  GTJ102375
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102375$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102375$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTR267
=082  04$a775$223
=100  1\$aLo, Hung-Chieh (Jay),$eauthor.
=245  12$aA Transparent Water-Based Polymer for Simulating Multiphase Flow /$cHung-Chieh (Jay) Lo, Kazunori Tabe, Magued Iskander, Sung-Ho Yoon.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThis study proposes a new water-based transparent material called Aquabeads for modeling flow in natural soils. Three types of this material were used to model miscible and multiphase flow transport process in layered soil systems. An optical system was set up to trace flow movements in a two-dimensional (2D) physical model of a soil profile, analyzed using digital image processing to define images of 2D concentration profiles in the model. Model surfactant flushing tests were conducted using a layered soil system and two contaminants, mineral oil and motor oil, in order to illustrate the feasibility of using this water-based polymer to visualize geoenvironmental contamination problems. A surfactant solution made of Triton X-100 mixed with sec-butanol alcohol and xanthan gum was used to achieve a recovery ratio of 88.5 % of motor oil and 95.8 % of mineral oil. Because a transparent soil is used, the optical systems allows for visualizing surfactant flushing. Addition of xanthan gum to increase viscosity prevents mineral oil's downward migration, thus significantly enhancing the oil recovery. The increase in viscosity of the surfactant prevents motor oil from bypassing the plume, thus enhancing recovery by up to 20 times. The study demonstrates that Aquabeads are suitable for modeling multiphase flow, particularly in educational settings.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAquabeads.
=650  \0$aDigital image processing.
=650  \0$aEducational.
=650  \0$aGeoenvironmental.
=650  \0$aGlass beads.
=650  \0$aGroundwater.
=650  \0$aMultiphase flow.
=650  \0$aNAPL.
=650  \0$aSilica gel.
=650  \0$aSilica powder.
=650  \0$aSurfactant flushing.
=650  \0$aTank test.
=650  \0$aTransparent soil.
=650  \0$aImage processing$vDigital techniques.
=650  \0$aPhotography$vDigital techniques.
=650  14$aModel.
=650  24$aMultiphase flow.
=650  24$aTank test.
=650  24$aNAPL.
=650  24$aSilica gel.
=650  24$aSilica powder.
=650  24$aTransparent soil.
=650  24$aGlass beads.
=650  24$aDigital image processing.
=650  24$aEducational.
=650  24$aGeoenvironmental.
=650  24$aGroundwater.
=650  24$aSurfactant flushing.
=650  24$aAquabeads.
=700  1\$aTabe, Kazunori,$eauthor.
=700  1\$aIskander, Magued,$eauthor.
=700  1\$aYoon, Sung-Ho,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102375.htm

=LDR  03220nab a2200517 i 4500
=001  GTJ102390
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102390$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102390$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aCraciun, Ovidiu,$eauthor.
=245  10$aMatric Suction Measurement in Stress Path Cyclic Triaxial Testing of Unbound Granular Base Materials /$cOvidiu Craciun, Sik-Cheung Robert Lo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b41
=520  3\$aUnbound granular base (UGB) materials are commonly placed as part of pavement foundations. These materials are generally designed to be in an unsaturated state in order to resist the dominantly cyclic loading. Therefore, the response of UGB materials under cyclic loading needs to be studied using the framework of unsaturated soil mechanics. This requires the measurement of matric suction evolution during cyclic loading, which is a major experimental challenge to be resolved. This paper presents the development of a cyclic triaxial testing system and associated experimental techniques that meet the challenges of testing UGB materials as unsaturated soils. The testing system enables the initializing of matric suction of a specimen and facilitates direct measurement of its evolution during cyclic loading. Two types of cyclic loading could be imposed: with constant cell pressure and with cyclic cell pressure. Selected test results of both types of cyclic loading were presented to demonstrate satisfactory performance of the proposed methodology. Furthermore, a detailed analysis of these selected test results was also undertaken to show the importance of matric suction for understanding the behavior of UGB materials under cyclic loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loading.
=650  \0$aMatric suction.
=650  \0$aPavement.
=650  \0$aUnsaturated soil.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aCyclic loading.
=650  24$aMatric suction.
=650  24$aPavement.
=650  24$aUnsaturated soil.
=700  1\$aLo, Sik-Cheung Robert,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102390.htm

=LDR  03315nab a2200589 i 4500
=001  GTJ102366
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102366$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102366$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.432028$223
=100  1\$aLee, J. Y.,$eauthor.
=245  10$aElectrical Resistivity Tomography in Cylindrical Cells-Guidelines for Hardware Pre-Design /$cJ. Y. Lee, J. C. Santamarina.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aElectrical resistivity tomography (ERT) allows for fast, non-destructive, and efficient sediment characterization and geotechnical process monitoring in the field as well as in laboratory applications. Besides the spatial distribution of resistivity, specimen geometry and electrode configuration determine the electrical potential distribution and the ensuing spatial resolution in the tomogram. We examine potential and current density distribution in various ERT system configurations using both experimental and numerical methods and explore optimal electrode configurations for cylindrical cells. Results show that optimal ERT configurations must take into consideration the required spatial resolution, sensitivity to anomalies, signal strength, and shunting effects along the cell perimeter. The system characteristics are defined in terms of electrode width Welec and length Lelec, cell diameter Dcell, and the distance from the electrode plane to conductive end-plates ?. The following dimensionless ratios emerge as guidelines for system pre-design: Welec/Dcell??/2n, Lelec /Dcell ?0.4, ?/Dcell>=1, where n is the number of electrodes around the perimeter.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectrical resistivity.
=650  \0$aElectrode.
=650  \0$aElectrolyte.
=650  \0$aGeophysics.
=650  \0$aNon-destructive testing.
=650  \0$aSoil.
=650  \0$aTomography.
=650  \0$aSoil moisture$vMeasurement.
=650  \0$aSoil porosity$vMeasurement.
=650  14$aElectrical resistivity.
=650  24$aTomography.
=650  24$aElectrode.
=650  24$aSoil.
=650  24$aElectrolyte.
=650  24$aNon-destructive testing.
=650  24$aGeophysics.
=700  1\$aSantamarina, J. C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102366.htm

=LDR  04316nab a2200541 i 4500
=001  GTJ102246
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102246$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102246$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aRichards, Kevin S.,$eauthor.
=245  10$aTrue Triaxial Piping Test Apparatus for Evaluation of Piping Potential in Earth Structures /$cKevin S. Richards, Krishna R. Reddy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aCurrent methods available for testing the piping potential of soils in dams (pinhole test, hole erosion test, and slot erosion test) are limited to cohesive soils that maintain an open hole within the sample. These tests do not adequately simulate conditions within a zoned embankment, where zones of non-cohesive materials are present under relatively high confining stresses. A new apparatus, called true triaxial piping test apparatus or TTPTA, was developed for testing a wider variety of soils under a wider range of confining stresses, hydraulic gradients, and pore pressures than current tests allow. The TTPTA is capable of applying a range of confining stresses along three mutually perpendicular axes in a true triaxial test apparatus. Pore pressures are also controlled through regulated inlet and outlet pressures. The test determines the critical hydraulic gradient and, more importantly, the critical hydraulic velocity at which piping is initiated in non-cohesive soils. Detailed descriptions of the test apparatus and test method are presented, as are initial test results using TTPTA. Three sets of initial tests were conducted using uniform sand to (1) assess the repeatability of test results, (2) evaluate how the rate of change of inflow impacts the critical discharge rate at which piping is initiated, and (3) evaluate how the angle of seepage affects the critical velocity for piping initiation. These initial tests were conducted to evaluate the method and to help set test parameters for future testing. It is found that the TTPTA is capable of yielding fairly consistent results with 10 % scatter in repeat tests. The seepage angle tests demonstrate that the angle between seepage flow direction and the direction of gravity is an important factor to consider when evaluating piping potential. The rate of change in seepage also has a minor influence on test results, but a change in flow rate of 5 (mL/min)/min could produce reliable results. Based on the results, the hydraulic gradient is found to be a less reliable indicator of piping potential than the hydraulic velocity for non-cohesive soils. The TTPTA is capable of simulating conditions within small to medium sized embankments.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical hydraulic gradient.
=650  \0$aCritical hydraulic velocity.
=650  \0$aPiping potential.
=650  \0$aPiping tests.
=650  \0$aTrue triaxial piping test.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aPiping potential.
=650  24$aPiping tests.
=650  24$aCritical hydraulic gradient.
=650  24$aCritical hydraulic velocity.
=650  24$aTrue triaxial piping test.
=700  1\$aReddy, Krishna R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102246.htm

=LDR  03117nab a2200529 i 4500
=001  GTJ102209
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102209$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102209$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP1175.E9
=082  04$a668.413$223
=100  1\$aKayabali, Kamil,$eauthor.
=245  10$aDetermination of Plastic and Liquid Limits Using the Reverse Extrusion Technique /$cKamil Kayabali, Osman Oguz Tufenkci.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aConsistency limits are fundamental properties of fine grained soils. The techniques used today to determine these parameters are operator dependent; their repeatability is low. In order to overcome and/or reduce those factors affecting the results of conventional testing methods, the reverse extrusion technique was evaluated. Thirty-one inorganic soil samples were used in the experiments. In order to produce a reliable basis for the plastic and liquid limits, a relatively broad database was constituted using the conventional consistency limit tests. Extrusion pressures were then obtained and plotted for different water contents for each sample. A linear relationship was observed among the water content and the logarithm of the extrusion pressure. The extrusion pressures corresponding to the average plastic and liquid limits of the conventional method show a normal distribution about certain values. A more reliable, economical, and robust device with greater repeatability is proposed. The presented approach shows promise in providing a better index parameter to characterize fine grained soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLiquid limit.
=650  \0$aPlastic limit.
=650  \0$aRemolded soil.
=650  \0$aReverse extrusion.
=650  \0$aSoil consistency limits.
=650  \0$aPlastics$vExtrusion.
=650  14$aSoil consistency limits.
=650  24$aLiquid limit.
=650  24$aPlastic limit.
=650  24$aRemolded soil.
=650  24$aReverse extrusion.
=700  1\$aTufenkci, Osman Oguz,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102209.htm

=LDR  03133nab a2200589 i 4500
=001  GTJ102410
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102410$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102410$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aYang, Guangqing,$eauthor.
=245  10$aField Behavior of a Geogrid Reinforced Soil Retaining Wall with a Wrap-Around Facing /$cGuangqing Yang, Junxia Ding, Qiaoyong Zhou, Baojian Zhang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThe earth pressure and deformation characteristics of a geogrid reinforced soil retaining wall were monitored during and for a period of 1.5 years after construction. Both vertical and lateral soil stresses were recorded with vibrating-wire earth pressure cells, and the reinforcement deformations were measured using flexible displacement sensors. The maximum vertical foundation pressure along the wall's reinforcements occurred at the center of the reinforcement, gradually decreasing towards the front and back ends. The measured lateral earth pressure within the reinforced soil wall is non-linear along the wall height, and the value is less than the theoretical active lateral earth pressure. The distribution of tensile strain along the reinforcements within the lower portion of the wall has two peak values. The potential failure surface of the wall closely follows the theoretical Coulomb failure surface of an unreinforced backfill.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarth pressure.
=650  \0$aField test.
=650  \0$aGeogrid.
=650  \0$aReinforcement soil retaining wall.
=650  \0$aStrain.
=650  \0$aWrap-around facing.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aWrap-around facing.
=650  24$aGeogrid.
=650  24$aReinforcement soil retaining wall.
=650  24$aField test.
=650  24$aEarth pressure.
=650  24$aStrain.
=700  1\$aDing, Junxia,$eauthor.
=700  1\$aZhou, Qiaoyong,$eauthor.
=700  1\$aZhang, Baojian,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102410.htm

=LDR  02994nab a2200577 i 4500
=001  GTJ11087J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11087J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11087J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624/.1513$223
=100  1\$aCerato, AB.,$eauthor.
=245  10$aDetermination of Surface Area of Fine-Grained Soils by the Ethylene Glycol Monoethyl Ether (EGME) Method /$cAB. Cerato, AJ. Lutenegger.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThis paper describes a test procedure for determining the total surface area of fine-grained soils using the Ethylene Glycol Monoethyl Ether (EGME). The test involves saturating a soil sample with EGME and then removing the excess EGME in a vacuum desiccator, until the EGME forms a monomolecular layer on the soil surface. The results of the test are expressed as Specific Surface Area (SSA), which describes the surface area/unit mass of dry soil with units of m2/g. Test results are presented demonstrating the effect of various test parameters on the results. Results for a number of different fine-grained soils are presented. A detailed recommended test procedure is given. The proposed method uses simple and inexpensive laboratory equipment, is relatively simple to perform, and allows for rapid determination of SSA.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay mineralogy.
=650  \0$aClay.
=650  \0$aEthylene glycol monoethyl ether.
=650  \0$aFine-grained soils.
=650  \0$aLaboratory test.
=650  \0$aSpecific surface area.
=650  \0$aSoil mechanics.
=650  \0$aSoil mechanicsm.
=650  \0$aShear strength of soils.
=650  14$aSpecific surface area.
=650  24$aFine-grained soils.
=650  24$aEthylene glycol monoethyl ether.
=650  24$aClay.
=650  24$aClay mineralogy.
=650  24$aLaboratory test.
=700  1\$aLutenegger, AJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11087J.htm

=LDR  02758nab a2200517 i 4500
=001  GTJ11095J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11095J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11095J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE211
=082  04$a624.151$223
=100  1\$aFeng, M.,$eauthor.
=245  12$aA Laboratory Study of the Hysteresis of a Thermal Conductivity Soil Suction Sensor /$cM. Feng, DG. Fredlund, F. Shuai.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aAn experimental program was set up to study the capillary hysteresis of the ceramic block for a newly developed thermal conductivity soil suction sensor. The testing program included two series of tests: one series of tests measured the capillary hysteresis of the ceramic blocks and the other measured the hysteresis of the relationships between the suction sensor output and the applied suctions. Test results show that there can be approximately 40% error from the correct suction value if the conventional calibration curve is used without considering the effects of capillary hysteresis. Based on the experimental testing program, a mathematical approach, which is able to take into account the effects of capillary hysteresis, was proposed when interpreting the measured soil suction data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary hysteresis.
=650  \0$aMatric suction.
=650  \0$aSoil suction sensor.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aMatric suction.
=650  24$aSoil suction sensor.
=650  24$aCapillary hysteresis.
=700  1\$aFredlund, DG.,$eauthor.
=700  1\$aShuai, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11095J.htm

=LDR  02959nab a2200505 i 4500
=001  GTJ11097J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11097J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11097J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455G44G461986
=082  04$a624.1/8923$223
=100  1\$aHameiri, A.,$eauthor.
=245  12$aA Cyclic Gradient Ratio Test Device /$cA. Hameiri, RJ. Fannin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aGradient ratio test results are reported from the commissioning of a device that was modified to impose dynamic cyclic flow. The flow conditions, using head control, are similar to those in marine protection works. Each test included a stage of unidirectional flow, followed by stages of cyclic flow at a frequency of 0.2 Hz and 0.02 Hz. Flow reversal invokes an initial transient state of water head distribution in the sample, attributed to changes in hydraulic gradient to accommodate the new values of constant head at the inflow and outflow. Consequently, tests at the higher frequency yielded unsteady flow in the sample, while tests at the lower frequency resulted in steady flow during each half cycle. In unsteady flow, the transient state of water head distribution (and hence gradient ratio) cannot serve as an index of soil-geotextile compatibility. Therefore, a recommendation is made that testing of filtration compatibility in dynamic cyclic flow include a stage of slow flow reversal (or alternatively unidirectional flow) to permit a quantification of water head distribution under steady flow.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic flow.
=650  \0$aGradient ratio test.
=650  \0$ageotextile.
=650  \0$aGeomembranes.
=650  \0$afiltration.
=650  14$aGradient ratio test.
=650  24$aCyclic flow.
=650  24$aFiltration.
=650  24$aGeotextile.
=700  1\$aFannin, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11097J.htm

=LDR  02778nab a2200529 i 4500
=001  GTJ11090J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11090J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11090J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aKlotz, EU.,$eauthor.
=245  10$aOn the Identification of Critical State Lines for Sands /$cEU. Klotz, MR. Coop.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aNew methods of geotechnical design in sands are often based on a state parameter type of approach, requiring the in situ state of the soil to be quantified relative to its critical state line. One difficulty in the application of these methods is then the correct identification of the location of this line, particularly at lower stress levels where sands strain soften and strains tend to localize within the sample. This paper examines the shearing behavior of two sands of diverse mineralogy by means of triaxial testing. The approach adopted has been to use existing techniques and apparatus that might reasonably be implemented in general practice. Recommendations are made as to the type of apparatus and test that should be used, and the corrections necessary to the data in order to identify as accurately as possible the critical states.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcareous soils.
=650  \0$aSands.
=650  \0$aShear bands.
=650  \0$aTriaxial testing.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aSands.
=650  24$aCalcareous soils.
=650  24$aTriaxial testing.
=650  24$aShear bands.
=700  1\$aCoop, MR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11090J.htm

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=001  GTJ11096J
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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11096J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11096J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTT916
=082  04$a745.5$223
=100  1\$aBo Ibsen, L.,$eauthor.
=245  14$aThe Danish Rigid Boundary True Triaxial Apparatus for Soil Testing /$cL. Bo Ibsen, U. Prasstrup.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThe intermediate principal stress plays an important role for the stress-strain behavior of soils. The effect of the intermediate stress cannot be examined in the conventional triaxial apparatus since axisymmetric stress states are prescribed in it. Thus, other testing devices capable of producing asymmetric stress states are necessary for more accurate determination of the stress-strain behavior. This paper describes the Danish rigid boundary true triaxial apparatus developed at Aalborg University and the techniques employed to prepare and test specimens of clay and sand for effects of the intermediate stress. Three series of true triaxial tests are presented together with various conventional triaxial tests to illustrate the capabilities of the apparatus. The first series of tests was carried out on cross-anisotropic specimens from a natural clay deposit. The other two series were carried out on air-pluviated (frozen and unfrozen) specimens of sand that also showed cross-anisotropic behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aCross-anisotropy.
=650  \0$aSand.
=650  \0$aStress-strain behavior corrections.
=650  \0$aTriaxial tests.
=650  \0$aTrue triaxial tests.
=650  \0$aModeling.
=650  \0$aDough.
=650  \0$aHandicraft.
=650  14$aTrue triaxial tests.
=650  24$aTriaxial tests.
=650  24$aCross-anisotropy.
=650  24$aSand.
=650  24$aClay.
=650  24$aStress-strain behavior corrections.
=700  1\$aPrasstrup, U.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11096J.htm

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=006  m|||||o|||||||||||
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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11092J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11092J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.7.S5
=082  04$a624.1/76$223
=100  1\$aMirata, T.,$eauthor.
=245  10$aDiscussion on "Development of a New In-Situ Direct Shear Test" by H. Matsuoka, S. Liu, D. Sun, and U. Nishikata /$cT. Mirata.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aShear (Mechanics)
=650  \0$aDeformations (Mechanics)
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11092J.htm

=LDR  03870nab a2200637 i 4500
=001  GTJ11094J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11094J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11094J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aLeong, EC.,$eauthor.
=245  10$aFactors Affecting the Filter Paper Method for Total and Matric Suction Measurements /$cEC. Leong, L. He, H. Rahardjo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b42
=520  3\$aThe filter paper method is used as an indirect means of measuring soil suctions. The advantages of the method include its simplicity, its low cost, and its ability to measure a wide range of suctions. The filter paper method has also been used in the field to measure soil suctions. However, the simplicity of the filter paper method has led to an inadequate understanding of the method and, therefore, improper usage. Recent findings have highlighted the need for more precautions in the use of the filter paper method for suction measurements. This paper presents a literature review of the factors affecting the accuracy of the filter paper method and identifies gaps in the current knowledge of the method. An experimental study was also conducted to clarify some of the factors affecting the response of the two most commonly used filter papers for suction measurements. Whatman No. 42 and Schleicher and Schuell No. 589. Calibration curves of the filter papers show that the water content-suction relationships are different for total and matric suctions. The total suction calibration curve is not very sensitive to applied suctions less than 1000 kPa. The calibration curves obtained for total suction are different from those recommended in ASTM D 5298-94, suggesting that the ASTM D 5298-94 equations should not be used for total suction. Instead of existing bilinear equations, new equations are proposed to describe the total and matric suction calibration curves. All the equations were evaluated using the filter paper method to measure the suction of soil specimens of known matric suctions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aFilter paper.
=650  \0$aMatric suction.
=650  \0$aOsmotic suction.
=650  \0$aSoil suction.
=650  \0$aSuction measurement.
=650  \0$aTotal suction.
=650  \0$aUnsaturated soil.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aFilter paper.
=650  24$aTotal suction.
=650  24$aMatric suction.
=650  24$aOsmotic suction.
=650  24$aSoil suction.
=650  24$aCalibration.
=650  24$aUnsaturated soil.
=650  24$aSuction measurement.
=700  1\$aHe, L.,$eauthor.
=700  1\$aRahardjo, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11094J.htm

=LDR  02870nab a2200541 i 4500
=001  GTJ11088J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11088J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11088J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA705
=082  04$a624.1/513$223
=100  1\$aHuang, A-B,$eauthor.
=245  10$aDevelopment of a Multiple-Purpose Borehole Testing Device for Soft Rock /$cA-B Huang, C-K Fang, J-J Liao, Y-W Pan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aThe authors developed a versatile in situ testing device specifically for soft rock. The main purpose of this device was to provide design parameters for shallow or deep foundations in soft rock. The new device, referred to as the Borehole Testing Device (BTD) consisted of four radial curved platens at the top and a circular steel plate at the bottom. The BTD was designed to be used in a 200-mm-diameter borehole. Driven by a high stress pressuremeter and a hydraulic piston, the BTD can be used to perform a borehole jacking test, plate-loading test, and borehole shear test in the same borehole. A multistage testing procedure was proposed to perform the BTD test. This paper describes the design and operation of the BTD and presents a set of test data to demonstrate the capabilities of the BTD.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBorehole jacking test.
=650  \0$aBorehole shear test.
=650  \0$aPlate-loading test.
=650  \0$asoft rock.
=650  \0$aRock mechanics.
=650  \0$aSoft and Granular Matter, Complex Fluids and Microfluidics.
=650  14$aSoft rock.
=650  24$aBorehole jacking test.
=650  24$aBorehole shear test.
=650  24$aPlate-loading test.
=700  1\$aFang, C-K,$eauthor.
=700  1\$aLiao, J-J,$eauthor.
=700  1\$aPan, Y-W,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11088J.htm

=LDR  04094nab a2200745 i 4500
=001  GTJ11098J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11098J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11098J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.F4313
=082  04$a624/.1513$223
=100  1\$aVeyera, GE.,$eauthor.
=245  10$aOne-Dimensional Shock-Induced Pore Pressure Response in Saturated Carbonate Sand /$cGE. Veyera, WA. Charlie, ME. Hubert.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b41
=520  3\$aExperiments were performed to investigate the transient undrained pore water pressure response of a shock-loaded saturated carbonate sand (Enewetak coral sand). Specimens were dynamically loaded using an experimental laboratory facility capable of generating compressive shock pulses with millisecond rise times to peak stress. Boundary conditions were for one-dimensional confined compressive loadings without drainage. Pore water pressure increases of 50% or more were observed at compressive strains above about 0.01%. For most tests, liquefaction was observed at peak compressive strains in excess of about 0.10%. An empirical equation for estimating pore water pressure increases from transient compressional shock loadings was developed from a statistical analysis of the data. A silica sand, Monterey No. 0/30, has also been previously tested in this apparatus and a comparison is made. The residual excess pore water pressure equations for Enewetak coral and Monterey No. 0/30 sands are presented. Test results indicate that the response of these two sands is markedly different. Residual excess pore water pressures are proportional to approximately the square root of peak compressive strain for Enewetak coral sand and approximately the cube root of peak compressive strain for Monterey No. 0/30 silica sand. Measured static C parameter values were consistently less than unity for all saturated specimens of Enewetak coral sand tested. The C parameter decreased with increasing specimen density and effective stress.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlasting effects.
=650  \0$aCarbonate sand.
=650  \0$aCoral sand.
=650  \0$aLiquefaction.
=650  \0$aPore pressure parameter C.
=650  \0$aPore water pressure.
=650  \0$aSaturated sand.
=650  \0$aShock loading.
=650  \0$aSilica sand.
=650  \0$aSoil dynamics.
=650  \0$aUndrained loading.
=650  \0$aVibrations.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aBlasting effects.
=650  24$aCarbonate sand.
=650  24$aCoral sand.
=650  24$aPore pressure parameter C.
=650  24$aLiquefaction.
=650  24$aPore water pressure.
=650  24$aSaturated sand.
=650  24$aShock loading.
=650  24$aSoil dynamics.
=650  24$aSoil mechanics.
=650  24$aSilica sand.
=650  24$aUndrained loading.
=650  24$aVibrations.
=700  1\$aCharlie, WA.,$eauthor.
=700  1\$aHubert, ME.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11098J.htm

=LDR  03186nab a2200721 i 4500
=001  GTJ11089J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11089J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11089J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a625.7/32$223
=100  1\$aBurns, SE.,$eauthor.
=245  10$aInterpretation of Seismic Piezocone Results for the Estimation of Hydraulic Conductivity in Clays /$cSE. Burns, PW. Mayne.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b51
=520  3\$aSeismic piezocone penetration tests with dissipation phases provide sufficient data for outlining the geostratigraphy, soil strength, stiffness, and flow characteristics in fine-grained soils. The dissipation of excess pore water pressures with time can be monitored at regular intervals (e.g., at 1-m rod breaks) and provides information on the coefficient of consolidation (ch). Monotonic and/or dilatory responses of ?u decay can be accommodated. The shear wave velocity (Vs) provides a measure of the small-strain stiffness (G0), or surrogate evaluation of the constrained modulus (D'). A sampling of data from ten clay sites was used to assess the derived magnitude of hydraulic conductivity, as determined from k = ch?w/D'.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCone penetration.
=650  \0$aConsolidation.
=650  \0$aDilatory response.
=650  \0$aDissipation.
=650  \0$aHydraulic conductivity.
=650  \0$aIn-situ tests.
=650  \0$aModulus.
=650  \0$aPermeability.
=650  \0$aPiezocones.
=650  \0$aPore pressures.
=650  \0$aStiffness.
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  14$aClays.
=650  24$aCone penetration.
=650  24$aConsolidation.
=650  24$aDilatory response.
=650  24$aDissipation.
=650  24$aIn-situ tests.
=650  24$aHydraulic conductivity.
=650  24$aModulus.
=650  24$aPermeability.
=650  24$aPiezocones.
=650  24$aPore pressures.
=650  24$aStiffness.
=700  1\$aMayne, PW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11089J.htm

=LDR  02967nab a2200553 i 4500
=001  GTJ11091J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11091J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11091J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.14
=082  04$a631.4/7$223
=100  1\$aLong, M.,$eauthor.
=245  14$aThe Quality of Continuous Soil Samples /$cM. Long.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (20 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe quality of continuous soil samples from four typical Irish soft ground strata is studied. It was found that the MOSTAP® continuous specimens have lower initial moisture content and higher bulk density than block or tube samples. Test data from MOSTAP® samples underestimate 1D yield stress ratio, compression in the normally consolidated range and creep. Triaxial tests on the MOSTAP® specimens show erratic results. For the clays studied, they give lower undrained strength, a higher strain to failure, and a larger small strain stiffness than block samples. MOSTAP® specimen quality, however, improves with reducing soil sensitivity and increasing soil strength. These results are caused by the MOSTAP® sampler having an inferior cutting head geometry, leading to increased destructuring of the soils. In silt materials, the sampler penetration is partially drained, leading to densification of material, the effects being greatest for the MOSTAP® sampler. Recommendations are given for possible improvements to the sampler.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aOedometer.
=650  \0$aSampling disturbance.
=650  \0$aSilt.
=650  \0$aSoft clay.
=650  \0$aTriaxial testing.
=650  \0$asoil sampling.
=650  \0$aSoils$xSampling.
=650  \0$aSoil surveys.
=650  14$aSoil sampling.
=650  24$aSampling disturbance.
=650  24$aSoft clay.
=650  24$aSilt.
=650  24$aOedometer.
=650  24$aTriaxial testing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 3.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11091J.htm

=LDR  02686nab a2200625 i 4500
=001  GTJ10676J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10676J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10676J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTK7871.15.S56
=082  04$a621.3815/2$223
=100  1\$aClayton, CRI,$eauthor.
=245  14$aThe Use of Hall Effect Semiconductors in Geotechnical Instrumentation /$cCRI Clayton, SA. Khatrush, AVD Bica, A. Siddique.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aFor the past five years or so Hall effect semiconductors have been increasingly used in the geotechnical engineering laboratories at the University of Surrey. They have been incorporated as sensing elements in local radial and axial strain measuring devices, for the small-strain instrumentation of triaxial specimens, and in small diameter boundary normal and shear stress cells. Triaxial internal load cells are currently being built incorporating Hall effect semiconductors.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformation gages.
=650  \0$aErrors.
=650  \0$aInstrumentation.
=650  \0$aPressure cells.
=650  \0$aStrain.
=650  \0$aStress.
=650  \0$aTriaxial tests.
=650  \0$aSemiconductors.
=650  \0$acalibrations.
=650  14$aInstrumentation.
=650  24$aStrain.
=650  24$aStress.
=650  24$aCalibrations.
=650  24$aErrors.
=650  24$aTriaxial tests.
=650  24$aDeformation gages.
=650  24$aPressure cells.
=700  1\$aKhatrush, SA.,$eauthor.
=700  1\$aBica, AVD,$eauthor.
=700  1\$aSiddique, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10676J.htm

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=024  7\$a10.1520/GTJ10673J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10673J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA711.A1
=082  04$a624.1/762$223
=100  1\$aCarroll, WF.,$eauthor.
=245  12$aA Nonlinear One-Dimensional Wave Analysis of a Triaxial Soil Specimen /$cWF. Carroll.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA fast triaxial shear device (FTRXD) loads cylindrical soil specimens, displacing the top of the specimen downward and axially at a controlled and very rapid rate. Load and displacement at the specimen top and load at the bottom are measured; specimens are subjected to constant confining pressures. Nonlinear, one-dimensional wave analysis of the specimen was undertaken, using finite-difference methods, to assess the effects of longitudinal inertia in the specimen and to gain insights into its behavior as stress and strain approach failure levels during rapid transient loading. For conditions where radial inertia and radial shear stress do not affect normal axial stress and strain significantly, axial load measured at the top and bottom of the specimen plotted against nominal axial strain permit deducing the specimen's correct principal stress difference-axial strain curve.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFast triaxial shear device.
=650  \0$aFinite differences.
=650  \0$aNonlinear wave propagation.
=650  \0$asoil dynamics.
=650  \0$aSoil-structure interaction.
=650  \0$aEngineering geology.
=650  14$aFast triaxial shear device.
=650  24$aSoil dynamics.
=650  24$aNonlinear wave propagation.
=650  24$aFinite differences.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10673J.htm

=LDR  03108nab a2200625 i 4500
=001  GTJ10683J
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=024  7\$a10.1520/GTJ10683J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10683J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHF1416
=082  04$a658.8/48$223
=100  1\$aSteele, GW.,$eauthor.
=245  10$aStatus of the AASHTO Accreditation Program /$cGW. Steele.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThe American Association of State Highway and Transportation Officials (AASHTO) approved the establishment of the AASHTO Accreditation Program (AAP) in February 1988 and the first laboratory was accredited in June 1988. The objective of the AAP is to provide a mechanism for formally recognizing the competency of construction materials testing laboratories to carry out specific tests on soils, asphalt cements, cutback asphalts, emulsified asphalts, bituminous concrete mixtures, concrete aggregates. AAP is structured to comply with ASTM Standards, Guide for Laboratory Accreditation Systems (E 994) and Practice for Generic Criteria for Use in the Evaluation of Testing and Inspection Agencies (E 548), and International Standards Organization (ISO) Guide 25. AASHTO has assigned responsibility for administering the program to its Highway Subcommittee on Materials. Information on the program scope, operational procedures, and current status are given.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aAsphalts.
=650  \0$aConcrete.
=650  \0$aConstruction materials.
=650  \0$aLaboratory accreditation.
=650  \0$aQuality assurance.
=650  \0$aSoils.
=650  \0$aStandards.
=650  \0$aQualityassurance$xStandards.
=650  \0$aQualitycontrol$xStandards.
=650  \0$atesting.
=650  14$aAggregates.
=650  24$aAsphalts.
=650  24$aConcrete.
=650  24$aConstruction materials.
=650  24$aLaboratory accreditation.
=650  24$aQuality assurance.
=650  24$aSoils.
=650  24$aStandards.
=650  24$aTesting.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10683J.htm

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=024  7\$a10.1520/GTJ10677J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10677J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aLadd, RS.,$eauthor.
=245  10$aPore-Water Pressure Buildup in Clean Sands Because of Cyclic Straining /$cRS. Ladd, R. Dobry, P. Dutko, FY. Yokel, RM. Chung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe prediction of pore-water pressure buildup in sands caused by undrained cyclic loading is one of the key items in evaluating the potential for liquefaction of sandy sites during earthquakes. Presented herein are data indicating that, in strain-controlled tests, there is a predictable correlation between cyclic shear strain, number of cycles, and pore-water pressure buildup; this correlation is much less sensitive to factors, such as relative density and fabric than comparable results obtained from stress-controlled tests. Also, there is a threshold cyclic shear strain below which there is no sliding at the contacts between sand particles, and essentially no pore-water pressure buildup occurs. The data indicate that, for clean sands, this threshold shear strain, as well as the pore-water pressure buildup for strains slightly above the threshold, are basically independent of relative density, grain size distribution, fabric, and method of testing (triaxial and direct simple shear). However, both threshold shear strain and pore-water pressure buildup do depend on the overconsolidation ratio.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic strain.
=650  \0$aDamping ratio.
=650  \0$aLaboratory testing.
=650  \0$aLiquefaction.
=650  \0$aPore-water pressure.
=650  \0$aSands.
=650  \0$aShear modulus.
=650  \0$aShear strain.
=650  \0$aThreshold shear strain.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$aearthquake engineering.
=650  14$aCyclic strain.
=650  24$aDamping ratio.
=650  24$aEarthquake engineering.
=650  24$aLaboratory testing.
=650  24$aLiquefaction.
=650  24$aPore-water pressure.
=650  24$aSands.
=650  24$aShear modulus.
=650  24$aShear strain.
=650  24$aThreshold shear strain.
=700  1\$aDobry, R.,$eauthor.
=700  1\$aDutko, P.,$eauthor.
=700  1\$aYokel, FY.,$eauthor.
=700  1\$aChung, RM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10677J.htm

=LDR  03652nab a2200565 i 4500
=001  GTJ10669J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10669J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10669J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.9.C6
=082  04$a620.1/1832$223
=100  1\$aSilvestri, V.,$eauthor.
=245  10$aDirect and Simple Shear Testing of Two Canadian Sensitive Clays /$cV. Silvestri, G. Karam, A. Tonthat, Y. St-Amour.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aSeveral series of consolidated undrained direct translatory shear (DTS) and direct simple shear (DSS) tests have been performed on two sensitive clays of eastern Canada. Before shearing, the specimens were consolidated to pressures varying between 20 and 350 kPa. The investigation was performed with the aim of determining both the anisotropic nature and the effect of the consolidation pressure level on the response of the tested clays. To study the anisotropic nature of the sensitive clays, the specimens were cut at various inclination angles with respect to the in-situ horizontal plane, consolidated to predetermined normal stress levels, thus altering the fabric, and then sheared under undrained conditions. The range of the normal stress levels used was such as to be able to investigate the response of the soil from very high overconsolidation ratios to normally consolidated or destructured states. The results show that for consolidation pressures less than the preconsolidation pressures of the inclined specimens, the undrained shear strengths are anisotropic. In this case, the specimens that are sheared along the horizontal in-situ direction show the lowest strength, while those that are sheared along the vertical in-situ direction have the highest strength. However, for the specimens that are consolidated under pressures in excess of the preconsolidation pressures, the undrained shear strengths are found to be independent of shearing direction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aDirect shear box tests.
=650  \0$aDirect simple shear tests.
=650  \0$aOverconsolidated sensitive clays.
=650  \0$aUndrained test.
=650  \0$amechanical testing.
=650  \0$aComposite materials$xMechanical properties.
=650  14$aOverconsolidated sensitive clays.
=650  24$aAnisotropy.
=650  24$aDirect shear box tests.
=650  24$aDirect simple shear tests.
=650  24$aUndrained test.
=700  1\$aKaram, G.,$eauthor.
=700  1\$aTonthat, A.,$eauthor.
=700  1\$aSt-Amour, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10669J.htm

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=006  m|||||o|||||||||||
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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10679J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10679J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.C55
=082  04$a620.191$223
=100  1\$aTidfors, M.,$eauthor.
=245  10$aTemperature Effect on Preconsolidation Pressure /$cM. Tidfors, G. Sa?llfors.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aA change in temperature is known to affect the deformation properties of a clay specimen. In order to study the effect quantitative y and its dependence on clay type a number of oedometer tests were carried out. Conventional incremental oedometer tests as well as constant-rate-of-strain tests were used. Test results clearly show that the preconsolidation pressure decreases with increasing temperature; the compression modulus is little affected. Five different clays were tested, and the change in preconsolidation pressure was found to be larger for higher clay content of the specimen. The research shows that laboratory testing at different temperatures gives the necessary information for the calculation of temperature induced settlements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aOedometer test.
=650  \0$aPreconsolidation pressure.
=650  \0$aTemperature.
=650  \0$aClay$xHistory.
=650  14$aClays.
=650  24$aPreconsolidation pressure.
=650  24$aTemperature.
=650  24$aOedometer test.
=700  1\$aSa?llfors, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10679J.htm

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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10674J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10674J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.C6
=082  04$a551.3/54$223
=100  1\$aKramer, SL.,$eauthor.
=245  12$aA Nondestructive, Specimen-Specific Method for Measurement of Membrane Penetration in the Triaxial Test /$cSL. Kramer, N. Sivaneswaran.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aAn experimental procedure for nondestructive, specimen-specific measurement of membrane penetration volume change is presented. The procedure involves measurement of the annular volume between two membranes as an outer ported membrane is "consolidated" over the deformed surface of an inner membrane. With minor adjustments for the effects of membrane thickness and pore-pressure change, the double membrane procedure yields the membrane penetration volume change behavior of the inner membrane. The procedure is conducted in such a manner that the effective stresses in the specimen remain unchanged, allowing the specimen to be tested after its membrane penetration characteristics have measured. Agreement with measured membrane penetration behavior has been very good.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompliance.
=650  \0$aMembrane.
=650  \0$aPenetration.
=650  \0$aTriaxial tests.
=650  \0$agravel.
=650  \0$aAlluvium.
=650  \0$aConglomerate.
=650  14$aMembrane.
=650  24$aPenetration.
=650  24$aCompliance.
=650  24$aTriaxial tests.
=650  24$aGravel.
=700  1\$aSivaneswaran, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10674J.htm

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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10680J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10680J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC111
=082  04$a531/.14$223
=100  1\$aBowles, JE.,$eauthor.
=245  10$aDiscussion of "Compaction Control and the Index Unit Weight" by Steve J. Poulus /$cJE. Bowles.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aDensity.
=650  \0$aField unit weight.
=650  \0$aIndex unit weight.
=650  \0$aMaximum unit weight.
=650  \0$aMinimum unit weight.
=650  \0$aPercent compaction.
=650  \0$aRelative compaction.
=650  \0$aRelative density.
=650  \0$aDensity, Relative.
=650  \0$aWeights and measures.
=650  14$aCompaction.
=650  24$aDensity.
=650  24$aField unit weight.
=650  24$aIndex unit weight.
=650  24$aMaximum unit weight.
=650  24$aMinimum unit weight.
=650  24$aPercent compaction.
=650  24$aRelative compaction.
=650  24$aRelative density.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10680J.htm

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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10671J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10671J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aRobertson, PK.,$eauthor.
=245  10$aDesign of Laterally Loaded Driven Piles Using the Flat Dilatometer /$cPK. Robertson, MP. Davies, RG. Campanella.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aThe nonlinear subgrade reaction method (P-y curves) is widely used for the design of laterally loaded piles. This method replaces the soil reaction with a series of independent nonlinear Winkler springs.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField test behavior.
=650  \0$aFlat dilatometer.
=650  \0$aPiles.
=650  \0$aPredictions.
=650  \0$aP-y curves.
=650  \0$aCompilers.
=650  \0$alateral loading.
=650  14$aFlat dilatometer.
=650  24$aPiles.
=650  24$aLateral loading.
=650  24$aP-y curves.
=650  24$aPredictions.
=650  24$aField test behavior.
=700  1\$aDavies, MP.,$eauthor.
=700  1\$aCampanella, RG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10671J.htm

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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10668J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10668J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD1042.C2
=082  04$a363.7287$223
=100  1\$aHouston, SL.,$eauthor.
=245  12$aA Batch-Type Testing Method for Determination of Adsorption of Gaseous Compounds on Partially Saturated Soils /$cSL. Houston, DK. Kreamer, R. Marwig.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aAs part of this study, a laboratory batch-type testing method has been developed for determination of the adsorptive characteristics and equilibrium adsorption coefficients for gaseous chemical species on partially saturated soils. The testing procedure was originally developed in support of in-situ tests at radioactive waste disposal sites in which relatively inert tracer gases are injected into the soil as a means of characterizing and monitoring the diffusive migration of gaseous species from a disposal site. The adsorptive capacity of various soils for the tracer gases has been determined at different water contents. Studies show that the testing procedure is practical for the determination of adsorptive capacity of partially saturated soils for volatile organic pollutants. Adsorption coefficients for trichloroethylene (TCE) have also been determined. A wide range of grain-size distribution was investigated. The available adsorption data indicate that soil surface area available for adsorption was of primary importance in the amount of adsorption that occurred for the different soil types. The available surface area for adsorption was decreased by increasing the water content of the soil. The laboratory testing procedure provides a simple and rapid method of assessing the adsorption coefficients, and the results are very reproducible. The testing method can be used to determine the relative adsorptive characteristics of various soil types for essentially any gaseous chemical species whose concentration can be accurately measured.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdsorption.
=650  \0$aGas adsorption.
=650  \0$aHazardous waste containment.
=650  \0$aLaboratory batch testing.
=650  \0$aPartially saturated soils adsorption.
=650  \0$aSoil adsorption.
=650  \0$aVolatile organic compounds.
=650  \0$ahazardous waste.
=650  \0$aHazardousWaste$xclassification.
=650  14$aAdsorption.
=650  24$aSoil adsorption.
=650  24$aPartially saturated soils adsorption.
=650  24$aGas adsorption.
=650  24$aLaboratory batch testing.
=650  24$aHazardous waste containment.
=650  24$aVolatile organic compounds.
=700  1\$aKreamer, DK.,$eauthor.
=700  1\$aMarwig, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10668J.htm

=LDR  02987nab a2200529 i 4500
=001  GTJ10670J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10670J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10670J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.5
=082  04$a651.8$223
=100  1\$aBlaney, GW.,$eauthor.
=245  10$aDynamic Lateral Response of a Pile Group in Clay /$cGW. Blaney, MW. O'Neill.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aA series of lateral dynamic loading tests were conducted on a rigid concrete cap supported by nine 273-mm-diameter steel pipe piles in a square group. The piles were driven 13.7 m into a layered deposit of overconsolidated clay. A linear inertial mass vibrator applied horizontal constant-rate frequency sweep and steady state loadings from frequencies above the first mode resonance to frequencies below the resonance frequency of the pile-soil-cap system at several amplitudes of dynamic load. Sixty channels of system response data were recorded for each test. Frequency response functions between the applied load and points on the pile cap, points on the embedded piles, and locations in the surrounding soil were computed by standard digital signal processing techniques. The average measured pile cap frequency response function peak amplitude was 1.03 × 10-4 mm/N, or about 10 times the static flexibility, and the horizontal resonance frequency was about 7.5 Hz. The measured performance of the group was interpreted in terms of simple modeling techniques.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFourier analysis.
=650  \0$aFull-scale testing.
=650  \0$aOverconsolidated clay.
=650  \0$aPiles.
=650  \0$aCompilers.
=650  \0$avibration.
=650  14$aPiles.
=650  24$aVibration.
=650  24$aOverconsolidated clay.
=650  24$aFourier analysis.
=650  24$aFull-scale testing.
=700  1\$aO'Neill, MW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10670J.htm

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=001  GTJ10672J
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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10672J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10672J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a624.151362 ENGI$223
=100  1\$aHoward, AK.,$eauthor.
=245  10$aMinimum Test Specimen Mass for Moisture Content Determination /$cAK. Howard.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aMinimum test specimen masses are recommended for determining the moisture content of soils. The specimen mass is dependent on the accuracy required, the maximum particle size present in the soil being tested, and the estimated moisture content of the soil. Equations are presented to calculate the minimum specimen mass required and nominal values are shown in a table.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLaboratory tests.
=650  \0$aMoisture content.
=650  \0$aSoil moisture.
=650  \0$aStandards.
=650  \0$atest procedures.
=650  \0$asoil tests.
=650  \0$asoil mechanics.
=650  14$aMoisture content.
=650  24$aSoil moisture.
=650  24$aLaboratory tests.
=650  24$aSoil tests.
=650  24$aTest procedures.
=650  24$aSoil mechanics.
=650  24$aStandards.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10672J.htm

=LDR  03187nab a2200565 i 4500
=001  GTJ10675J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10675J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10675J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aYoussef, A-FA,$eauthor.
=245  14$aThe Vane Cone :$bA New Device for Soil Shear Strength Measurement /$cA-FA Youssef.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aA considerable number of in-situ tests have been devised for measuring field soil shear strength parameters. These tests include, among many others, cone penetration and vane shear devices. The conventional form of each of these two devices controls the type of soil deformation, which may limit the use of the measured soil shear resistance data. In this study both vane and cone devices were combined together in one device known as vane-cone apparatus. The use of this apparatus allows deforming the soil vertically and tangentially. Consequently, the related vertical and tangential soil shear resistances can be measured. Theoretical plasticity analysis of cohesive soil is used to predict the radial and tangential stress distribution around a cone with different apex angles. Using both of these stress distributions, a relation between vane-cone resistances and soil shear strength parameters is developed. Experimental data are used to verify the developed analysis and to compare between the vane, cone, and vane-cone devices.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCharacteristic analysis.
=650  \0$aCone penetration resistance.
=650  \0$aTresca yield criterion.
=650  \0$aUndrained cohesive soils.
=650  \0$aVane-cone resistance.
=650  \0$aShear strength of soils$vTesting.
=650  \0$avane shear resistance.
=650  \0$atriaxial tests.
=650  14$aUndrained cohesive soils.
=650  24$aVane shear resistance.
=650  24$aCone penetration resistance.
=650  24$aVane-cone resistance.
=650  24$aTriaxial tests.
=650  24$aCharacteristic analysis.
=650  24$aTresca yield criterion.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10675J.htm

=LDR  02254nab a2200505 i 4500
=001  GTJ10678J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10678J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10678J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aJohnson, LD.,$eauthor.
=245  10$aHorizontal and Vertical Swell Pressures from a Triaxial Test :$bFeasibility Study /$cLD. Johnson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1989.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aHorizontal and vertical swell pressures of some anisotropic undistrubed soil specimens are measured in a double chamber triaxial cell. The equipment is also capable of measuring consolidation and strength parameters of the soil. Preliminary test results indicate no difference in swell pressure between vertical and horizontal orientations of the specimen when subject to no volume change.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsolidation.
=650  \0$aSoil suction.
=650  \0$aSwell pressure.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$atriaxial cell.
=650  14$aSwell pressure.
=650  24$aTriaxial cell.
=650  24$aConsolidation.
=650  24$aSoil suction.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10678J.htm

=LDR  02760nab a2200517 i 4500
=001  GTJ10537J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10537J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10537J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.G44
=082  04$a624.1/8923$223
=100  1\$aSuits, LD.,$eauthor.
=245  10$aASTM Geotextile Committee Testing Update /$cLD. Suits, RG. Carroll, BR. Christopher.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aThe use of geotextiles is a relatively new accepted concept in the field of geotechnical engineering. As a result there is a lack of standard procedures or test methods for evaluating the engineering properties or characteristics of geotextiles. ASTM Committee D-35 on Geotextiles and Related Products has evolved from two former subcommittees working jointly under two different Main Committees. This took place in the interest of accelerating the development of much needed test standards. The paper reviews the activities of Committee D-35 in the development of these standards. It also presents the authors' recommendations as to procedures to be followed until such time as these methods become accepted through ASTM. The basic procedures for the three standards that have been accepted and published as of the summer of 1985 are also presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCreep.
=650  \0$aStandards.
=650  \0$aGeotextiles.
=650  \0$aGeotextiles$vHandbooks, manuals, etc.
=650  \0$atensile strength.
=650  14$aGeotextiles.
=650  24$aStandards.
=650  24$aTensile strength.
=650  24$aCreep.
=700  1\$aCarroll, RG.,$eauthor.
=700  1\$aChristopher, BR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10537J.htm

=LDR  02539nab a2200541 i 4500
=001  GTJ10535J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10535J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10535J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE213
=082  04$a625.7342$223
=100  1\$aRad, NS.,$eauthor.
=245  12$aA New Automatic Volume Change Monitoring Device /$cNS. Rad, GW. Clough.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aAutomated testing systems are presently widely used in soil laboratory strength testings to monitor load, displacement, and pressure. A new device is introduced here for automatic measurements of the volume change of soil specimens during drained triaxial tests. The device is versatile and capable of monitoring volumetric changes of soil specimens with various dimensions, volume change characteristics, and degrees of saturation. It can also be used to measure the pore pressure inside a soil specimen during an undrained test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomatic measurements.
=650  \0$aPore pressure measurements.
=650  \0$aVolume change measurements.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$apore pressures.
=650  14$aLaboratory tests.
=650  24$aSoil tests.
=650  24$aPore pressures.
=650  24$aAutomatic measurements.
=650  24$aPore pressure measurements.
=650  24$aVolume change measurements.
=700  1\$aClough, GW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10535J.htm

=LDR  02588nab a2200529 i 4500
=001  GTJ10533J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10533J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10533J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aCole, DM.,$eauthor.
=245  10$aRepeated Load Triaxial Testing of Frozen and Thawed Soils /$cDM. Cole, G. Durell, E. Chamberlain.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aThis paper describes the equipment and methodology used to determine the resilient properties of granular soils that exhibit thaw-weakening behavior. Such soils suffer a significant loss in stiffness as the result of freezing and thawing and subsequently experience an increase in stiffness during a recovery phase. The recovery phase results from gradual desaturation of the thawed soil and is characterized by an increase in the soil moisture tension level. We have developed a means to simulate this freeze-thaw-recovery process in the laboratory that calls for testing specimens several times at soil moisture tension levels corresponding to field observations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFrozen soils.
=650  \0$aStress.
=650  \0$aThawed soils.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$atriaxial tests.
=650  14$aTriaxial tests.
=650  24$aFrozen soils.
=650  24$aThawed soils.
=650  24$aStress.
=700  1\$aDurell, G.,$eauthor.
=700  1\$aChamberlain, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10533J.htm

=LDR  02639nab a2200577 i 4500
=001  GTJ10534J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10534J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10534J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA402
=082  04$a003.83$223
=100  1\$aMyer, LR.,$eauthor.
=245  10$aElectro-Servo Control System for Thermomechanical Properties Testing /$cLR. Myer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe main features of a system for pseudo-static thermomechanical triaxial rock testing systems are discussed. The system emphasizes ease of control and versatility in performing complex load/deformation paths required in many testing applications in the temperature-pressure range of 20 to 200° C and atmospheric pressure to 70 MPa. The pressurization system, utilizing electric motor-driven pumps and a computer-aided data acquisition/motor control system is described in detail. Example results are given of the application of the test system in determination of thermoelastic properties of a quartz monzonite rock.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComputer application.
=650  \0$aComputers.
=650  \0$aPhysical properties.
=650  \0$aRocks.
=650  \0$aStress.
=650  \0$aTemperature.
=650  \0$aControl System.
=650  \0$aAutomation.
=650  \0$atesting machines.
=650  14$aTesting machines.
=650  24$aComputers.
=650  24$aRocks.
=650  24$aPhysical properties.
=650  24$aTemperature.
=650  24$aStress.
=650  24$aComputer application.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10534J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10536J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10536J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aKrizek, RJ.,$eauthor.
=245  10$aEvaluation of Adhesion in Chemically Grouted Geomaterials /$cRJ. Krizek, C. Vipulanandan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=520  3\$aThe mechanical behavior of a grouted geomaterial is influenced by both the cohesive properties of the grout and the bonding between the grout and the solid interface. Not only is the contribution of adhesion to the overall behavior not well understood, but there are no standard test methods to evaluate the adhesive properties at an interface. As one step toward better understanding this adhesive behavior, simple tests were developed to evaluate the adhesive strength under tensile, shear, and mixed mode loading conditions. Quartz rock and a grout mix consisting of sodium silicate, ethyl acetate, formamide, and water were used. Test results show that the bond strength changes with curing time and can be represented by a Mohr-Coulomb failure criterion.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdhesion.
=650  \0$aComposite models.
=650  \0$aFailure.
=650  \0$aMixed mode loading.
=650  \0$aRocks.
=650  \0$aSands.
=650  \0$aShear.
=650  \0$aTension.
=650  \0$aSand.
=650  \0$achemical grouts.
=650  \0$aGeomaterials.
=650  14$aAdhesion.
=650  24$aChemical grouts.
=650  24$aRocks.
=650  24$aTension.
=650  24$aShear.
=650  24$aMixed mode loading.
=650  24$aFailure.
=650  24$aSands.
=650  24$aComposite models.
=700  1\$aVipulanandan, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10536J.htm

=LDR  02772nab a2200613 i 4500
=001  GTJ10531J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10531J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10531J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.9.D343.I3842014
=082  04$a006.312$223
=100  1\$aWu, TH.,$eauthor.
=245  10$aUse of Time Series in Geotechnical Data Analysis /$cTH. Wu, A. El-Jandali.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aMethods of time series analysis based on the Box-Jenkins method were used to analyze random variations and inherent variability in geotechnical test data. The paper presents a summary of the time series models and their application to the analysis of data from unconfined compression tests, field vane tests, and cone penetration tests. The integrated-moving-average-autoregressive model was found to be a versatile tool and served this purpose well. The model permits the determination of the autocavariance function and the random testing error that best fit the test data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetration test.
=650  \0$aField vane test.
=650  \0$aSoil variability.
=650  \0$aTesting error.
=650  \0$aTime series.
=650  \0$aUnconfined compression tests.
=650  \0$adata analysis.
=650  \0$alaboratory tests.
=650  \0$afield tests.
=650  14$aUnconfined compression tests.
=650  24$aLaboratory tests.
=650  24$aField tests.
=650  24$aData analysis.
=650  24$aCone penetration test.
=650  24$aField vane test.
=650  24$aSoil variability.
=650  24$aTesting error.
=650  24$aTime series.
=700  1\$aEl-Jandali, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10531J.htm

=LDR  03216nab a2200745 i 4500
=001  GTJ10532J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10532J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10532J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aTrautmann, CH.,$eauthor.
=245  10$aSand Density Measurements for Laboratory Studies /$cCH. Trautmann, FH. Kulhawy, TD. O'Rourke.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA review of laboratory density measurement techniques suggests that the density pan and the density scoop constitute a useful and complementary pair of methods. Both are described in detail and analyzed with respect to bias and random error. Of the two techniques, the density pan is most useful in loose sand and has a coefficient of variation of about 1% for dry, medium-grained sand. The density scoop is most useful in medium to dense sands and also has a coefficient of variation of about 1%. Using these two techniques and a simplified statistical procedure described in this paper, an experimenter can design a program of measurements to measure the density of a given deposit with any desired level of confidence.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aErrors.
=650  \0$aInstrumentation.
=650  \0$aLaboratory equipment.
=650  \0$aLaboratory measurements.
=650  \0$aLaboratory tests.
=650  \0$aModel tests.
=650  \0$aSampling.
=650  \0$aSands.
=650  \0$aSoil tests.
=650  \0$aStatistical analysis.
=650  \0$aUnit weight.
=650  \0$aVoid ratio.
=650  \0$aSand.
=650  \0$aSandstone.
=650  \0$adensity tests.
=650  14$aDensity tests.
=650  24$aErrors.
=650  24$aInstrumentation.
=650  24$aLaboratory equipment.
=650  24$aLaboratory measurements.
=650  24$aLaboratory tests.
=650  24$aModel tests.
=650  24$aSampling.
=650  24$aSands.
=650  24$aSoil tests.
=650  24$aStatistical analysis.
=650  24$aUnit weight.
=650  24$aVoid ratio.
=700  1\$aKulhawy, FH.,$eauthor.
=700  1\$aO'Rourke, TD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10532J.htm

=LDR  02572nab a2200529 i 4500
=001  GTJ10538J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10538J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10538J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aNagaraj, TS.,$eauthor.
=245  10$aPrediction of the Preconsolidation Pressure and Recompression Index of Soils /$cTS. Nagaraj, BR. Srinivasa Murthy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aBased on the generalized compressibility equation a procedure is given to estimate the preconsolidation pressure and the recompression index of stress and time dependent overconsolidated soils. This is based on knowledge of (1) the in-situ void ratio, (2) the liquid limit of the soil, (3) the in-situ overburden pressure, and (4) the specific gravity of the soil solids. Estimates of these consolidation parameters, which often are sufficiently accurate, can be obtained without carrying out consolidation tests. The estimated values for specific soils are compared with published data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPrediction.
=650  \0$aRecompression index.
=650  \0$aRecompression.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$apreconsolidation pressure.
=650  14$aSoil tests.
=650  24$aRecompression.
=650  24$aPreconsolidation pressure.
=650  24$aRecompression index.
=650  24$aPrediction.
=700  1\$aSrinivasa Murthy, BR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 8, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1985$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10538J.htm

=LDR  02933nab a2200613 i 4500
=001  GTJ10800J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10800J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10800J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN19
=082  04$a622.09$223
=100  1\$aPeng, SS.,$eauthor.
=245  12$aA Low Cost Stressmeter for Measuring Complete Stress Changes in Underground Mining /$cSS. Peng, WH. Su, S. Okubo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1982.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aA stressmeter consisting of a thick steel pipe with a central partition on which a wire-resistance strain rosette gage is mounted was proposed and examined. Linear relations between applied stresses and the induced strains at the center of the partition were obtained under different loading conditions. The linear relationship is a practical necessity in monitoring stress changes. Results of three-dimensional finite element simulation compared favorably with those of laboratory calibration. Ratios of the Young's modulus of steel to the Young's modulus of rock or resin or both were found to be the dominating factor in determining the sensitivity of the stressmeter. The stressmeter is more sensitive in soft rock, such as coal, than in hard rock, such as sandstone.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCosts.
=650  \0$aMining engineering.
=650  \0$aSteel tube.
=650  \0$aStrain rosette.
=650  \0$aStress analysis.
=650  \0$aStress change.
=650  \0$aStressmeter.
=650  \0$aMiningengineering.
=650  \0$arock mechanics.
=650  14$aRock mechanics.
=650  24$aMining engineering.
=650  24$aStress analysis.
=650  24$aCosts.
=650  24$aStressmeter.
=650  24$aStress change.
=650  24$aStrain rosette.
=650  24$aSteel tube.
=700  1\$aSu, WH.,$eauthor.
=700  1\$aOkubo, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 5, Issue 1/2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10800J.htm

=LDR  02572nab a2200625 i 4500
=001  GTJ10795J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10795J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10795J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE24.I8
=082  04$a624.151$223
=100  1\$aHo, DYF,$eauthor.
=245  12$aA Multistage Triaxial Test for Unsaturated Soils /$cDYF Ho, DG. Fredlund.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1982.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA triaxial testing procedure is presented for measuring the increase in shear strength resulting from soil suction in an unsaturated soil. Necessary modifications on a conventional triaxial cell are described. A simple graphical method is presented to interpret the test data in accordance with the shear strength equation for unsaturated soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapillary pressures.
=650  \0$aDiffused air.
=650  \0$aHigh air entry disc.
=650  \0$aMultistage triaxial test.
=650  \0$aPore air pressures.
=650  \0$aPore water pressures.
=650  \0$aTriaxial tests.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$ashear strength.
=650  14$aSoil tests.
=650  24$aShear strength.
=650  24$aTriaxial tests.
=650  24$aCapillary pressures.
=650  24$aPore air pressures.
=650  24$aPore water pressures.
=650  24$aHigh air entry disc.
=650  24$aDiffused air.
=650  24$aMultistage triaxial test.
=700  1\$aFredlund, DG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 5, Issue 1/2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10795J.htm

=LDR  02188nab a2200517 i 4500
=001  GTJ10794J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10794J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10794J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aBerre, T.,$eauthor.
=245  10$aTriaxial Testing at the Norwegian Geotechnical Institute /$cT. Berre.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1982.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe equipment and the procedures for triaxial tests used at the Norwegian Geotechnical Institute today are described in detail. The use of the test results in connection with the stress path method for stability analysis is briefly outlined. Cyclic loading procedures are also included.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic loading.
=650  \0$aShear strength.
=650  \0$aStability analysis.
=650  \0$aShear strength of soils$vTesting.
=650  \0$asoil tests.
=650  \0$atriaxial tests.
=650  14$aSoil tests.
=650  24$aTriaxial tests.
=650  24$aStability analysis.
=650  24$aShear strength.
=650  24$aCyclic loading.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 5, Issue 1/2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10794J.htm

=LDR  02547nab a2200541 i 4500
=001  GTJ10797J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10797J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10797J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE432.2
=082  04$a552$223
=100  1\$aSzwilski, AB.,$eauthor.
=245  10$aDetermination of Elastic Modulus of Stress Relief Cores of Shale /$cAB. Szwilski.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1982.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe overcoring procedure for the determination of the magnitude and direction of underground in situ stresses, in a coal mine entry roof, is reviewed. For an isotropic rock, the direction of the principal lateral stresses can be computed directly from the stress-relief measurements of diametral deformation for the three axes of the borehole in the roof. However the computation of the magnitude of the in situ principal stresses requires that the Young's modulus of the host rock be determined. The degree of influence of anisotropy of the rock on the orientation of the principal lateral in situ stresses is also examined.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformation gages.
=650  \0$aDrill holes.
=650  \0$aOvercoring.
=650  \0$aShales.
=650  \0$aRocks.
=650  \0$aMineralogy.
=650  \0$astress distribution.
=650  14$aRocks.
=650  24$aStress distribution.
=650  24$aShales.
=650  24$aDrill holes.
=650  24$aDeformation gages.
=650  24$aOvercoring.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 5, Issue 1/2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10797J.htm

=LDR  02647nab a2200637 i 4500
=001  GTJ10799J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10799J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10799J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aJohansson, HG.,$eauthor.
=245  10$aNew Sampler for Drilling in Noncohesive Soils /$cHG. Johansson, T. So?derstro?m.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1982.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aTaking representative and sufficient samples of noncohesive soils, for example, gravel, sand, and different types of till from boreholes has always been a problem. In Sweden some samplers with very heavy supplementary equipment were used during the 1950s and 1960s. During the last three years a sampler for noncohesive soils has been developed in Sweden. The sampler has been tested in different soils over the whole country.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBedrock.
=650  \0$aCohesionless soils.
=650  \0$aDrilling.
=650  \0$aGroundwater table.
=650  \0$aParticle size distribution.
=650  \0$aPhysical properties.
=650  \0$aSoils.
=650  \0$aStratigraphy.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$asoil samplers.
=650  14$aSoils.
=650  24$aSoil samplers.
=650  24$aDrilling.
=650  24$aCohesionless soils.
=650  24$aPhysical properties.
=650  24$aParticle size distribution.
=650  24$aGroundwater table.
=650  24$aStratigraphy.
=650  24$aBedrock.
=700  1\$aSo?derstro?m, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 5, Issue 1/2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10799J.htm

=LDR  02716nab a2200625 i 4500
=001  GTJ10798J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10798J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10798J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aKolbe, E.,$eauthor.
=245  12$aA Probe to Measure Friction Coefficient of Cohesionless Soils /$cE. Kolbe, RW. Corell, JP. Nielsen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1982.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aA probe is designed to measure the in-place value of internal friction angle for cohesionless soils. The behavior of the blunt probe is similar to that of a rough footing forced into the soil. The face of the probe is split and capable of measuring shear forces which vary with the internal friction angle of the soil. A series of static penetration tests in dry sand show the variation of the ratio of shear and normal forces on the probe face (R/N) with soil friction angle ?.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFoundation investigations.
=650  \0$aFriction coefficient.
=650  \0$aInstrumentation.
=650  \0$aPenetration resistance.
=650  \0$aPenetration tests.
=650  \0$aSands.
=650  \0$aSoil tests.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$asoil mechanics.
=650  14$aSoil tests.
=650  24$aSands.
=650  24$aSoil mechanics.
=650  24$aFoundation investigations.
=650  24$aPenetration tests.
=650  24$aFriction coefficient.
=650  24$aInstrumentation.
=650  24$aPenetration resistance.
=700  1\$aCorell, RW.,$eauthor.
=700  1\$aNielsen, JP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 5, Issue 1/2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10798J.htm

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=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10796J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10796J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aDesai, CS.,$eauthor.
=245  10$aHigh Capacity Multiaxial Testing Device /$cCS. Desai, R. Janardahanam, S. Sture.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1982.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aIn the field conditions, geologic materials are subjected to three-dimensional states of stress. Hence, for appropriate simulation of the field conditions and for deriving constitutive models, it is desirable to test specimens of the materials under truly triaxial states of stress. This paper describes construction, details, and application of a truly triaxial device for testing materials of relatively high strength. A number of improvements over the previous designs are included, and the capability of the device to test a wide range of materials such as ballasts, concrete, rock, and wood is established.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aBallast.
=650  \0$aConcrete.
=650  \0$aRocks.
=650  \0$aSoil and rock mechanics.
=650  \0$aStress-strain behavior.
=650  \0$aTruly triaxial device.
=650  \0$aWood.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$atriaxial stress.
=650  14$aSoil tests.
=650  24$aTriaxial stress.
=650  24$aRocks.
=650  24$aConcrete.
=650  24$aTruly triaxial device.
=650  24$aBallast.
=650  24$aAggregate.
=650  24$aWood.
=650  24$aStress-strain behavior.
=650  24$aSoil and rock mechanics.
=700  1\$aJanardahanam, R.,$eauthor.
=700  1\$aSture, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 5, Issue 1/2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10796J.htm

=LDR  02997nab a2200553 i 4500
=001  GTJ10118J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10118J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10118J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aLo Presti, DCF,$eauthor.
=245  12$aA Modified Commercial Triaxial Testing System for Small Strain Measurements :$bPreliminary Results on Pisa Clay /$cDCF Lo Presti, O. Pallara, I. Puci.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b23
=520  3\$aA computer-controlled hydraulic triaxial cell was modified with the aim of obtaining (1) a better measuring accuracy of soil stiffness at small strains, (2) a reliable automatic procedure for K0 consolidation, and (3) a minimum disturbance during system saturation and specimen consolidation. To obtain the above objectives, many modifications were introduced. The cell structure and loading piston were modified and many transducers were introduced, including the LDTs for local radial and axial strain measurement. Finally, control software was developed to achieve the following testing procedures: (1) dry setting, (2) system saturation by flushing with stress control to avoid any swelling and back pressurization, and (3) K0 consolidation with control of nil radial strain by means of local measurement. The paper will benefit those interested in upgrading an existing hydraulic triaxial system in-house in an economical manner.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutomation.
=650  \0$aCohesive soils.
=650  \0$aDry setting.
=650  \0$aK0 consolidation.
=650  \0$aTraxial testing.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aTraxial testing.
=650  24$aCohesive soils.
=650  24$aAutomation.
=650  24$aDry setting.
=650  24$aK0 consolidation.
=700  1\$aPallara, O.,$eauthor.
=700  1\$aPuci, I.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10118J.htm

=LDR  02810nab a2200541 i 4500
=001  GTJ10117J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10117J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10117J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aHird, CC.,$eauthor.
=245  12$aA Simulation of Tube Sampling Effects on the Stiffness of Clays /$cCC. Hird, AR. Hajj.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThe effect of tube sampling disturbance on the prefailure behavior of reconstituted kaolin was investigated in the triaxial cell. Previously published forms of stress paths followed by normally consolidated and overconsolidated clays during simulated sampling have been substantiated. After the initial stresses were restored, the behavior of the undisturbed clay at small strains (up to 0.1%) was recovered in undrained compression and extension tests, although not accurately for normally consolidated specimens tested in extension. At larger strains, the effects of simulated sampling were significant for normally consolidated specimens, but not for overconslidated ones. The findings in relation to small-strain behavior do not necessarily apply for natural clays, but do help to provide a framework for interpreting the behavior of such soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aSampling disturbance.
=650  \0$aSoil stiffness.
=650  \0$aStrain measurement.
=650  \0$aTriaxial tests.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aTriaxial tests.
=650  24$aStrain measurement.
=650  24$aClays.
=650  24$aSoil stiffness.
=650  24$aSampling disturbance.
=700  1\$aHajj, AR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10117J.htm

=LDR  02898nab a2200565 i 4500
=001  GTJ10126J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10126J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10126J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSkopek, P.,$eauthor.
=245  12$aA Resistance Wire Transducer for Circumferential Strain Measurement in Triaxial Tests /$cP. Skopek, GP. Cyre.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aA resistance wire transducer was designed to measure circumferential deformation of a partially saturated triaxial specimen. It utilizes for the measurement changing output voltage in a resistance wire transducer wound around the specimen as it bulges, i.e., increases in circumference. This circumferential change can be converted into lateral deformation. The proposed transducer is very small, so it is possible to mount several of them along the height of a specimen and monitor accurately its changing cross sections. The volume of the specimen at any recording time can be calculated from the deformed cross section and axial deformation. The resistance wire transducer is a simple device whose principle provides the potential for a broad spectrum of analogous applications.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInstrumentation.
=650  \0$aLateral displacement.
=650  \0$aPartially saturated soils.
=650  \0$aStrain measurement.
=650  \0$aTriaxial tests.
=650  \0$aVolume change measurement.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aTriaxial tests.
=650  24$aPartially saturated soils.
=650  24$aStrain measurement.
=650  24$aLateral displacement.
=650  24$aVolume change measurement.
=650  24$aInstrumentation.
=700  1\$aCyre, GP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10126J.htm

=LDR  03166nab a2200565 i 4500
=001  GTJ10123J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10123J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10123J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aDoroudian, M.,$eauthor.
=245  12$aA Direct Simple Shear Device for Measuring Small-Strain Behavior /$cM. Doroudian, M. Vucetic.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aA simple shear device named the double specimen direct simple shear (DSDSS) device was designed to investigate static and cyclic properties of soils at small strains, such as cyclic stress-strain loops, maximum shear modulus, Gmax, secant shear modulus, Gs, and the equivalent viscous damping ratio, ?. Cyclic shear strains between 5 × 10-4 and 2 × 10-2% were successfully applied and measured. Such measurements of very small strains were achieved by completely eliminating the friction of the load-transfer mechanism and by reducing the effects of the mechanical compliance of the device to practically zero. This was facilitated by using a special configuration of two parallel specimens. The performance of the DSDSS device was examined first by testing rubber dummy specimens of different stiffnesses and then by conducting a series of tests on kaolinite clay consolidated under different vertical consolidation stresses and over-consolidation ratios. The results produced by the new device show very consistent trends and are in good agreement with equivalent data obtained by others using other types of tests and equipment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aCyclic loading.
=650  \0$aDamping.
=650  \0$aShear modulus.
=650  \0$aSimple shear test.
=650  \0$aSmall strains.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aSimple shear test.
=650  24$aSmall strains.
=650  24$aCyclic loading.
=650  24$aClay.
=650  24$aDamping.
=650  24$aShear modulus.
=700  1\$aVucetic, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10123J.htm

=LDR  02994nab a2200541 i 4500
=001  GTJ10121J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10121J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10121J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aDastich, I.,$eauthor.
=245  10$aTechniques for Assessing the Nonlinear Resilient Response of Unbound Granular-Layered Structures /$cI. Dastich, A. Dawson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe resilient stress-deformation characteristics of aggregates that form granular pavement layers are reviewed. A standardized plate bearing test (PBT) is proposed that separates resilient and permanent deformation readings and detects material stress dependency. A nonlinear, stress-dependent model proposed by Ehrler is used to reproduce the observed deformation behavior of a granular layer subjected to repeated plate bearing tests at different applied stress levels. The use of equipment exploiting the relationship between resilient behavior and the natural frequency of vibration of a mass resting on a semi-infinite half space (the natural vibration method-NVM) is described. The results predict granular pavement stiffnesses when a nonlinear, stress-dependent model is employed, and these are very simply related to PBT results obtained on the same material. The NVM approach may be more practical than the modified PBT procedure proposed as it can be used more quickly.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aIn-situ testing.
=650  \0$aNatural vibrations method.
=650  \0$aPavement.
=650  \0$aPlate-bearing test.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aAggregate.
=650  24$aPavement.
=650  24$aPlate-bearing test.
=650  24$aNatural vibrations method.
=650  24$aIn-situ testing.
=700  1\$aDawson, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10121J.htm

=LDR  03081nab a2200553 i 4500
=001  GTJ10128J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10128J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10128J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aAversa, S.,$eauthor.
=245  10$aImprovements to a Stress-Path Triaxial Cell /$cS. Aversa, F. Vinale.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aStress-path triaxial cells are presently used all over the world. Accurate use of this type of apparatus allows an investigation into the mechanical behavior of soils with regard to a wide range of stress and strain. A correct evaluation of small-strain stiffness requires an accurate definition of the compliance curve of the apparatus and the possibility of performing tests in stress-controlled conditions. However, in the standard stress-path cell, compliance curves are often nonlinear and nonrepeatable. Moreover, in most standard stress-path apparatus, the pressure supply is limited to 1000 kPa, which makes it impossible to carry out stress-controlled tests at high confining pressures. The observation of these limitations prompted adjustments in the design of the cell, described in the present paper. With the revised design, it is possible to apply a deviatoric stress up to 1500 kPa under stress-controlled conditions with a cell pressure of 1000 kPa using a 1000-kPa pressure supply. The stiffness of the cell was also significantly increased, up to ten times the stiffness of the original design.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompliance.
=650  \0$aSmall strain measurement.
=650  \0$aStress path.
=650  \0$aTesting device.
=650  \0$aTriaxial test.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aTesting device.
=650  24$aTriaxial test.
=650  24$aStress path.
=650  24$aCompliance.
=650  24$aSmall strain measurement.
=700  1\$aVinale, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10128J.htm

=LDR  02812nab a2200673 i 4500
=001  GTJ10120J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10120J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10120J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMeegoda, NJ.,$eauthor.
=245  10$aTreatment of Oil-Contaminated Soils for Identification and Classification /$cNJ. Meegoda, P. Ratnaweera.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aAn experimental investigation was performed to evaluate the effects of oil contamination on soils and to establish a methodology to identify and classify contaminated soils. Identification and classification tests were performed before treatment, cleaning, stabilization, or disposal of contaminated soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConsistency limits.
=650  \0$aContaminated soils.
=650  \0$aGranular behavior.
=650  \0$aLow-temperature thermal treatment.
=650  \0$aOil-contaminated soils.
=650  \0$aParticle aggregation.
=650  \0$aSize distribution.
=650  \0$aSoil treatment technology.
=650  \0$aSolvent extraction.
=650  \0$aSurfactant treatment.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aContaminated soils.
=650  24$aIdentification and classification of soils.
=650  24$aSoil treatment technology.
=650  24$aOil-contaminated soils.
=650  24$aLow-temperature thermal treatment.
=650  24$aSolvent extraction.
=650  24$aSurfactant treatment.
=650  24$aConsistency limits.
=650  24$aParticle aggregation.
=650  24$aGranular behavior.
=650  24$aSize distribution.
=700  1\$aRatnaweera, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10120J.htm

=LDR  03087nab a2200577 i 4500
=001  GTJ10122J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10122J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10122J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aConsolidation Behavior of Soils /$cA. Sridharan, K. Prakash, SR. Asha.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aBased on Terzaghi's consolidation theory, percent of consolidation, U, versus the time factor, T, relationship for constant/linear excess pore water pressure distribution, it is possible to generate theoretical log10(H2/t) versus U curves where H is the length of the drainage path of a consolidating layer, and t is the time for different known values of the coefficient of consolidation, c?. A method has been developed wherein both the theoretical and experimental behavior of soils during consolidation can be simultaneously compared and studied on the same plot. The experimental log10(H2/t) versus U curves have been compared with the theoretical curves. The deviations of the experimental behavior from the theory are explained in terms of initial compression and secondary compression. Analysis of results indicates that the secondary compression essentially starts from about 60% consolidation. A simple procedure is presented for calculating the value of cv from the ?-t data using log10(H2/t) versus U plot.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAtterberg limits.
=650  \0$aClays.
=650  \0$aCoefficient of consolidation.
=650  \0$aCompressibility.
=650  \0$aSoil properties.
=650  \0$aTime dependence.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aAtterberg limits.
=650  24$aClays.
=650  24$aCompressibility.
=650  24$aCoefficient of consolidation.
=650  24$aSoil properties.
=650  24$aTime dependence.
=700  1\$aPrakash, K.,$eauthor.
=700  1\$aAsha, SR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10122J.htm

=LDR  03858nab a2200649 i 4500
=001  GTJ10125J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10125J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10125J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aBhatia, SK.,$eauthor.
=245  10$aApplication of the Bubble Point Method to the Characterization of the Pore-Size Distribution of Geotextiles /$cSK. Bhatia, JL. Smith.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aFor the design of a geotextile as a filter, reliable information about the pore-size distribution of the geotextile is needed. The bubble point method is one technique that is able to provide this information for a geotextile. The bubble point method is a simple and rapid technique for evaluating pore-size distributions of virgin, clogged, and stretched geotextiles. In addition, the bubble point equipment is also capable of providing information as to the degree of clogging within a geotextile and the permeability of a geotextile. The geotextile pore-size distribution results obtained by the bubble point method showed good repeatability. However, the bubble point method was only able to distinguish between geotextiles that had significantly different cross sections. Pore-size distribution results for geotextiles with similar cross sections, but of increasing thickness, were very similar. The dry sieving (ASTM D 4751), hydrodynamic sieving (CAN/CGSB-148.1-10), AND WET SIEVING (sw-640550-83) METHODS ARE GENERALLY only useful for evaluating the larger pore openings (O95, O90) of the geotextiles. In addition, the methods are time consuming. The mercury intrusion porosimetry method (ASTM D 4404) was also performed; however, there was little difference in pore-size distribution results for any of the 28 different geotextiles tested (Smith 1993). There are also environmental concerns with using mercury. The bubble point method showed potential for characterizing the pore-size distribution of geotextiles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBubble point method.
=650  \0$aDry sieving.
=650  \0$aFilter criteria.
=650  \0$aGeotextiles.
=650  \0$aHydrodynamic sieving.
=650  \0$aMercury intrusion porosimetry.
=650  \0$aOpening size.
=650  \0$aPore-size distribution.
=650  \0$aWet sieving.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aGeotextiles.
=650  24$aFilter criteria.
=650  24$aOpening size.
=650  24$aPore-size distribution.
=650  24$aBubble point method.
=650  24$aDry sieving.
=650  24$aHydrodynamic sieving.
=650  24$aWet sieving.
=650  24$aMercury intrusion porosimetry.
=700  1\$aSmith, JL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10125J.htm

=LDR  03200nab a2200517 i 4500
=001  GTJ10119J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10119J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10119J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aLord, AE.,$eauthor.
=245  10$aEmpirical Theory of Vacuum-Assisted Steam Stripping of Organic Pollutants from Contaminated Soils /$cAE. Lord.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b14
=520  3\$aA theoretical model was developed for the removal of organic chemicals from soil via vacuum-assisted steam stripping. The model considers a homogeneous, isotropic soil described by a single steam permeability coefficient. (The author realizes that this is an idealization of most field situations.) It is assumed that the entire soil mass has been steam heated to 100° C (or slightly above), so the temperature can be considered a constant for the entire decontamination process. The steady-state steam pressure and velocities are determined by solving Laplace's equation for two geometries: a circular symmetry model and a point source model (results for the latter are available upon request). One-dimensional laboratory experiments were conducted to determine the needed steam permeability and decontamination rate of a particular pollutant during steady-state steam flow. The rate of decontamination was determined over a range of steam velocities. The soils used in this particular study were 100% sand, 75% sand/25% Delaware River silt, and 50% sand/50% Delaware River silt. The "pollutant" was commercially available kerosene at a level of 5% by weight in the soil. The soil was initially moisture-free.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDecontamination of soils.
=650  \0$aOrganic chemicals.
=650  \0$aSteam permeability.
=650  \0$aVacuum-assisted steam stripping.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aDecontamination of soils.
=650  24$aVacuum-assisted steam stripping.
=650  24$aOrganic chemicals.
=650  24$aSteam permeability.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10119J.htm

=LDR  02513nab a2200529 i 4500
=001  GTJ10129J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10129J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10129J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aZhang, Z.,$eauthor.
=245  10$aGranulometric Evaluation of Particle Size Using Suspension Pressure During Sedimentation /$cZ. Zhang, MT. Tumay.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aA new method, computerized granulometric analysis in suspension (C-GRAINS), is suggested for the sedimentation analysis of soil particles based on the relation between the specific weight and liquid pressure of a soil suspension. Theoretical aspects concerning this new testing method are discussed, and a prototype C-GRAINS system is fabricated accordingly. The general behavior of the new system is studied, and the corresponding sedimentation results are compared to current ASTM standards.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComputerized particle-size evaluation.
=650  \0$aGranulometry.
=650  \0$aSedimentation analysis.
=650  \0$aSoil suspension pressure.
=650  \0$aPorepressure.
=650  \0$aSurveying.
=650  \0$aEngineering.
=650  14$aGranulometry.
=650  24$aSedimentation analysis.
=650  24$aSoil suspension pressure.
=650  24$aComputerized particle-size evaluation.
=700  1\$aTumay, MT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10129J.htm

=LDR  03474nab a2200541 i 4500
=001  GTJ10127J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10127J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10127J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aGabr, MA.,$eauthor.
=245  10$aEffect of Simulated Roots on the Permeability of Silty Soil /$cMA. Gabr, M. Akram, HM. Taylor.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aA preliminary laboratory testing program was conducted to investigate the potential effect of vegetation on the hydraulic conductivity of soils used to construct levee structures. The testing program was conducted using a silty sand soil with a simulated root system. Testing apparatus included rigid-wall-double-ring permeameters and flexible-wall permeameters. The simulated roots were made using Balsa wood having a square cross section of 1.65 by 1.65 mm and approximately 12 to 25 mm in length. The measured hydraulic conductivity for specimens without simulated roots decreased as a function of the moisture content from approximately 1 × 10-3 cm/s to 5 × 10-4 cm/s. Values obtained using the flexible-wall device were less than those measured using the rigid-wall device by a factor of approximately 2. The addition of 1% simulated roots decreased the measured hydraulic conductivity, k. The reduction in k increased from less than 10% at a molding water content of 10% to approximately 50% at a water content of 25%. Similar behavior was observed in the case of specimens with 2% simulated roots. For ?dry of 10 kN/m3, the estimated k values were 1 × 10-5 cm/s for the case of 2% roots versus 3 × 10-4 cm/s for the case of 1% roots. The k values decreased as the unit weight of the specimens was increased for both cases. In addition, the difference between k values obtained for specimens containing 1% and specimens containing 2% simulated roots increased as the dry unit weight of the specimens was increased.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHydraulic conductivity.
=650  \0$aLevee.
=650  \0$aPermeability.
=650  \0$aRoots.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aHydraulic conductivity.
=650  24$aLevee.
=650  24$aPermeability.
=650  24$aRoots.
=700  1\$aAkram, M.,$eauthor.
=700  1\$aTaylor, HM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10127J.htm

=LDR  02795nab a2200529 i 4500
=001  GTJ10124J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10124J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10124J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP815
=082  04$a620.11$223
=100  1\$aPandian, NS.,$eauthor.
=245  10$aPermeability and Compressibility Behavior of Bentonite-Sand/Soil Mixes /$cNS. Pandian, TS. Nagaraj, PSRN Raju.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aAs a seepage barrier, slurry trench material should have a relatively low coefficient of permeability, in the range of 10-7 cm/s, and at the same time should be compatible with surrounding material with regard to compressibility. Although bentonite-sand/soil mixes are used widely, there is no specific engineering approach to proportion these mixes that satisfies the above practical requirements. In this paper, a generalized approach is presented for predicting the permeability and compressibility characteristics of mixes with minimum input parameters. This approach will be helpful in proportioning mixes and predicting corresponding changes in engineering behavior. It is possible to proportion a mix to arrive at the required compressibility without affecting the permeability. This is explained using an illustrative example.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aPermeability.
=650  \0$aSeepage.
=650  \0$aSlurry walls.
=650  \0$aPermeameter.
=650  \0$aSoil permeability$vMeasurement.
=650  14$aSlurry walls.
=650  24$aSeepage.
=650  24$aPermeability.
=650  24$aCompressibility.
=700  1\$aNagaraj, TS.,$eauthor.
=700  1\$aRaju, PSRN,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10124J.htm

=LDR  03285nab a2200589 i 4500
=001  GTJ11894
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11894$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11894$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aSitharam, TG.,$eauthor.
=245  10$aEvaluation of Liquefaction Potential and Dynamic Properties of Silty Sand Using Cyclic Triaxial Testing /$cTG. Sitharam, L. GovindaRaju, BR. Srinivasa Murthy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe recent earthquake that struck the Bhuj area of Gujarat State in India on 26 January 2001 has caused almost a total devastation of several hundred buildings in villages and cities. Liquefaction triggered by this earthquake caused major damage to structures resting on Loose to medium dense sands. This earthquake provides grave illustrations of the importance of understanding the seismic response of such deposits. Recent developments in numerical analyses for nonlinear dynamic responses of ground due to strong earthquake motions have increased the demand for dynamic soil properties corresponding not only at small strain level but also at large strain level. In this paper, the results of cyclic undrained tests are presented for liquefied soil close to the epicenter of the Bhuj earthquake. From these tests the dynamic properties were estimated at large strain levels of 0.5 % to 4 %. The modulus and damping estimated using cyclic triaxial testing at large strain levels might serve as a key factor for assessment of ground response due to earthquakes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic stress ratio.
=650  \0$aLiquefaction.
=650  \0$aPore water pressure.
=650  \0$aRelative density.
=650  \0$aShear modulus.
=650  \0$aShear strain.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aCyclic stress ratio.
=650  24$aLiquefaction.
=650  24$aPore water pressure.
=650  24$aRelative density.
=650  24$aShear modulus.
=650  24$aShear strain.
=700  1\$aGovindaRaju, L.,$eauthor.
=700  1\$aSrinivasa Murthy, BR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11894.htm

=LDR  03294nab a2200613 i 4500
=001  GTJ11551
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11551$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11551$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aCorfdir, A.,$eauthor.
=245  12$aA Cylinder Shear Apparatus /$cA. Corfdir, P. Lerat, I. Vardoulakis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b47
=520  3\$aStudies of the interface between soil and an element of structure are actively carried out, considering the importance of the behavior of such interfaces in civil engineering applications such as deep foundations, retaining structures, and soil reinforcement. In the past a wide variety of different testing devices have been used, such as the modified direct or simple shear apparatus, pull-out devices, and annular shear apparatuses. Here a new shear device, the cylinder shear apparatus, is presented that has been designed to enhance our shear testing possibilities. This new shear device allows, as ring shear devices, significant shear displacements with an improved homogeneity of the interface. It allows also the control of the normal confining stress, stress control in a direction parallel to the interface, and visualization of the interface kinematics. The cylinder shear apparatus gives also the possibility of performing tests with natural granular material and/or with Schneebeli's rollers, with dry, saturated, drained and undrained samples and continuous pore fluid pressure monitoring.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFriction ratio.
=650  \0$aGranular material.
=650  \0$aSchneebeli's rollers.
=650  \0$aShear tests.
=650  \0$aSoil-structure interface.
=650  \0$aTesting device.
=650  \0$aVisualization.
=650  \0$asoil structure.
=650  \0$aSoil-structure interaction.
=650  \0$aSoil liquefaction.
=650  14$aTesting device.
=650  24$aShear tests.
=650  24$aFriction ratio.
=650  24$aSoil-structure interface.
=650  24$aGranular material.
=650  24$aSchneebeli's rollers.
=650  24$aVisualization.
=700  1\$aLerat, P.,$eauthor.
=700  1\$aVardoulakis, I.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11551.htm

=LDR  02766nab a2200541 i 4500
=001  GTJ11812
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11812$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11812$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aLee, LT.,$eauthor.
=245  10$aMethod to Rapidly Assess the Index Properties of Fine-Grained Dredged Materials /$cLT. Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aRapid assessment and characterization of very soft fine-grained soils may be desired in a field or laboratory situation when an estimate of soil properties is needed in advance of time-consuming standard laboratory procedures. For example, the need for rapid assessment may include geotechnical parameter estimation for preliminary design or jobsite quality control monitoring for specification compliance. One such method enabling parameter estimation or prediction consists of an adaptive technique called the "slump test" developed from a nongeotechnical materials test method. It is shown to be a viable tool for estimating index properties and remolded soil behavior. Correlations explored in this paper include water content, void ratio, Atterberg limits, and engineering behavior properties.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDredged materials.
=650  \0$aGeotechnical parameters.
=650  \0$aLiquid limit.
=650  \0$aSlump test.
=650  \0$aVery soft soils.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aSlump test.
=650  24$aLiquid limit.
=650  24$aVery soft soils.
=650  24$aDredged materials.
=650  24$aGeotechnical parameters.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11812.htm

=LDR  03336nab a2200529 i 4500
=001  GTJ11850
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11850$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11850$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA355
=082  04$a621.8/11$223
=100  1\$aMandal, A.,$eauthor.
=245  10$aEffect of Presence of Rigid Base within the Soil on the Dynamic Response of Rigid Surface Foundation /$cA. Mandal, DK. Baidya.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe present experimental investigations study the effect of presence of rigid base at any depth within the soil mass on the dynamic response of foundation under vertical mode of vibration. Model block vibration tests on rigid surface footing are conducted on a different soil layer of finite thicknesses underlain by a rigid base. A concrete block of size 400 × 400 × 100 mm is used as the model block, and a Lazan type mechanical oscillator is used for inducing vibration in vertical direction. The finite soil layers of different thicknesses are prepared in a pit at the bottom of which a massive concrete layer of 300 mm thick was cast to represent it as a rigid base. In the investigation two different soils, namely, local in situ soil and sand are used. In total 72 tests are conducted in different loading combinations and soil types, and several important observations are reported. Two different methods are proposed to analyze the dynamic response of a foundation resting on a finite layer underlain by a rigid layer. Finally, the experimental results are compared with the results that were obtained by the proposed method. A Mass-Spring-Dashpot (MSD) model with proper consideration of damping factor is found to provide reasonably accurate results. Elastic Half Space Theory (EHST) with equivalent soil properties is found to underestimate the displacement amplitude.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic.
=650  \0$aFinite layer.
=650  \0$aStiffness and vibration.
=650  \0$aDamping.
=650  \0$aDamping (Mechanics)
=650  \0$afoundation.
=650  14$aDamping.
=650  24$aDynamic.
=650  24$aFoundation.
=650  24$aFinite layer.
=650  24$aStiffness and vibration.
=700  1\$aBaidya, DK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11850.htm

=LDR  02238nab a2200433 i 4500
=001  GTJ11062
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11062$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11062$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a530.4$223
=100  1\$aAssaad, A.,$eauthor.
=245  10$aAnalysis of Factors Influencing the Shear Deformation of Granular Materials /$cA. Assaad, E. Masad.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThis study utilizes recent advances in image analysis techniques to conduct detailed multiscale shape analysis of four granular materials. In addition, X-ray analysis was used to measure the chemical composition of these granular materials. The shape and chemical composition results were used to investigate the factors influencing the shear deformation of granular materials tested using the direct shear device. The analysis involved determining the different energy components influencing the shear deformation of granular materials.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGranulated Rubber/Sand Mixtures.
=650  \0$aGranular materials.
=650  \0$amixture.
=700  1\$aMasad, E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11062.htm

=LDR  02768nab a2200565 i 4500
=001  GTJ11696
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11696$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11696$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC676.4
=082  04$a621.3841/10151535$223
=100  1\$aSoo, KD.,$eauthor.
=245  10$aEvaluation of the Base Condition of Drilled Shafts by the Impact-Echo Method /$cKD. Soo, KH. Woo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aNumerical and experimental model studies were carried out to evaluate the base condition of drilled shafts. Base conditions such as free, fixed, rock-socketed, and soft-bottom were considered. To simulate the base conditions, mock-up shaft models made of cement mortar were used. The impact-echo method was applied to evaluate each base condition. Finally, field tests were performed for the rock-socketed shafts. It is found that the rock-socketed condition and socketed length can be evaluated. The soft bottom condition can be identified, only when the side contact between shaft and surrounding rock is poor, whereas it cannot be identified when the side contact is good.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBase conditions.
=650  \0$aImpact-Echo method.
=650  \0$aNondestructive tests.
=650  \0$aRock-socketed.
=650  \0$aStress wave propagation.
=650  \0$awave propagation.
=650  \0$adrilled shafts.
=650  \0$afast Fourier transform.
=650  14$aNondestructive tests.
=650  24$aImpact-Echo method.
=650  24$aStress wave propagation.
=650  24$aDrilled shafts.
=650  24$aBase conditions.
=650  24$aRock-socketed.
=700  1\$aWoo, KH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11696.htm

=LDR  03139nab a2200565 i 4500
=001  GTJ11777
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11777$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11777$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aSeah, TH.,$eauthor.
=245  10$aHorizontal Coefficient of Consolidation of Soft Bangkok Clay /$cTH. Seah, B. Tangthansup, P. Wongsatian.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThis paper presents the results of the coefficient of consolidation in the horizontal direction determined from the laboratory and the field through testing, along with back analysis from settlement measurement of embankment constructed with prefabricated vertical drains at the Suvarnabhumi Airport site in Bangkok. Constant rate of strain consolidation tests with radial drainage and standard oedometer tests were conducted to provide the consolidation characteristics of soft Bangkok clay. A 20-mm piezoprobe was used to measure the pore water pressure dissipation characteristics of the soft clay in the field, and the corresponding horizontal coefficients of consolidation were estimated based on established theory. The test results, such as the horizontal coefficients of consolidation and permeability, were compared with back analysis of the constructed runway embankment based on Asaoka method. The results show very good agreement in both horizontal coefficients of consolidation and permeability obtained from different testing methods and back analysis, implying the reliability of the testing methods adopted.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay.
=650  \0$aConsolidation.
=650  \0$aDissipation.
=650  \0$aPermeability.
=650  \0$aSettlement.
=650  \0$apermeabilities.
=650  \0$aSoil mechanics.
=650  \0$aconductivity.
=650  14$aClay.
=650  24$aConsolidation.
=650  24$aDissipation.
=650  24$aPermeability.
=650  24$aSettlement.
=700  1\$aTangthansup, B.,$eauthor.
=700  1\$aWongsatian, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11777.htm

=LDR  02640nab a2200529 i 4500
=001  GTJ11915
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11915$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11915$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD788
=082  04$a628/.44$223
=100  1\$aSimonini, P.,$eauthor.
=245  10$aUse of EPS Grains to Simulate the Behavior of MSW in Simple Shear /$cP. Simonini, M. De Ronch.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThe difficulty in laboratory testing of highly heterogeneous municipal solid waste (MSW) may suggest an investigation of the influence of different stress/strain/drainage conditions, and use of an analogical equivalent medium such as assemblies of expanded polystyrene (EPS) grains, which are characterized by a mechanical response very similar to MSW but relatively simpler for testing preparation. Both materials, in fact, evidently show a behavioral analogy, such as a different response when subjected to triaxial compression or pure shear, resulting from the effects of significant porosity and a relevant inherent compressibility of the individual elements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnalogical medium.
=650  \0$aCompressible grains.
=650  \0$aExpanded polystyrene.
=650  \0$aSolid Waste.
=650  \0$amunicipal solid waste.
=650  \0$asimple shear.
=650  14$aMunicipal solid waste.
=650  24$aExpanded polystyrene.
=650  24$aAnalogical medium.
=650  24$aSimple shear.
=650  24$aCompressible grains.
=700  1\$aDe Ronch, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11915.htm

=LDR  03237nab a2200625 i 4500
=001  GTJ11940
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11940$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11940$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA413.5
=082  04$a620.1/123/0287$223
=100  1\$aShinoda, M.,$eauthor.
=245  10$aStrain Measurement of Geogrids Using a Video-Extensometer Technique /$cM. Shinoda, RJ. Bathurst.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aThe paper describes a novel technique to record displacements and compute local strains at the surface of typical geogrid soil reinforcement products using a noncontact high resolution digital CCD camera (video-extensometer) technique. Specimens of biaxial polypropylene (PP) geogrid, knitted polyester (PET) geogrid, and uniaxial high-density polyethylene (HDPE) geogrid were subjected to in-isolation wide-width strip tensile loading under constant rate of strain (CRS), constant load (creep), and stress relaxation load paths. The specimens were gripped using a set of split roller clamps. Targets painted on the surface of the specimens were tracked in both vertical and horizontal directions using a commercially available CCD camera with ancillary hardware and software. The paper examines repeatability of the test methodology and demonstrates the ability of the method to record strains at high resolution up to rupture and to identify nonuniform distribution of axial and lateral strains in geogrid specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDigital camera.
=650  \0$aGeogrid.
=650  \0$aGeosynthetics.
=650  \0$aImage processing.
=650  \0$aReinforcement.
=650  \0$aTensile testing.
=650  \0$aVideo-extensometer.
=650  \0$astrain measurement.
=650  \0$aStrains and stresses$xMeasurement.
=650  \0$aStrain gages.
=650  14$aImage processing.
=650  24$aDigital camera.
=650  24$aVideo-extensometer.
=650  24$aCCD.
=650  24$aGeosynthetics.
=650  24$aGeogrid.
=650  24$aReinforcement.
=650  24$aTensile testing.
=650  24$aStrain measurement.
=700  1\$aBathurst, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11940.htm

=LDR  03242nab a2200613 i 4500
=001  GTJ11941
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11941$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11941$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA355
=082  04$a621.8/11$223
=100  1\$aHoque, E.,$eauthor.
=245  10$aTriaxial Testing System for Measuring Loading-Rate Effects During Cyclic Tests of Sand /$cE. Hoque, F. Tatsuoka.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aA triaxial testing system is described for obtaining reliable data for measuring stiffness and damping of a sand by applying cyclic load in the frequency range between 0.005 and 2.0 Hz. The system is equipped with LDTs to measure axial deformations locally, gap sensors (GSs) to measure axial and radial deformations, and a load-cell. The data acquisition units of these components were critically examined for the possible existence and the influences of time lag in the stress-strain responses of cyclic load. For the measurement of a pair of corresponding stress and strain, data acquisition systems consisting of various electronic transducers must be identical to each other. Damping ratio evaluated with axial strain by the inductive-type sensor GS was found unreliable when used with a strain-gage type load cell to measure deviator stress. The problem was totally absent in the pair of load cell and LDTs as they are strain-gage type devices having similar data acquisition units. Using the latter combination, the stiffness was observed independent of frequency, while damping showed noticeable dependency on the frequency of loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCyclic.
=650  \0$aDamping.
=650  \0$aData acquisition.
=650  \0$aFrequency.
=650  \0$aModulus.
=650  \0$aTime-lag.
=650  \0$aTriaxial.
=650  \0$aDamping (Mechanics)
=650  \0$aDynamics, Rigid.
=650  \0$aVibration.
=650  14$aTriaxial.
=650  24$aCyclic.
=650  24$aFrequency.
=650  24$aLDTs.
=650  24$aDamping.
=650  24$aModulus.
=650  24$aTime-lag.
=650  24$aData acquisition.
=700  1\$aTatsuoka, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11941.htm

=LDR  03108nab a2200529 i 4500
=001  GTJ10784
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10784$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10784$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA278.2
=082  04$a519.5/37$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aCoefficient of Consolidation and its Correlation with Index Properties of Remolded Soils /$cA. Sridharan, HB. Nagaraj.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b11
=520  3\$aKnowledge of the rate at which the compression of the soil layer takes place is essential from design considerations. This can be achieved by determining the value of the coefficient of consolidation, cv. To obtain cv, it is essential to conduct a routine one-dimensional consolidation test. With the obtained time-compression data, and using any one of the several available curve-fitting procedures, cv can be evaluated. This is a time-consuming process. Also, the fact that many curve-fitting procedures are available in the literature suggests that none of them are completely satisfactory in evaluating cv and, hence, the large variation in the evaluated values by different procedures. Hence, it is desirable to predict the value of cv by any correlation equation relating with some simple index property. This will be quite satisfactory, especially so for preliminary assessment purposes. From the present experimental study on remolded soils, it is found that cv has a better correlation with the shrinkage index, which is the difference between liquid limit and shrinkage limit.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficient of consolidation.
=650  \0$aCompressibility.
=650  \0$aGeotechnical engineering.
=650  \0$aRate of settlement.
=650  \0$aCorrelation.
=650  \0$aDependence.
=650  \0$aRemolded Soils.
=650  14$aCompressibility.
=650  24$aRate of settlement.
=650  24$aCoefficient of consolidation.
=650  24$aGeotechnical engineering.
=700  1\$aNagaraj, HB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 27, Issue 5.$dWest Conshohocken, Pa. :$bASTM International, 2004$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10784.htm

=LDR  02328nab a2200553 i 4500
=001  GTJ10761J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10761J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10761J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN967
=082  04$a553.516$223
=100  1\$aRad, PF.,$eauthor.
=245  10$aFeasibility of Drag Bit Tunneling in Limestone /$cPF. Rad.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aA series of experiments were performed to assess the values of performance indicators of drag bits in limestone. The experiments were done with a constant normal thrust linear cutter. The results show that for sharp drag bits, productivity and efficiency of drag bits are superior to that of disk cutters. However, the high values of cutting coefficient point to high torque requirements for drag bit machines.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDisk cutters.
=650  \0$aDrag bits.
=650  \0$aLimestones.
=650  \0$aRocks.
=650  \0$aTunnel construction.
=650  \0$aLime.
=650  \0$aLimestone.
=650  \0$arock excavation.
=650  14$aRocks.
=650  24$aRock excavation.
=650  24$aTunnel construction.
=650  24$aLimestones.
=650  24$aDrag bits.
=650  24$aDisk cutters.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10761J.htm

=LDR  02474nab a2200577 i 4500
=001  GTJ10758J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10758J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10758J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aAlva-Hurtado, JE.,$eauthor.
=245  10$aSurvey of Laboratory Devices for Measuring Soil Volume Change /$cJE. Alva-Hurtado, ET. Selig.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aA review of devices for measuring soil volume change in triaxial testing was made. Emphasis was placed on those devices with electrical transducers to permit recording or automatic data logging. The devices are classified according to type, and the advantages and limitations of each are presented. An indication of the sensitivity and capacity is also given when this information was available.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus.
=650  \0$aInstrumentation.
=650  \0$aLaboratory equipment.
=650  \0$aLaboratory tests.
=650  \0$aRecording systems.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$atriaxial tests.
=650  14$aSoil tests.
=650  24$aTriaxial tests.
=650  24$aLaboratory tests.
=650  24$aLaboratory equipment.
=650  24$aRecording systems.
=650  24$aApparatus.
=650  24$aInstrumentation.
=700  1\$aSelig, ET.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10758J.htm

=LDR  02410nab a2200541 i 4500
=001  GTJ10759J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10759J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10759J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE24.I8
=082  04$a624.151$223
=100  1\$aCraig, WH.,$eauthor.
=245  10$aOperation of a Geotechnical Centrifuge from 1970 to 1979 /$cWH. Craig, PW. Rowe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aA review is provided of the experience gained in operating a large purpose-built geotechnical centrifuge over a period of eight-and-a-half years from its commissioning in 1971. The physical development of the centrifuge and its associated equipment are reported together with details of the arrangements for operating and staffing the laboratory. Safety considerations are outlined. Some broad conclusions are drawn from the accumulated experience gained in almost 500 centrifuge runs.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInstrumentation.
=650  \0$aModel tests.
=650  \0$aSafety.
=650  \0$aSoil tests.
=650  \0$aSoils$xTesting.
=650  \0$aSoilmechanics.
=650  \0$acentrifuges.
=650  14$aSoil tests.
=650  24$aCentrifuges.
=650  24$aModel tests.
=650  24$aInstrumentation.
=650  24$aSafety.
=700  1\$aRowe, PW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10759J.htm

=LDR  02687nab a2200613 i 4500
=001  GTJ10763J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10763J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10763J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a620.19$223
=100  1\$aEischens, GR.,$eauthor.
=245  10$aControlled Extrusion of Thin-Walled Tube Samples /$cGR. Eischens.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aAn ongoing concern that geotechnical engineers must deal with continually is the indeterminable amount of disturbance that thin-walled tube samples are subjected to during sampling, handling, and transporting. The effects of the extrusion process should be of equal or greater concern. The monitoring and limiting of forces (loads) to which the sample is subjected during extrusion provides for some control of the degree of disturbance. This control is most critical for soft, loose, unsaturated, and sensitive soils. A simple method for calibrating an extruder is given.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBypass valve.
=650  \0$aCalibration.
=650  \0$aExtruders.
=650  \0$aOverburden.
=650  \0$aPreconsolidation.
=650  \0$aPressure gages.
=650  \0$aProving ring.
=650  \0$asoil tests.
=650  \0$aSoilmechanics.
=650  \0$athin-walled tube samplers.
=650  14$aSoil tests.
=650  24$aExtruders.
=650  24$aThin-walled tube samplers.
=650  24$aPressure gages.
=650  24$aBypass valve.
=650  24$aProving ring.
=650  24$aOverburden.
=650  24$aPreconsolidation.
=650  24$aCalibration.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10763J.htm

=LDR  02813nab a2200589 i 4500
=001  GTJ10762J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10762J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10762J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aNagaraj, TS.,$eauthor.
=245  10$aPlummet Balance-A Potential Tool for Subsieve Particle Size Analysis /$cTS. Nagaraj, PV. Sivapullaiah.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aParticle size distribution analysis as an inferential soil parameter plays a dominant role in geotechnical engineering. This investigation encompasses laboratory study of subsieve particle size analysis by hydrometer, pipet, and plummet balance methods to assess their relative performances and also to examine the critical factors that influence the results obtained by the plummet method. The results of this investigation indicate that for a plummet immersion of 20 cm the particle size distribution would be similar to that obtained by hydrometer and pipet methods. The marginal differences would in no way affect either the classification of the soil or the inferred properties of soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aHydrometer analysis.
=650  \0$aPipet method.
=650  \0$aPlummet balance.
=650  \0$aSoils.
=650  \0$aSubsieve particle size analysis.
=650  \0$asoil.
=650  \0$aSoilmechanics.
=650  \0$aparticle sizes.
=650  14$aSoils.
=650  24$aClays.
=650  24$aParticle sizes.
=650  24$aHydrometer analysis.
=650  24$aPipet method.
=650  24$aPlummet balance.
=650  24$aSubsieve particle size analysis.
=700  1\$aSivapullaiah, PV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10762J.htm

=LDR  02663nab a2200481 i 4500
=001  GTJ10757J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10757J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10757J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aDeen, RC.,$eauthor.
=245  14$aThe Need for a Schema for the Classification of Transitional (Shale) Materials /$cRC. Deen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aThe need for comprehensive information on the characteristics and behavior of earth materials has been recognized for many years. With the increase in size and importance of structures and facilities designed by engineers in recent years, there has been an increased interest in rock materials underlying the surficial soil layers. Many earth materials, however, are not readily classified as either soil or rock. These transitional materials comprise 50 to 75% of the sedimentary rock of the earth's crust and have been involved in a number of geotechnical engineering problems (slope stability, settlement, and bearing capacity failure) around the world. Various classification approaches are summarized and the continuing need to develop simple field and laboratory procedures for identifying, classifying, and evaluating transitional materials is discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aIndex tests.
=650  \0$asoil classifications.
=650  \0$arock mechanics.
=650  \0$ashales.
=650  14$aRock mechanics.
=650  24$aShales.
=650  24$aSoil classifications.
=650  24$aIndex tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10757J.htm

=LDR  03359nab a2200625 i 4500
=001  GTJ11016J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11016J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11016J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aHarris, WW.,$eauthor.
=245  10$aUse of Stereophotogrammetry to Analyze the Development of Shear Bands in Sand /$cWW. Harris, G. Viggiani, MA. Mooney, RJ. Finno.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aExperimental results are presented from plane-strain compression of a fine-grained, water-saturated loose sand. Together with local measurements of boundary stresses and deformations, systematic analysis of photographs of the deforming specimen allowed for measuring deformations and computing strain fields inside and outside the shear band. The principles, details, and accuracy of the procedure are described. The capabilities of stereophotogrammetry are illustrated through typical results obtained from undrained and drained tests. A gradual transition from homogeneous deformation to temporary modes of localized strain to a highly localized strain field is systematically observed. Prior to strain localization in the region where the final shear band eventually forms, the soil contracts more than the rest of the specimen. As soon as the final band is fully formed, the soil inside the band either remains at constant volume or dilates. The nonuniformity of volumetric response throughout the specimen in globally undrained conditions implies there is water flow within the specimen.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDilatancy.
=650  \0$aLoose sand.
=650  \0$aPlane strain.
=650  \0$aPost-peak behavior.
=650  \0$aShear band.
=650  \0$aStereophotogrammetry.
=650  \0$aStrain localization.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aLoose sand.
=650  24$aStrain localization.
=650  24$aShear band.
=650  24$aStereophotogrammetry.
=650  24$aPlane strain.
=650  24$aPost-peak behavior.
=650  24$aDilatancy.
=700  1\$aViggiani, G.,$eauthor.
=700  1\$aMooney, MA.,$eauthor.
=700  1\$aFinno, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11016J.htm

=LDR  03307nab a2200613 i 4500
=001  GTJ11022J
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=005  20161219061000.0
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=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11022J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11022J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a631.4994$223
=100  1\$aZreik, DA.,$eauthor.
=245  12$aA New Fall Cone Device for Measuring the Undrained Strength of Very Weak Cohesive Soils /$cDA. Zreik, CC. Ladd, JT. Germaine.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA new fall cone device capable of measuring undrained shear strength of extremely soft cohesive soils is described and evaluated. The Automated MIT Fall Cone has a unique mechanical counterweight system that enables the use of effective cone weights as low as 0.005 N. This weight is an order of magnitude lower than possible with a standard fall cone apparatus. The new device also uses a data acquisition system to record cone penetration versus time throughout the test. An extensive experimental program was performed on a remolded marine clay (Boston Blue Clay) to evaluate the new fall cone apparatus. The program includes measurements of cone velocity and penetration to study the dynamics of the new device. The cone velocities and penetration times agree with theoretical predictions that account for the inertia of the counterweight system. The experimental program includes strength measurements using various cone weights and geometries to check the validity of the strength-penetration relationships over a wide range of liquidity index values (0.75 to 5.6).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesive soils.
=650  \0$aDynamic penetration.
=650  \0$aFall cone device.
=650  \0$aSoil testing.
=650  \0$aUltra-weak sediments.
=650  \0$aUndrained strength.
=650  \0$aVery soft clays.
=650  \0$aRock mechanics.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xTesting.
=650  14$aCohesive soils.
=650  24$aUndrained strength.
=650  24$aDynamic penetration.
=650  24$aSoil testing.
=650  24$aFall cone device.
=650  24$aUltra-weak sediments.
=650  24$aVery soft clays.
=700  1\$aLadd, CC.,$eauthor.
=700  1\$aGermaine, JT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11022J.htm

=LDR  03364nab a2200577 i 4500
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=024  7\$a10.1520/GTJ11017J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11017J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5091
=082  04$a625.1005$223
=100  1\$aKim, D-S,$eauthor.
=245  10$aModel Study on the Failure Mechanism of Soil-Nailed Structure Under Surcharge Loading /$cD-S Kim, I. Juran, R. Nasimov, S. Drabkin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aTo investigate the effects of surcharge loading on the failure mechanism of soil-nailed structures, reduced scale-model tests were performed. The main variables for this study were the bending stiffness and tension resistance of nails and applied surcharge loading levels. In addition, two different testing sequences were used to simulate, respectively, the application of soil nailing in both new construction and rehabilitation or widening of earth-retaining systems under surcharge loading. To effectively assess the loading effects on the failure mechanism, failure tests without surcharge loading were performed, and the results were used as reference data. When applying surcharge loading, the failure of the system occurred through a progressive breakage of the nails initiated at the top nails. Under low surcharge loading, the state of stress in the upper nails is close to the stress state for the unloaded wall. As the surcharge loading increases, the equivalent earth pressure coefficient in the upper nails tends to increase toward the atrest value. The locus of nail breakage points under surcharge loading is fairly close to that obtained with flexible nails without surcharge loading regardless of bending stiffness and construction sequence.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFailure mechanism.
=650  \0$aInstrumentation.
=650  \0$aSand.
=650  \0$aSurcharge loading.
=650  \0$asoil nailing.
=650  \0$amodel test.
=650  \0$aSoil stabilization.
=650  14$aSoil nailing.
=650  24$aSurcharge loading.
=650  24$aModel test.
=650  24$aFailure mechanism.
=650  24$aSand.
=650  24$aInstrumentation.
=700  1\$aJuran, I.,$eauthor.
=700  1\$aNasimov, R.,$eauthor.
=700  1\$aDrabkin, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11017J.htm

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=024  7\$a10.1520/GTJ11023J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11023J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a631.4994$223
=100  1\$aSinha, N.,$eauthor.
=245  10$aSoil Air Permeability :$bThreshold Gradient and Anisotropy /$cN. Sinha, SA. Rodeck, MT. Omar, BA. DeVantier, BM. Das.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aIn this study, a triaxial confinement chamber and mass flow meter were used to measure the air permeability of compacted clayey sand specimens. Specimens were extracted at different angles with respect to the vertical direction to measure the anisotropy. The soil was compacted at high water contents below the optimum.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir permeability.
=650  \0$aAnisotropy.
=650  \0$aPermeability ellipse.
=650  \0$aThreshold gradient.
=650  \0$aUnsaturated soil.
=650  \0$aRock mechanics.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xTesting.
=650  14$aAir permeability.
=650  24$aAnisotropy.
=650  24$aPermeability ellipse.
=650  24$aThreshold gradient.
=650  24$aUnsaturated soil.
=700  1\$aRodeck, SA.,$eauthor.
=700  1\$aOmar, MT.,$eauthor.
=700  1\$aDeVantier, BA.,$eauthor.
=700  1\$aDas, BM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11023J.htm

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=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11021J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11021J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA705
=082  04$a624.1/513$223
=100  1\$aKim, D-S,$eauthor.
=245  10$aInvestigation of Vibration-Induced Settlement Using Multifactorial Experimental Design /$cD-S Kim, S. Drabkin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aA prediction model of vibration-induced settlement on granular soils was developed using multifactorial experimental design (MED). Major factors affecting vibration-induced settlement such as vibration amplitude, deviatoric stress, confining pressure, soil gradation, duration of vibration, moisture content, and relative density were considered in this study.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aResponse surface.
=650  \0$aSettlement.
=650  \0$aVibration.
=650  \0$agranular soil.
=650  \0$aSoil mechanics.
=650  \0$aexperimental design.
=650  14$aVibration.
=650  24$aSettlement.
=650  24$aExperimental design.
=650  24$aGranular soil.
=650  24$aResponse surface.
=700  1\$aDrabkin, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11021J.htm

=LDR  03177nab a2200541 i 4500
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=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11018J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11018J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aMahmoud, HHH,$eauthor.
=245  10$aApparatus and Procedure for an In Situ Collapse Test /$cHHH Mahmoud, WN. Houston, SL. Houston.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aProcedures for plate load testing in both shallow pits and at the bottom of a borehole are presented with descriptions of the required apparatus. The procedures were developed for collapsible soils but are expected to be useful for swelling soils as well. A key feature of the new procedures is that the wetted bulb of soil under the plate is controlled and its depth is measured at the end of the test. This makes it possible to limit the range of strains in the wetted zone and to calculate the average strain. Research by the authors presented elsewhere led to the development of influence factors that allow computation of the average stress in the wetted zone. The average stress versus average strain derived from the test for the wetted condition is of the same form as that derived from a laboratory collapse test. The in situ collapse tests presented possess certain advantages over lab tests including (a) lesser disturbance effects, (b) the ability to test difficult-to-sample soils, and (c) a degree of wetting likely to be close to that achieved in the prototype. The required apparatus is simple and can be constructed at low cost by most geotechnical firms.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCollapsible soil.
=650  \0$aIn situ testing.
=650  \0$aPlate load test.
=650  \0$aUnsaturated soil.
=650  \0$aFoundations.
=650  \0$aRoads$xFoundations.
=650  \0$acorrosive soils.
=650  14$aCollapsible soil.
=650  24$aUnsaturated soil.
=650  24$aIn situ testing.
=650  24$aPlate load test.
=700  1\$aHouston, WN.,$eauthor.
=700  1\$aHouston, SL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11018J.htm

=LDR  03145nab a2200541 i 4500
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=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11020J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11020J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aPerkins, SW.,$eauthor.
=245  10$aBearing Capacity of Highly Frictional Material /$cSW. Perkins.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aHighly angular dense soils are known to possess secant friction angles well in excess of commonly encountered sands. These soils also exhibit a significant variation of the friction angle over a common range of mean normal stress confinement. These characteristics raise questions regarding the ability of conventional solutions to predict bearing capacity and how linear strength parameters are to be determined for a nonlinear material. To examine these issues, centrifuge experiments were performed on shallow foundations at three embedment depths. Linear strength parameters required for three conventional solutions were obtained from the nonlinear envelope first by a simple averaging technique. To indirectly account for the material nonlinearity, tangent and secant linear strength parameters were estimated once an appropriate level of mean normal stress was determined. A relationship between mean normal stress and the resulting footing bearing capacity was developed using classical plasticity theory. The latter approach offered significantly better predictions than the averaging method, yet the results indicate the inability of conventional theories to model experimentally observed behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBearing capacity.
=650  \0$aCentrifuge.
=650  \0$aHighly frictional.
=650  \0$aLunar regolith.
=650  \0$aSand.
=650  \0$aSand$xMiscellanea.
=650  \0$aSandstone$xMiscellanea.
=650  \0$aSilicon Dioxide.
=650  14$aBearing capacity.
=650  24$aHighly frictional.
=650  24$aSand.
=650  24$aLunar regolith.
=650  24$aCentrifuge.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11020J.htm

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=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11024J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11024J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA775
=082  04$a624.1/5$223
=100  1\$aGoble, GG.,$eauthor.
=245  10$aDiscussion on "Evaluation of Static Capacity of Deep Foundations from Statnamic Testing" by Dan Brown /$cGG. Goble, F. Rausche, G. Likins.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrilled shafts.
=650  \0$aInstrumentation.
=650  \0$aLoad tests.
=650  \0$aPiles.
=650  \0$aStatnamic method.
=650  \0$aFoundations.
=650  \0$aBuilding.
=650  14$aPiles.
=650  24$aDrilled shafts.
=650  24$aLoad tests.
=650  24$aInstrumentation.
=650  24$aStatnamic method.
=700  1\$aRausche, F.,$eauthor.
=700  1\$aLikins, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11024J.htm

=LDR  03433nab a2200577 i 4500
=001  GTJ11019J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11019J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11019J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE200
=082  04$a624.1/5136$223
=100  1\$aMerry, SM.,$eauthor.
=245  10$aSize Effects for Multi-Axial Tension Testing of HDPE and PVC Geomembranes /$cSM. Merry, JD. Bray.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aGeosynthetics may be subjected to multi-axial stress states from plane strain loading, such as dragdown along lined slopes and from out-of-plane loading conditions imposed by localized subsidence beneath waste containment cover and liner systems. The multiaxial tension test is useful in evaluating the performance of geosynthetics subjected to multi-axial stress states. However, widespread acceptance and use of this test has been slow due to the perceived requirement of a large-diameter test apparatus with its corresponding high cost. The development of a fully automated axisymmetric tension test apparatus and the results from laboratory testing of two geomembranes (HDPE and PVC) are presented in this paper. With this test apparatus, any one of four clamping rings of different diameters may be used to restrain the geomembrane during a particular test. Critical aspects of the test equipment and test procedures are described. The laboratory results indicate that use of a clamping ring with a significantly smaller diameter than currently required will provide comparable results provided that guidelines concerning the ratio of the clamping ring diameter to the material thickness are adopted and that stress-strain-time compatibility is maintained. This finding is supported by relevant membrane theory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxisymmetric tension test.
=650  \0$aGeosynthetics.
=650  \0$aLiner.
=650  \0$aMultiaxial tension test.
=650  \0$aStress-strain.
=650  \0$aWaste containment systems.
=650  \0$aRoad materials.
=650  \0$aRoads$xSubgrades.
=650  \0$aSoil mechanics.
=650  14$aAxisymmetric tension test.
=650  24$aGeosynthetics.
=650  24$aLiner.
=650  24$aMultiaxial tension test.
=650  24$aStress-strain.
=650  24$aWaste containment systems.
=700  1\$aBray, JD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 18, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1995$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11019J.htm

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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11360J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11360J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aF474.I23
=082  04$a977.8355$223
=100  1\$aAsi, IM.,$eauthor.
=245  10$aStabilization of Dune Sand Using Foamed Asphalt /$cIM. Asi, HI. Al-Abdul Wahhab, OS. Baghabra Al-Amoudi, MI. Khan, Z. Siddiqi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aFoamed asphalt technology has increasingly gained acceptance as an effective and economical soil improvement and stabilization technique, mainly because of its improved aggregate penetration, coating capabilities, and handling and compaction characteristics. This laboratory research program was carried out to investigate the feasible use of foamed asphalt technology in Saudi Arabia to improve the prevalent dune sands for possible use as a base or subbase material. Several variables were investigated to evaluate the relative improvement of dune sand as well as to permit the development of design procedures for the future use of foamed asphalt technology in the harsh climatic conditions of eastern Saudi Arabia. Statistical analysis of the results was employed to verify the effects of emulsified asphalt and foamed asphalt treatment, with and without the addition of Portland cement, on the strength characteristics of the treated mixes. The results displayed significant improvement in the performance of dune sand foamed asphalt mixes, as compared to that of the emulsified asphalt mixes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEmulsified asphalt.
=650  \0$aFoamed asphalt.
=650  \0$aSoaking.
=650  \0$aPortland cement.
=650  \0$aPortland cement industry.
=650  \0$adune sand.
=650  14$aFoamed asphalt.
=650  24$aEmulsified asphalt.
=650  24$aDune sand.
=650  24$aSoaking.
=650  24$aPortland cement.
=700  1\$aAl-Abdul Wahhab, HI.,$eauthor.
=700  1\$aBaghabra Al-Amoudi, OS.,$eauthor.
=700  1\$aKhan, MI.,$eauthor.
=700  1\$aSiddiqi, Z.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11360J.htm

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=024  7\$a10.1520/GTJ11359J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11359J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a624.151$223
=100  1\$aMohamed, AMO,$eauthor.
=245  10$aDevelopment of a Methodology for Evaluating Subsurface Concentrations of Pollutants Using Electrical Polarization Technique /$cAMO Mohamed, RA. Said, NK. AlShawawreh.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe study involves the introduction of an electrical polarization technique to in situ analysis of subsurface pollutants by measuring and analyzing the variation of soil-pollutant dielectric properties as a function of concentration of the pollutant in the soil. The developed system was modeled using transmission line theory, and the electrical parameters were optimized using the electrical circuit simulation software (Circuit Maker™) and the experimental results. Also, a methodology was developed to evaluate soil pore fluid concentrations via the use of two important electrical properties for the medium, which are resistance and capacitance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapacitance.
=650  \0$aCircuit model.
=650  \0$aDielectricity.
=650  \0$aImpedance.
=650  \0$aIon concentrations.
=650  \0$aMoisture content.
=650  \0$aResistance.
=650  \0$aSoil.
=650  \0$aTransmission line theory.
=650  \0$asoils.
=650  \0$aSoils$xAnalysis.
=650  \0$aSoil mechanics.
=650  14$aTransmission line theory.
=650  24$aCircuit model.
=650  24$aImpedance.
=650  24$aDielectricity.
=650  24$aResistance.
=650  24$aCapacitance.
=650  24$aSoil.
=650  24$aMoisture content.
=650  24$aIon concentrations.
=700  1\$aSaid, RA.,$eauthor.
=700  1\$aAlShawawreh, NK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11359J.htm

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=024  7\$a10.1520/GTJ11363J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11363J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS590.2
=082  04$a631.4$223
=100  1\$aAl-Rawas, AA.,$eauthor.
=245  12$aA Comparative Evaluation of Various Additives Used in the Stabilization of Expansive Soils /$cAA. Al-Rawas, R. Taha, JD. Nelson, BT. Al-Shab, H. Al-Siyabi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aThis paper investigates the effectiveness of using cement by-pass dust, copper slag, granulated blast furnace slag, and slag-cement in reducing the swelling potential and plasticity of expansive soils. The soil used in this study was brought from Al-Khod (a town located in Northern Oman) where structural damage was observed. The first stage of the experimental program dealt with the determination of the chemical, mineralogical, and geotechnical characteristics of the untreated soil. The soil was then mixed with the stabilizers at 3, 6, and 9% of the dry weight of the soil. The treated samples were subjected to liquid limit, plastic limit, swell percent, and swell pressure tests. Furthermore, the cation exchange capacity, exchangeable cations (Na+, Ca++, Mg++, and K+), and pH of the treated samples were also measured. The study showed that copper slag caused a significant increase in the swelling potential of the treated samples. Other stabilizers reduced the swelling potential and plasticity at varying degrees. The study further indicated that cation exchange capacity and the amount of sodium and calcium cations are good indicators of the effectiveness of chemical stabilizers used in soil stabilization.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExpansive.
=650  \0$aStabilizer.
=650  \0$aSwelling.
=650  \0$asoil stabilization.
=650  \0$aSoil consolidation.
=650  \0$astiffness.
=650  14$aSoil stabilization.
=650  24$aExpansive.
=650  24$aSwelling.
=650  24$aStabilizer.
=700  1\$aTaha, R.,$eauthor.
=700  1\$aNelson, JD.,$eauthor.
=700  1\$aAl-Shab, BT.,$eauthor.
=700  1\$aAl-Siyabi, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11363J.htm

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=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11355J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11355J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA354.5
=082  04$a620.1126$223
=100  1\$aDeJong, JT.,$eauthor.
=245  12$aA Multisleeve Friction Attachment for the Cone Penetrometer /$cJT. DeJong, J. David Frost.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aAccurate knowledge of the strength of soil-geomaterial interfaces is becoming of increasing importance in geotechnical engineering. Systems whose performance is heavily dependent on soil-geomaterial interfaces include deep foundations, synthetic impervious liners, trenchless technologies, and an assortment of earth retaining structures. The strength of the interface is typically estimated by applying adjustment factors to values of soil or interface strength measured in laboratory tests. These adjustment factors are intended to correct for differences between the test and anticipated operating conditions such as variations in soil type and density, strain rate, surface roughness, or confining stress and are often empirically based with little theoretical underpinnings. Of these adjustment factors, the surface roughness is considered to be of utmost importance in that it has the potential to alter the interface strength by 100% or more.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone penetration test.
=650  \0$aFriction sleeve.
=650  \0$aInterface strength.
=650  \0$aSoil-geomaterial interface.
=650  \0$aSurface roughness.
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  14$aMultisleeve friction penetrometer attachment.
=650  24$aSoil-geomaterial interface.
=650  24$aInterface strength.
=650  24$aSurface roughness.
=650  24$aFriction sleeve.
=650  24$aCone penetration test.
=650  24$aCPT.
=700  1\$aDavid Frost, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11355J.htm

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=024  7\$a10.1520/GTJ11365J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11365J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aRassam, DW.,$eauthor.
=245  10$aPredicting the Shear Strength Envelope of Unsaturated Soils /$cDW. Rassam, F. Cook.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aDetermining the shear strength envelope of an unsaturated soil involves a sophisticated and time-consuming testing program. Hence, it is advantageous to minimize the number of tests required to establish the envelope. In this paper, a power additive function is adopted to predict the shear strength envelope of unsaturated soils from knowledge of the unsaturated shear strength at residual suction, the effective stress friction angle for saturated conditions, and the soil-water characteristic curve. Two boundary conditions are required to quantify the two fitting parameters of the function. The first is ?b = 0 at residual suction, and the second is the contribution of matric suction to the shear strength at residual suction, which should be experimentally evaluated. The validity of the method is tested for a number of unsaturated shear strength data covering a wide range of suctions. Good agreement was found to exist between the predicted envelopes and the experimental data. The method requires only one experimental evaluation of the unsaturated shear strength and is most suitable for coarse- to medium-grained soils where the residual suction may be achieved reliably in the laboratory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMatric suction.
=650  \0$aSoil-water characteristic curve.
=650  \0$aUnsaturated shear strength.
=650  \0$aShear strength of soils.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xPlastic properties.
=650  14$aMatric suction.
=650  24$aUnsaturated shear strength.
=650  24$aSoil-water characteristic curve.
=700  1\$aCook, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11365J.htm

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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11366J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11366J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA705
=082  04$a625.1/22$223
=100  1\$aPincus, HJ.,$eauthor.
=245  10$aFoundations on Rock, Second Edition /$cHJ. Pincus.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (1 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aIn the author's introduction to the first edition of this book, published in 1992, he states that the book's main purpose is ". . .to assist the reader in the identification of potentially unstable rock foundations, to demonstrate design methods appropriate for a wide range of geological conditions and foundation types, and to describe rock construction methods." The intended reader, he says, is the design professional in geotechnical engineering. In his introduction to the second edition, the author states that design and construction practices have not changed since the writing of the first edition, hence the reason for writing the second edition is to include updated technical material and to ". . .add information on new projects where valuable experience on rock foundations has been documented." The coverage in the second edition fulfills the author's stated intentions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRock mechanics.
=650  \0$aRocks.
=650  \0$aFoundation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11366J.htm

=LDR  02924nab a2200637 i 4500
=001  GTJ11364J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11364J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11364J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a631.4994$223
=100  1\$aBowders, JJ.,$eauthor.
=245  10$aSidewall Leakage in Hydraulic Conductivity Testing of Asphalt Concrete Specimens /$cJJ. Bowders, D. Neupane, J. Erik Loehr.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b6
=520  3\$aAsphalt specimens with irregular sidewalls can require special testing considerations when measuring hydraulic conductivity in a flexible wall permeameter. The hydraulic conductivity of laboratory prepared, dense asphalt concrete with high asphalt cement content (6-8.5% asphalt cement) was measured in the laboratory. Hydraulic conductivities were found to be excessive and were shown to be caused by sidewall leakage. Applying a thin layer of silicone vacuum grease to the sides of the asphalt specimens arrested the sidewall leakage, thereby permitting more accurate measurement of the hydraulic conductivity of the asphalt concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAsphalt concrete.
=650  \0$aAsphalt.
=650  \0$aHydraulic barriers.
=650  \0$aHydraulic conductivity.
=650  \0$aPermeability.
=650  \0$aSidewall leakage.
=650  \0$aSoil testing.
=650  \0$aWaste containment.
=650  \0$aRock mechanics.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xTesting.
=650  14$aAsphalt.
=650  24$aAsphalt concrete.
=650  24$aPermeability.
=650  24$aSidewall leakage.
=650  24$aHydraulic conductivity.
=650  24$aSoil testing.
=650  24$aHydraulic barriers.
=650  24$aWaste containment.
=700  1\$aNeupane, D.,$eauthor.
=700  1\$aErik Loehr, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11364J.htm

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=001  GTJ11358J
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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11358J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11358J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aBlewett, J.,$eauthor.
=245  10$aShear-Wave Velocity to Determine Vertical Stress Share on Column-Sand Samples /$cJ. Blewett, PK. Woodward.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aThe increased rigidity of vibro-replacement stone columns in liquefiable soils offers the potential for liquefaction mitigation. This paper proposes a laboratory method to facilitate an investigation of this parameter. Shear-wave velocity data are used to obtain the vertical load distribution between loose sand and gravel column in composite columnar triaxial samples under static and cyclic loading. Significant reductions in cyclic stresses applied to the loose sand are obtained, offering the potential for the optimization of the design of vibro-systems to include load share benefits.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGround improvement.
=650  \0$aLaboratory tests.
=650  \0$aShear-wave velocity.
=650  \0$aliquefaction.
=650  \0$aSoil liquefaction.
=650  \0$asoil model preparation.
=650  14$aLiquefaction.
=650  24$aGround improvement.
=650  24$aShear-wave velocity.
=650  24$aLaboratory tests.
=700  1\$aWoodward, PK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11358J.htm

=LDR  03771nab a2200649 i 4500
=001  GTJ11357J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11357J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11357J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS622
=082  04$a631.4/5$223
=100  1\$aDi Pietro, P.,$eauthor.
=245  10$aDesign Considerations Related to the Performance of Erosion Control Products Combined with Soil Bioengineering Techniques /$cP. Di Pietro, G. Brunet.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b7
=520  3\$aThe combined use of erosion control products (commonly referred to as "inert materials") and live plants for the restoration of waterways requires standardization of terminology, material function, and design criteria for each system. This will yield the combination of a correct engineering approach with the appropriate best management practices to produce the desired long-term performance. This paper will focus on combining soil bioengineering techniques with sound engineering practices when dealing with soil erosion or overall instability problems. The performance will be discussed with a proposed multidisciplinary approach, in order to achieve the desired environmental effect. The concept of "Minimum Energy Level" will also be discussed to identify the best environmentally compatible solution, typically ranging from simple to complex design scenarios. Due to the combined presence of inert materials and living plants, the field performance of the various solutions will evolve over time. This contributing factor will require testing the product strength characteristics both in the short and long term, in close relationship with the field performance criteria, in order to understand their function in waterways. The dynamics of the project site and the overall structural stability are greatly affected by these decisions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aErosion control blankets.
=650  \0$aGabions.
=650  \0$aMaterial performance.
=650  \0$aMinimum energy level.
=650  \0$aOverall stability.
=650  \0$aRip rap.
=650  \0$aSoil bioengineering techniques.
=650  \0$aTurf reinforcement mats.
=650  \0$aerosion control products.
=650  \0$aErosion control.
=650  \0$aSoil erosion.
=650  14$aSoil bioengineering techniques.
=650  24$aErosion control products.
=650  24$aMaterial performance.
=650  24$aOverall stability.
=650  24$aErosion control blankets.
=650  24$aTurf reinforcement mats.
=650  24$aArticulated concrete blocks.
=650  24$aGabions.
=650  24$aRip rap.
=650  24$aMinimum energy level.
=700  1\$aBrunet, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11357J.htm

=LDR  03297nab a2200565 i 4500
=001  GTJ11362J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11362J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11362J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624.15136$223
=100  1\$aScholte, JW.,$eauthor.
=245  10$aImproved Complex Permittivity Measurement and Data Processing Technique for Soil-Water Systems /$cJW. Scholte, JQ. Shang, RK. Rowe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThe complex permittivity of soil-water systems is a function of a number of soil properties. By measuring the complex permittivity, one could quantitatively evaluate the soil behavior under existing conditions in the field, as well as identify changes in the environment. This paper describes the improvement of a measurement and data processing technique for the analysis of the complex permittivity of soil. A sample holder described in a previously published study is modified to reduce errors from sample handling and to increase the measurement accuracy and capacity. A modular unit is designed to measure the static conductivity and the complex permittivity of the soil simultaneously. The data processing technique is also presented, including the identification of the frequency for data analysis and extraction of the static conductivity from the measured loss factors. The results of the complex permittivity measurements on a compacted natural clayey till are presented to demonstrate the typical relationships of the soil complex permittivity as they are related to the soil volumetric water content, bulk density, and salinity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComplex permittivity.
=650  \0$aDielectric constant.
=650  \0$aDielectric loss factor.
=650  \0$aElectric conductivity.
=650  \0$ageotechnical testing.
=650  \0$asoil behavior.
=650  \0$aSoil mechanics$xTesting.
=650  14$aComplex permittivity.
=650  24$aDielectric constant.
=650  24$aDielectric loss factor.
=650  24$aElectric conductivity.
=650  24$aSoil behavior.
=650  24$aGeotechnical testing.
=700  1\$aShang, JQ.,$eauthor.
=700  1\$aRowe, RK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11362J.htm

=LDR  03509nab a2200601 i 4500
=001  GTJ11361J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11361J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11361J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a625.74$223
=100  1\$aAbdullah, WS.,$eauthor.
=245  10$aBidimensional Swell Effect on Accuracy of Footing Heave Prediction /$cWS. Abdullah.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aThe direct method (the Texas Highway Department Method TEX-124-E) and the Jennings and Knight "Double Oedometer Method" are widely used by practicing engineers for heave prediction of footings located on expansive soils. These methods are simple to use and yet simulate field conditions too. These two methods, however, are characterized by overpredicting the value of footing heave. The degree to which these methods overpredict heave is dependent on the soil conditions, as well as the applied footing pressure. The present work studied the influence of footing pressure on the precision of the two mentioned methods. It was found that the factor needed to adjust the predicted footing heave by these methods ("Heave Reduction Factor Rf") decreases markedly with increasing footing pressure. The heave reduction factor Rf decreased from 0.92 and 0.88 to 0.62 and 0.53 for the direct method and the double oedometer method, respectively, as the footing pressure increased from 25 to 50 kPa. Soil strength depends upon the level of soil suction. Soil wetting contributes to reduction in soil suction, and consequently, to a loss in bearing capacity. Therefore, a test experiment with footing pressure of 100 kPa suffered bearing capacity failure after about one day since the beginning of the test experiment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBidimensional swelling.
=650  \0$aDirect method.
=650  \0$aDouble oedometer method.
=650  \0$aHeave reduction factor.
=650  \0$aMatric suction.
=650  \0$aModel footing.
=650  \0$aOne-dimensional swelling.
=650  \0$aexpansive soil.
=650  \0$aSoil stabilization.
=650  \0$aExpansive clays.
=650  14$aExpansive soil.
=650  24$aModel footing.
=650  24$aDirect method.
=650  24$aDouble oedometer method.
=650  24$aHeave reduction factor.
=650  24$aOne-dimensional swelling.
=650  24$aBidimensional swelling.
=650  24$aMatric suction.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11361J.htm

=LDR  03282nab a2200673 i 4500
=001  GTJ11356J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11356J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11356J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA413.5
=082  04$a620.1/123/0287$223
=100  1\$aAbrantes, AE.,$eauthor.
=245  10$aExperimental and Data Analysis Techniques Used for High Strain Rate Tests on Cohesionless Soil /$cAE. Abrantes, JA. Yamamuro.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aExperimental methods used to subject drained triaxial compression axisymmetric test specimens composed of cohesionless soils to very high strain rates and analyze the resulting data are presented. Included is the use of a custom gravity drop-frame loading system to generate the high strain rates and a custom square triaxial cell to minimize optical distortion. Methods to collect and analyze the experimental results are also presented. High-speed film photography, coupled with digital image analysis techniques, are used to capture specimen deformations. Experimental issues such as image analysis of specimens, optical corrections, time synchronization of photographic images with data acquisition, inertial effects, global versus local strain measurements, axisymmetric shape of the specimen during deformation, and membrane compliance are examined by analyzing test results that were performed at high strain rates.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesionless.
=650  \0$aGlobal strain.
=650  \0$aImage analysis.
=650  \0$aLocal strain.
=650  \0$aPhotography.
=650  \0$aStrain rate.
=650  \0$aStrain.
=650  \0$aStress-strain.
=650  \0$aTransient testing.
=650  \0$aTriaxial tests.
=650  \0$astrain measurement.
=650  \0$aStrains and stresses$xMeasurement.
=650  \0$aStrain gages.
=650  14$aCohesionless.
=650  24$aGlobal strain.
=650  24$aImage analysis.
=650  24$aLocal strain.
=650  24$aPhotography.
=650  24$aStrain.
=650  24$aStrain rate.
=650  24$aStress-strain.
=650  24$aTransient testing.
=650  24$aTriaxial tests.
=700  1\$aYamamuro, JA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ11356J.htm

=LDR  03723nab a2200553 i 4500
=001  GTJ20140166
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140166$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140166$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA775
=082  04$a624.1/5$223
=100  1\$aChoi, Yongkyu,$eauthor.
=245  10$aDevelopment and Implementation of a High-Pressure, Double-Acting, Bi-Directional Loading Cell for Drilled Shafts /$cYongkyu Choi, Min-Hee Lee, Moon S. Nam, Tae-Hyung Kim, Armin W. Stuedlein.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aDrilled shaft foundation elements provide a cost-effective foundation alternative for the support of building and bridge superstructure loads. Bi-directional pile loading tests (BDPLTs) to evaluate the capacity of drilled shafts have become popular owing to their capacity to save time and effort as compared to the use of top-down loading tests. However, the use of BDPLTs requires that production shafts be post-grouted following testing in order to assure appropriate in-service performance. Commonly used single-acting loading cells and/or loading cell construction details can pose the potential for the development of voids following post-grouting due to their monotonic jacking action and large footprint. This paper described the development and use of high pressure bi-directional loading cells intended to minimize the possibility of post-test construction defects. First, a comparison was made between the single-acting and double-acting loading cells. Second, the results of laboratory calibrations on the pressurized loading cells were performed, as were component testing of the pumps, hoses, and hydraulic fluid synchronization lines. Then, the use of the new high pressure double-acting loading cells in production testing of instrumented shafts was described, and the efficacy of the new loading cells was illustrated. The new loading cells provided the profession with a load cell alternative for conducting BDLTs and should serve to help reduce the risk of post-test grouting defects in drilled shaft foundations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCementing/grouting.
=650  \0$aDeep foundations.
=650  \0$aField testing.
=650  \0$aSite infrastructure and construction.
=650  \0$aFoundations.
=650  \0$aBuilding.
=650  14$aField testing.
=650  24$aDeep foundations.
=650  24$aSite infrastructure and construction.
=650  24$aCementing/grouting.
=700  1\$aLee, Min-Hee,$eauthor.
=700  1\$aNam, Moon S.,$eauthor.
=700  1\$aKim, Tae-Hyung,$eauthor.
=700  1\$aStuedlein, Armin W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140166.htm

=LDR  02862nab a2200541 i 4500
=001  GTJ20150154
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150154$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150154$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA640.2
=082  04$a624.1/71$223
=100  1\$aForiero, Adolfo,$eauthor.
=245  10$aConfined Pressuremeter Tests for the Assessment of the Theoretically Back-Calculated Cross-Anisotropic Elastic Moduli /$cAdolfo Foriero, Ferdinand Ciza.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aThis study considered the determination of the elastic cross-anisotropic moduli of two base course materials. The cross-anisotropic moduli were back-calculated from a series of vertical and horizontal laboratory pressuremeter tests in a confined mold. First, a theoretical model of an expanding cylindrical cavity in an elastic cross-anisotropic confined medium was developed. Subsequently, an estimate of four (Ghh, ?'hh, ?'vh, ?'hv) of the five independent cross-anisotropic moduli were determined based on a fixed point iteration scheme, which processed the analytically back-calculated test results. Finally, in order to assess the estimated moduli, results of the finite element simulations of the pressuremeter lab tests were compared with the actual measurements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnalytic model.
=650  \0$aConfined cavity.
=650  \0$aCross-anisotropic.
=650  \0$aPressuremeter.
=650  \0$afinite element.
=650  \0$aContinuum mechanics.
=650  \0$aStructural analysis (Engineering)
=650  14$aPressuremeter.
=650  24$aCross-anisotropic.
=650  24$aConfined cavity.
=650  24$aAnalytic model.
=650  24$aFinite element.
=700  1\$aCiza, Ferdinand,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150154.htm

=LDR  03418nab a2200469 i 4500
=001  GTJ20150065
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150065$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150065$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE391.B55
=082  04$a553/.61$223
=100  1\$aSample-Lord, Kristin M.,$eauthor.
=245  10$aDialysis Method to Control Exchangeable Sodium and Remove Excess Salts From Bentonite /$cKristin M. Sample-Lord, Charles D. Shackelford.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b63
=520  3\$aControl of the cation species on the exchange complex of bentonite and removal of excess soluble salts may be desirable when preparing specimens for research focused on fundamental clay behavior as well as for improving containment properties of bentonite (e.g., swell, hydraulic conductivity, diffusion, and membrane behavior). The dialysis method has been used extensively by soil scientists to prepare homo-ionized clays (i.e., clays with a single cation species on the exchange complex) and to rinse soils of excess salts. However, achievement of homo-ionization and removal of soluble salts often is assumed without verification via measurement of the exchangeable and soluble cations after dialysis. Therefore, a dialysis procedure was evaluated as a method to prepare bentonite with a controlled exchangeable sodium percentage (ESP) and a low concentration of soluble salts, as verified by measurement of the ESP and soluble cations before and after dialysis. The procedure consisted of two stages: (1) dialysis with strong (>= 0.1 M) NaCl solution to increase the percentage of Na+ on the exchange complex, and (2) subsequent removal of excess soluble salts via dialysis with de-ionized water (DIW). The ESP of the bentonite increased from 47 % for the untreated bentonite to 69 %, 80 %, and 89 % after dialysis with 0.1 M, 0.5 M, and 1.0 M NaCl solutions, respectively. Dialysis with DIW also removed soluble salts within a shorter time frame than other methods currently used to flush bentonite specimens of excess salts for testing (2 weeks versus several months).
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBentonit.
=650  \0$aGumbrin.
=650  14$abentonite.
=650  24$acation exchange.
=650  24$aclay purification.
=650  24$adialysis.
=700  1\$aShackelford, Charles D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150065.htm

=LDR  02676nab a2200517 i 4500
=001  GTJ20150136
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150136$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150136$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQB991.C65
=082  04$a523.1$223
=100  1\$aChen, Xiang,$eauthor.
=245  10$aDeflection Measurement of Bored Pile Body With Steel Bar Meters in the Lateral Load Test /$cXiang Chen, Zhaoyi Xu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThis paper presents a lateral load test conducted with a service bored grout pile. In this test, 15 pairs of steel bar meters were mounted in the pile body. The equipment not only measures the section moments of the pile body, but also measures the deflections and rotations of the pile body, which are measured by inclinometers traditionally. A comparison between the deformation near the pile head measured by the steel bar meters, and the one measured by four dial gauges proved that it is valid to use steel bar meters to measure the lateral deformation of pile body during lateral loading tests. Moreover, the results are very precise before the lateral load exceeds the elastic limit, which was determined as 120 kN in the present study.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBored grout pile.
=650  \0$aLateral load test.
=650  \0$aSteel bar meter.
=650  \0$aDeflection.
=650  \0$aRotation.
=650  14$aLateral load test.
=650  24$aDeflection.
=650  24$aRotation.
=650  24$aSteel bar meter.
=650  24$aBored grout pile.
=700  1\$aXu, Zhaoyi,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150136.htm

=LDR  01672nab a2200385 i 4500
=001  GTJ20150175
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150175$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150175$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA640.2
=082  04$a624.1/71$223
=100  1\$aTalesnick, M. L.,$eauthor.
=245  10$aDiscussion of "Effect of Overconsolidation on K0 in Centrifuge Models Using CPT and Tactile Pressure Sensor" by W. El-Sekelly, T. Abdoun, and R. Dobry /$cM. L. Talesnick.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (3 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectromagnetic theory.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150175.htm

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=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150040$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150040$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aHam, Soo-Min,$eauthor.
=245  10$aUltrasonic P-Wave Reflection Monitoring of Soil Erosion for Erosion Function Apparatus /$cSoo-Min Ham, Tae-Hyuk Kwon, Ilhan Chang, Moon-Kyung Chung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aErosion of soils in river, lake, and seabeds is an important component for scour estimation and design of underwater structures. This is because the scour can cause severe structural damage to underwater foundations or embankments. The erosion function apparatus (EFA) method is widely used to estimate the erosion rate of soils in the laboratory, where a soil protrusion of 1 mm thick is exposed to water flow and the time taken to erode this protrusion is measured. However, determining this erosion time is a difficult task because it is only visually inspected, and this can cause considerable measurement errors. Therefore, this study explored the feasibility of using an ultrasonic P-wave reflection monitoring method to more quantitatively assess the erosion rate that otherwise has been measured by visual inspection. The erosion rates were monitored using ultrasonic transducers mounted above a soil surface during the EFA testing on the prepared soil samples containing different clay fractions. Via the P-wave monitoring results, several important semi-quantitative observations were made: an increase in erosion resistance with an increase in the clay fraction, a discontinuous erosion behavior of fine-grained soils with sudden removal of soil lumps by water flows, a continuous erosive action of coarse-grained soils, and inherent heterogeneous erosion even at a specimen scale (i.e., the scale of milli-to-centimeter). While both the P-wave monitoring method and the visual inspection showed similar estimation on the erosion rate, the former was found to provide overall better quantitative assessment, particularly in conditions of very slow or rapid erosion and in the conditions with high turbidity water, unevenly eroded sample surfaces, or limited control on the soil protruding thickness.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aErosion function apparatus.
=650  \0$aErosion rate.
=650  \0$aMonitoring.
=650  \0$aP-wave.
=650  \0$aSoil erosion.
=650  \0$aSoil mechanics.
=650  14$aSoil erosion.
=650  24$aErosion function apparatus.
=650  24$aP-wave.
=650  24$aMonitoring.
=650  24$aErosion rate.
=700  1\$aKwon, Tae-Hyuk,$eauthor.
=700  1\$aChang, Ilhan,$eauthor.
=700  1\$aChung, Moon-Kyung,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150040.htm

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=024  7\$a10.1520/GTJ20150145$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150145$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE389.625
=082  04$a549.6$223
=100  1\$aSun, Liqiang,$eauthor.
=245  10$aModels to Predict Compressibility and Permeability of Reconstituted Clays /$cLiqiang Sun, Jiangxin Lu, Wei Guo, Shuwang Yan, Tianqiang Jia.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aIn this paper, one-dimensional consolidation and permeability tests are conducted to investigate the compressibility and permeability of reconstituted marine clay that has been used as filling material for a land reclamation project in Tianjin, China. A curve-fitting method is used to best fit the measured consolidation and permeability data to determine the void ratio-effective stress relationship (compressibility) and hydraulic conductivity-void ratio relationship (permeability). Relatively good agreements are found when comparing the obtained relationships with model test data of reconstituted clays in literature. The proposed relationships could be used as preliminary tools for the calculation of the compressibility and permeability of the reconstituted clays in land reclamation projects.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressibility.
=650  \0$aLand reclamation reconstituted clay.
=650  \0$aPermeability.
=650  \0$aVacuum preloading.
=650  \0$aClay minerals.
=650  \0$aClay$xPermeability.
=650  \0$aClay$xFluid dynamics.
=650  \0$aClay minerals$xAbsorption and adsorption.
=650  \0$aClay minerals$xIndustrial applications.
=650  14$aCompressibility.
=650  24$aPermeability.
=650  24$aVacuum preloading.
=650  24$aLand reclamation reconstituted clay.
=700  1\$aLu, Jiangxin,$eauthor.
=700  1\$aGuo, Wei,$eauthor.
=700  1\$aYan, Shuwang,$eauthor.
=700  1\$aJia, Tianqiang,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150145.htm

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=001  GTJ20150114
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=005  20161219061000.0
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=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150114$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150114$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTS228.9
=082  04$a671.5/29$223
=100  1\$aCoccia, Charles James Russell,$eauthor.
=245  10$aHigh-Pressure Thermal Isotropic Cell for Evaluation of Thermal Volume Change of Soils /$cCharles James Russell Coccia, John S. McCartney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b52
=520  3\$aThis paper describes a new high-pressure, temperature-controlled isotropic cell used for evaluation of the thermal volume change mechanisms of saturated and unsaturated soils under isotropic stress states. Specifically, details of the experimental setup, instrumentation, thermo-mechanical calibration of the device, experimental procedures, and typical results are presented in this paper. The thermal isotropic cell includes suction control using the axis translation technique, saturation control/monitoring using a pore water pressure flow pump, cell pressure control using a high-pressure flow pump, and a stainless steel cell to permit application of isotropic net mean stresses up to 10 MPa. The cell fluid temperature is regulated by circulating heated water through a copper heating coil within the cell, and an internal circulating fan is used to promote homogenous temperature throughout the cell chamber. Non-contact proximity transducers are used to directly measure soil deformation in the radial and axial directions, permitting assessment of thermo-mechanical anisotropic strains during changes in mean effective stress or temperature while also avoiding the need to consider complex thermo-mechanical cell deformations. The high-pressure flow pump and thermal control system are designed to apply changes in net mean stress and temperature at slow rates to characterize the full soil compression and thermal volume change curves, respectively. Along with the thermo-mechanical calibration of the cell, the results from two tests on compacted silt specimen having different initial degrees of saturation are presented that show how the cell can be used to characterize changes in volume and degree of saturation during thermo-mechanical loading. Both normally consolidated soil specimens were contracted during heating, although the specimen with a lower degree of saturation showed slightly greater thermal volume change.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEngineering, general.
=650  \0$aMechanical Engineering.
=650  14$athermal isotropic cell.
=650  24$athermo-mechanical testing.
=650  24$anon-isothermal.
=650  24$avolume change.
=700  1\$aMcCartney, John S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150114.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150117$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150117$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aAkin, Idil Deniz,$eauthor.
=245  10$aSingle-Point and Multi-Point Water-Sorption Methods for Specific Surface Areas of Clay /$cIdil Deniz Akin, William J. Likos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b39
=520  3\$aA single-point water-vapor-sorption method for measuring specific surface area (SSA) from simplified Brunauer-Emmett-Teller (BET) analysis is evaluated for application to natural clayey soils. The approach is predicated on the constraint that the BET C parameter related to surface hydration energy be a relatively large value. Water-vapor-sorption isotherms are obtained for 20 clayey soils along adsorption and subsequent desorption paths between 3 % relative humidity (RH) and 95 % RH. Surface areas calculated using the single-point method at 30 % RH are compared with values from conventional multi-point BET analysis. The average difference between single-point and multi-point SSA values is within 10 %. Correction factors are proposed based on measured BET C values for the suite of soils, and are shown to reduce differences between single-point and multi-point SSA to within 3 %. A simple and inexpensive method involving equilibration of specimens in closed chambers containing saturated MgCl2 solution is proposed and demonstrated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRelative humidity.
=650  \0$aSorption.
=650  \0$aSpecific surface area.
=650  \0$aWater vapor.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aSpecific surface area.
=650  24$aSorption.
=650  24$aWater vapor.
=650  24$aBET.
=650  24$aRelative humidity.
=700  1\$aLikos, William J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150117.htm

=LDR  03177nab a2200589 i 4500
=001  GTJ20140135
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20140135$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20140135$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA927
=082  04$a532/.0527$223
=100  1\$aBlake, Anthony P.,$eauthor.
=245  10$aIn Situ Measurement of the Dynamic Penetration of Free-Fall Projectiles in Soft Soils Using a Low-Cost Inertial Measurement Unit /$cAnthony P. Blake, Conleth D. O'Loughlin, John P. Morton, Colm O'Beirne, Christophe Gaudin, David J. White.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (17 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b47
=520  3\$aSix degree-of-freedom motion data from projectiles free-falling through water and embedding in soft soil are measured using a low-cost inertial measurement unit, consisting of a tri-axis accelerometer and a three-component gyroscope. A comprehensive framework for interpreting the measured data is described and the merit of this framework is demonstrated by considering sample test data for free-falling projectiles that gain velocity as they fall through water and self-embed in the underlying soft clay. The paper shows the importance of considering such motion data from an appropriate reference frame by showing good agreement in embedment depth data derived from the motion data with independent direct measurements. Motion data derived from the inertial measurement unit are used to calibrate a predictive model for calculating the final embedment depth of a dynamically installed anchor.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aNonlinear optics.
=650  \0$aCristal liquide.
=650  14$aanchor.
=650  24$aball.
=650  24$adynamic.
=650  24$afree fall.
=650  24$ainertial measurement unit.
=650  24$aMEMS.
=650  24$aaccelerometer.
=650  24$agyroscope.
=650  24$aoffshore.
=650  24$acharacterization.
=700  1\$aO'Loughlin, Conleth D.,$eauthor.
=700  1\$aMorton, John P.,$eauthor.
=700  1\$aO'Beirne, Colm,$eauthor.
=700  1\$aGaudin, Christophe,$eauthor.
=700  1\$aWhite, David J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20140135.htm

=LDR  03627nab a2200517 i 4500
=001  GTJ20150146
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150146$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150146$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC173
=082  04$a539.7$223
=100  1\$aYuan, Q.,$eauthor.
=245  10$aMaking a Biaxial Testing System With the Aid of 3D Printing Technique to Examine the Kinetic Behavior of Particulate Media /$cQ. Yuan, Y. H. Wang, P. O. Tam, X. Li, Y. Gao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (18 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b72
=520  3\$aThis study presented the details of a specially designed biaxial testing system with a flexible boundary to examine the features of particle motion and associated contact movement during shearing. The whole testing system was modified from a CKC triaxial testing system so that the production cost was low, and this approach was applicable to other types of triaxial testing systems. The 3D printing technique was applied to ease manufacture of the testing device and to improve the resolution of the subsequent image analyses. The middle part of the biaxial cell was printed using the 3D printer because it is often difficult to make by the traditional means due to a complicated geometry and the requirement for a one-piece material to ensure the cell is seamless and leak-proof. A packing of elliptical rods, also produced by the 3D printer, is used as the test sample. In principle, any shape of particle with designed properties can be printed. The goal of tracing the particle motion and movement at contacts during shearing is achieved by means of particle image velocimetry (PIV) and close-range photogrammetry, based on the reference dots marked on the observation windows of the biaxial cell and two object dots printed on each rod. The high-resolution 3D printer ensured the accuracy of marking the object dots on the rod and therefore improved the resolution of subsequent analyses. The experimental results demonstrated the validity of the biaxial testing system and the ability and effectiveness of the system to capture the kinematic features of particles and associated contact movements in response to biaxial shearing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aNuclear physics.
=650  14$abiaxial test.
=650  24$a3D printer.
=650  24$aPIV.
=650  24$aparticle rotation.
=650  24$acontact rolling.
=650  24$acontact sliding.
=700  1\$aWang, Y. H.,$eauthor.
=700  1\$aTam, P. O.,$eauthor.
=700  1\$aLi, X.,$eauthor.
=700  1\$aGao, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150146.htm

=LDR  03540nab a2200505 i 4500
=001  GTJ20150056
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150056$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150056$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC100
=082  04$a530/.8$223
=100  1\$aIezzoni, H. M.,$eauthor.
=245  10$aCalibration of Capacitance Sensors for Compacted Silt in Non-Isothermal Applications /$cH. M. Iezzoni, J. S. McCartney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aThis study investigates how temperature affects the response of capacitance sensors used to measure the dielectric permittivity of unsaturated soils. The dielectric permittivity is strongly correlated with the volumetric water content, an important variable in understanding water flow processes in unsaturated soils. Although capacitance sensors have been used widely in laboratory and field applications, they have only recently been used to characterize thermally induced water flow in unsaturated soils during geothermal heat exchange processes. To date, no studies have characterized the effects of temperature on capacitance sensor output for dense, compacted soils. This paper describes a calibration methodology that was used to isolate the effects of temperature on the response of capacitance probes in compacted soils having different initial conditions (i.e., compaction water content and dry density). It was observed that changes in temperature of 26° C can lead to an increase in the measured dielectric permittivity of up to 24 % with no changes in volumetric water content of the soil. In addition to defining a soil-specific calibration equation to relate volumetric water content and dielectric permittivity under ambient temperature conditions, a correction equation was proposed for temperature effects. The capacitance sensor's response to changing temperatures was observed to be sensitive to both the initial volumetric water content and the initial density of the soil, and parameters were defined for both of these terms in the correction equation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapacitance sensors.
=650  \0$aTemperature effects.
=650  \0$aThermally drive water flow.
=650  \0$aPhysical instruments.
=650  \0$aCalibration.
=650  14$aCapacitance sensors.
=650  24$aCalibration.
=650  24$aTemperature effects.
=650  24$aThermally drive water flow.
=700  1\$aMcCartney, J. S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150056.htm

=LDR  02817nab a2200517 i 4500
=001  GTJ20150046
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150046$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150046$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aGao, Yan-Bin,$eauthor.
=245  10$aOn the Sensitivity of Soft Clay Obtained by the Field Vane Test /$cYan-Bin Gao, Xiao-Nan Ge.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe field vane test (FVT) is used more widely today in traditional site investigations to investigate the sensitivity of soft clay and even likely to replace the unconfined compression test (UCT). In this paper, the strengths and sensitivities of Shanghai soft clays obtained by an FVT and a UCT from a traditional site investigation and that obtained by the laboratory vane test (LVT) and the UCT on block samples were compared in detail. It was found that the FVT obtains higher strengths but lower sensitivity. This phenomenon was also observed in other soft clays. The unreliability of sensitivity determination by the FVT seems to increase with the liquid index and sensitivity of soil. The vane remolding method used in the FVT was found to be the major factor that causes these problems and cannot remold soil completely using the recommended number of vane rotations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField vane test.
=650  \0$aNatural soft clay.
=650  \0$aSensitivity.
=650  \0$aUnconfined compression test.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aNatural soft clay.
=650  24$aSensitivity.
=650  24$aField vane test.
=650  24$aUnconfined compression test.
=700  1\$aGe, Xiao-Nan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150046.htm

=LDR  02388nab a2200517 i 4500
=001  GTJ20150020
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2015\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150020$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150020$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4320151$223
=100  1\$aYang, Shaoli,$eauthor.
=245  10$aThixotropy of Marine Clays /$cShaoli Yang, Knut H. Andersen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2015.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aA database on thixotropy strength ratio is established for marine clays in this paper. The database includes clay data from 15 offshore sites. The study indicates that the thixotropy strength ratio of marine clays has correlations with the following parameters: activity, plasticity index, liquidity index, sensitivity, and water content. Trend lines are given for the correlations between thixotropy strength ratio and liquidity index, and between thixotropy strength ratio and water content.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLiquidity index.
=650  \0$aMarine clays.
=650  \0$aThixotropy.
=650  \0$awater content.
=650  \0$atropical soils.
=650  \0$asoil hydraulic properties.
=650  14$aMarine clays.
=650  24$aThixotropy.
=650  24$aWater content.
=650  24$aLiquidity index.
=700  1\$aAndersen, Knut H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150020.htm

=LDR  02997nab a2200553 i 4500
=001  GTJ20150096
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150096$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150096$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1/5132$223
=100  1\$aChen, Jianhang,$eauthor.
=245  10$aLoad Transfer Behavior of Fully Grouted Cable Bolts Reinforced in Weak Rocks Under Tensile Loading Conditions /$cJianhang Chen, Paul C. Hagan, Serkan Saydam.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aTo enable a better understanding of the load transfer performance of fully grouted cable bolts, a new laboratory short encapsulation pull test (LSEPT) unit has been designed and constructed. With this unit, both peak and residual capacity can be assessed over a relatively large pull-out displacement range of 100 mm. Various cable bolt failure modes, including relative slippage along the cable/grout and grout/rock interface, can be studied. Both a modified and a plain strand cable bolt confined in a material having a low strength of 8 MPa were tested. Within this testing process, the impact of the design of the bearing plate was considered that was found to alter the failure mode of the modified cable bolt. Other factors are considered, including the influence of borehole diameter, cable surface geometry, and sample strength on the axial performance of cable bolts.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCone failure.
=650  \0$aFully grouted cable bolts.
=650  \0$aLoad transfer.
=650  \0$aShear slippage.
=650  \0$aHydraulic fracturing.
=650  \0$aRock mechanics.
=650  \0$aRocks$xFracture.
=650  \0$aRocks$xTesting.
=650  14$aFully grouted cable bolts.
=650  24$aLoad transfer.
=650  24$aCone failure.
=650  24$aShear slippage.
=700  1\$aHagan, Paul C.,$eauthor.
=700  1\$aSaydam, Serkan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 39, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2016$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150096.htm

=LDR  03525nab a2200553 i 4500
=001  GTJ103625
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103625$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103625$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGE155.E84
=082  04$a333.91/8/0975939$223
=100  1\$aParks, Jean M.,$eauthor.
=245  10$aValidation of a Centrifuge Permeameter for Investigation of Transient Infiltration and Drainage Flow Processes in Unsaturated Soils /$cJean M. Parks, Melissa A. Stewart, John S. McCartney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b41
=520  3\$aThis paper focuses on the validation of a centrifuge permeameter and testing methodology developed to investigate transient water flow processes in unsaturated soils. The centrifuge permeameter is capable of controlling the boundary conditions for infiltration and drainage and contains instrumentation to measure profiles of the volumetric water content and matric suction with height in a soil layer during centrifugation. Evaluations of the measured matric suction and volumetric water content profiles from a series of infiltration and drainage tests performed on a fine sand at centrifuge acceleration levels ranging from 20 to 50 times earth gravity indicate that the established equations for calculating the hydraulic conductivity of unsaturated soil at steady-state conditions might not be appropriate, except at higher centrifuge accelerations. The transient profiles were also analyzed using a form of the instantaneous profile method in which the centrifuge acceleration was incorporated into the hydraulic gradient. Although the calculated soil water retention curve and hydraulic conductivity function data show some scatter, the hysteretic behavior of the soil during wetting and drying could be assessed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge permeameter.
=650  \0$aHydraulic conductivity function.
=650  \0$aInfiltration.
=650  \0$aSoil water retention curve.
=650  \0$adrainage.
=650  \0$aEcology.
=650  \0$aUnsaturated Soils.
=650  14$aCentrifuge permeameter.
=650  24$aSoil water retention curve.
=650  24$aHydraulic conductivity function.
=650  24$aInfiltration.
=650  24$aDrainage.
=700  1\$aStewart, Melissa A.,$eauthor.
=700  1\$aMcCartney, John S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103625.htm

=LDR  03268nab a2200565 i 4500
=001  GTJ103587
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103587$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103587$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aMun?oz-Castelblanco, J. A.,$eauthor.
=245  14$aThe Influence of Changes in Water Content on the Electrical Resistivity of a Natural Unsaturated Loess /$cJ. A. Mun?oz-Castelblanco, J. M. Pereira, P. Delage, Y. J. Cui.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aNon-destructive methods of measuring water content in soils have been extensively developed in the last decades, especially in soil science. Among these methods, the measurements based on the electrical resistivity are simple and reliable thanks to the clear relationship between the water content and the electrical resistivity of soils. In this work, a new electrical resistivity probe was developed to monitor the change in local water content in the triaxial apparatus. The probe is composed of two-pair of electrodes, and an electrical current is induced through the soil at the vicinity of the contact between the probe and the specimen. Some experimental data on the changes in resistivity with the degree of saturation were obtained in specimens of a natural unsaturated loess from Northern France. Two theoretical models of resistivity were also used to analyze the obtained data. Results are finally discussed with respect to the loess's water retention properties.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aResistivity probe.
=650  \0$aSuction.
=650  \0$aWater retention properties.
=650  \0$asoil electrical resistivity.
=650  \0$aunsaturated soil.
=650  \0$aloess.
=650  14$aSoil electrical resistivity.
=650  24$aUnsaturated soil.
=650  24$aLoess.
=650  24$aResistivity probe.
=650  24$aWater retention properties.
=650  24$aSuction.
=700  1\$aPereira, J. M.,$eauthor.
=700  1\$aDelage, P.,$eauthor.
=700  1\$aCui, Y. J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103587.htm

=LDR  03623nab a2200517 i 4500
=001  GTJ103551
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103551$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103551$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA165
=082  04$a681/.2$223
=100  1\$aMukherjee, Moumita,$eauthor.
=245  10$aInstrumented large scale subsurface liquid injection model for bioreactor landfills /$cMoumita Mukherjee, Milind V. Khire.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aBioreactor landfills are complex unsaturated systems where liquids are injected at relatively high pressures in on/off dosing cycles. In order to simulate hydraulic scenarios to improve understanding of leachate recirculation systems for landfills, 86 cm long by 30 cm wide by 56 cm tall unsaturated flow physical model was designed and fabricated. A permeable blanket was installed in the model to inject water. The blanket was 50 cm long × 30 cm wide × 2 cm thick and was made up of pea gravel. Uniform fine and coarse sands, which were thoroughly characterized for their hydraulic properties, were used in separate experiments to simulate waste. Pressure transducers and water content sensors were embedded in the model to monitor the migration of injected water in the blanket and in the underlying soils. Water was injected at flow rates ranging from 20 to 150 cm3/s in continuous and on/off modes to achieve transient and steady-state conditions. The responses of the pressure transducers embedded in the blanket in the model mimicked the responses of the pressure sensors embedded in an instrumented field-scale (55 m long × 9 m wide × 0.15 m thick) permeable blanket made up of crushed recycled glass used for recirculation of leachate at a municipal solid waste landfill. The effect of entrapped air present in the voids was evident from greater pressures developed during wetting which dissipated as the entrapped air escaped the system. This finding highlights the need to use of dual phase models for simulating pressures in bioreactor landfills.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHydraulic conductivity.
=650  \0$aWaste.
=650  \0$asensors.
=650  \0$aliquid injection.
=650  \0$abioreactor landfill.
=650  14$aLiquid injection.
=650  24$aBioreactor landfill.
=650  24$aSensors.
=650  24$aHydraulic conductivity.
=650  24$aWaste.
=700  1\$aKhire, Milind V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103551.htm

=LDR  04047nab a2200577 i 4500
=001  GTJ103653
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103653$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103653$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA713
=082  04$a631.4/33$223
=100  1\$aLiu, Zhen,$eauthor.
=245  12$aA New Method for Soil Water Characteristic Curve Measurement Based on Similarities Between Soil Freezing and Drying /$cZhen Liu, Bin Zhang, Xiong (Bill) Yu, Bin Zhang, Junliang Tao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b37
=520  3\$aThe soil water characteristic curve (SWCC) is the basis to explain a variety of processes in unsaturated soils, ranging from transport phenomena to mechanical behaviors. In this paper, a new method is developed for SWCC estimation based on the similarity between the freezing/thawing process and drying/wetting process in soils. The theoretical basis for this method is first reviewed. The concept of the soil freezing characteristic curve (SFCC) is introduced to describe the relationship between the unfrozen water content and matric suction in frozen soils. SFCC is analogous to SWCC in that both of them describe the energy status of liquid water associated with liquid water content. Relationships between SWCC and SFCC are discussed. To measure the SFCC, a thermo-time domain reflectometry (TDR) sensor was developed which combines both temperature sensors and conventional TDR sensor. The TDR module and algorithm measured the bulk free water content of soils during the freezing/thawing processes, while the built-in thermocouples measured the internal temperature distribution. SFCCs were obtained from the simultaneously measured TDR and temperature data. Experiments were conducted on a few types of soils to validate this new procedure. The SFCC was obtained from thermo-TDR data collected in specimens subjected to a controlled thawing process, while the SWCC was directly measured by ASTM D5298, the filter paper method. Reasonable agreements were found between SWCC and SFCC. The experimental results implied that the SWCC could be estimated from SFCC, which also provided more evidence of the similarity of freezing/thawing processes and desorption/sorption processes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFrozen soil.
=650  \0$aSoil freezing characteristic curve.
=650  \0$aSoil water characteristic curve.
=650  \0$aThermo-TDR sensor.
=650  \0$aUnsaturated soils.
=650  \0$aSoil Freezing.
=650  \0$aWetland ecology.
=650  \0$aSoil Water.
=650  14$aSoil water characteristic curve.
=650  24$aSoil freezing characteristic curve.
=650  24$aThermo-TDR sensor.
=650  24$aUnsaturated soils.
=650  24$aFrozen soil.
=700  1\$a(Bill) Yu, Xiong,$eauthor.
=700  1\$aZhang, Bin,$eauthor.
=700  1\$aTao, Junliang,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103653.htm

=LDR  03734nab a2200565 i 4500
=001  GTJ103650
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103650$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103650$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aByun, Yong-Hoon,$eauthor.
=245  10$aStrength and Stiffness Characteristics of Unsaturated Hydrophobic Granular Media /$cYong-Hoon Byun, M. Khoa Tran, Tae Sup Yun, Jong-Sub Lee.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b32
=520  3\$aThe nonwetting nature of hydrophobic soils, which results from wildfires or organic substances, may influence the shear strength and stiffness of granular soils. Since surficial soils are often unsaturated, their shear strength and stiffness are also affected by the magnitude of negative pore-water pressure. The goal of this study is to investigate the dominant factors affecting the strength and stiffness of hydrophilic and hydrophobic soils. Hydrophobic granular media were synthesized by a silanization technique with glass beads (D50 = 0.25 mm) to a degree of saturation of S = 0, 5, and 10 %. The prepared specimens were sheared using a direct shear device at various normal stresses. The shear waves were continuously monitored by bender elements. The experimental results showed that hydrophobic specimens had a lower shear strength than hydrophilic specimens due to lower friction, even though the hydrophobic specimen was under a denser packing condition. The shear stiffness was constant at small strains in the specimen composed of hydrophobic particles. However, as a result of the higher friction, the stiffness at small strains in the specimen composed of hydrophilic particles increased as the horizontal displacement increased. The results demonstrate that capillary force, interparticle friction, and packing density are important contributing factors to the shear strength and stiffness in hydrophobic soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInterparticle friction.
=650  \0$aShear strength.
=650  \0$aSmall strain shear stiffness.
=650  \0$aWater-repellent soil.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aHydrophobic Granular Media.
=650  \0$awettable soil.
=650  14$aInterparticle friction.
=650  24$aShear strength.
=650  24$aSmall strain shear stiffness.
=650  24$aWettable soil.
=650  24$aWater-repellent soil.
=700  1\$aKhoa Tran, M.,$eauthor.
=700  1\$aSup Yun, Tae,$eauthor.
=700  1\$aLee, Jong-Sub,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103650.htm

=LDR  03857nab a2200553 i 4500
=001  GTJ103670
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103670$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103670$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD930
=082  04$a628.1/6846$223
=100  1\$aNishiumura, Tomoyoshi,$eauthor.
=245  10$aMicroporous Membrane Technology for Measurement of Soil-Water Characteristic Curve /$cTomoyoshi Nishiumura, Junichi Koseki, Delwyn G. Fredlund, Harianto Rahardjo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aHigh air entry ceramic disks are commonly used for the control of matric suction in triaxial and direct shear tests and in tests for obtaining the soil-water characteristic curve. Geotechnical engineers have made increasing use of high air entry ceramic disks in order to measure or control matric suctions during unsaturated soil testing. One of the limitations associated with the use of high air entry ceramic disks has been the time required in order for equilibrium conditions to be established across the disk. Improving the efficiency associated with establishing suction equilibrium is of considerable interest to geotechnical engineers. Pressure membrane technology involving the use of microporous membranes is one possible technology that could result in improved performance for the measurement or control of matric suctions. If microporous membrane technology can be used, the end result could provide considerable time and cost savings, particularly in the measurement of soil-water characteristic curves (SWCCs). In this study, a new apparatus was developed to make use of a microporous membrane for the measurement of the SWCC with matric suction of up to 25 kPa. The maximum AEV (i.e., air-entry value) of the membrane is 250 kPa. This paper presents the results of laboratory SWCC measurements on several soil types using pressure membrane technology. Comparisons are made between the soil-water characteristic curves measured using a conventional pressure plate apparatus and those obtained from the new micro membrane apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMatric suction.
=650  \0$aMicroporous membrane.
=650  \0$aPressure plate technique.
=650  \0$aSoil-water characteristic curve.
=650  \0$aSoil-Water.
=650  \0$aSoil nutrient management.
=650  \0$aWatershed management.
=650  14$aMicroporous membrane.
=650  24$aSoil-water characteristic curve.
=650  24$aMatric suction.
=650  24$aPressure plate technique.
=700  1\$aKoseki, Junichi,$eauthor.
=700  1\$aFredlund, Delwyn G.,$eauthor.
=700  1\$aRahardjo, Harianto,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103670.htm

=LDR  03465nab a2200553 i 4500
=001  GTJ103621
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103621$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103621$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQD181.O1
=082  04$a551.51/12$223
=100  1\$aDagenais, Anne-Marie,$eauthor.
=245  12$aA Modified Oxygen Consumption Test to Evaluate Gas Flux through Oxygen Barrier Cover Systems /$cAnne-Marie Dagenais, Mamert Mbonimpa, Bruno Bussie?re, Michel Aubertin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aThe evaluation of an oxygen barrier cover performance is an integral part of many reclamation programs that aim at limiting acid mine drainage (AMD) production from sulphide tailings. The oxygen flux through the cover to the underlying reactive tailings should then be much smaller (by a factor of 1000 or more) than the flux into exposed (uncovered) tailings. Different techniques have been developed over the years to assess this flux. Given the limitations encountered when using available approaches to measure such low oxygen flux, the authors have developed a modified testing and interpretation method based on the oxygen consumption (OC) test, which is commonly used to determine oxidation rates of uncovered tailings. The proposed modifications to the OC testing procedure are presented in this paper, together with the new interpretation method. Typical tests results obtained with the modified OC method on an existing site, reclaimed using a layered cover with capillary barrier effects (CCBE), are presented and discussed. The results demonstrate that the modified oxygen consumption (MOC) test is an effective tool to assess the performance of oxygen barrier covers used to prevent AMD.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcid mine drainage.
=650  \0$aCover efficiency.
=650  \0$aMonitoring.
=650  \0$aOxygen consumption tests.
=650  \0$aOxygen Consumption Test.
=650  \0$aOxygen$xhistory.
=650  \0$aAtmosphere.
=650  14$aOxygen consumption tests.
=650  24$aCover efficiency.
=650  24$aAcid mine drainage.
=650  24$aMonitoring.
=700  1\$aMbonimpa, Mamert,$eauthor.
=700  1\$aBussie?re, Bruno,$eauthor.
=700  1\$aAubertin, Michel,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103621.htm

=LDR  03515nab a2200505 i 4500
=001  GTJ103591
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=024  7\$a10.1520/GTJ103591$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103591$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD930
=082  04$a628.1/6846$223
=100  1\$aTripathy, Snehasis,$eauthor.
=245  10$aMatric Suction Measurement of Unsaturated Soils With Null-Type Axis-Translation Technique /$cSnehasis Tripathy, Hesham Elgabu, Hywel R. Thomas.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b29
=520  3\$aMatric suctions of several compacted soil specimens of a low-plastic soil were measured using null-type axis-translation technique. The study showed that in general, the dynamically compacted specimens reached equilibrium sooner than the statically compacted specimens and exhibited greater matric suctions. For a given compaction type (dynamic or static), the influence of an increase in the dry density due to an increase in the compaction effort had practically negligible influence on the measured matric suctions. Comparison of the null-type test results with the suction-water content soil-water characteristic curves of the soil showed some disagreements particularly for matric suctions greater than 20 to 30 kPa. Continuity in the water phase between the soil water, the water in the ceramic disk, and the water in the compartment below the ceramic disk, was verified soon after the measurements of matric suction were completed by increasing the chamber air pressure and monitoring the corresponding water pressure increase below the ceramic disk. The test results clearly showed a lack of continuity in the water phase during the suction measurements. Use of various interface materials (viz., a wet filter paper, slurries prepared from the tested soil and a kaolinite) significantly improved the water phase continuity; however, reduced the matric suctions of the soil specimens tested.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aUnsaturated soils.
=650  \0$asoil-water characteristic.
=650  \0$amatric suction.
=650  \0$aaxis-translation technique.
=650  14$aUnsaturated soils.
=650  24$aMatric suction.
=650  24$aAxis-translation technique.
=650  24$aSoil-water characteristic.
=700  1\$aElgabu, Hesham,$eauthor.
=700  1\$aThomas, Hywel R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103591.htm

=LDR  03199nab a2200529 i 4500
=001  GTJ103575
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103575$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103575$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD930
=082  04$a628.1/6846$223
=100  1\$aHaghighi, Ali,$eauthor.
=245  10$aTemperature Effects on Suction Measurement Using the Filter Paper Technique /$cAli Haghighi, Gabriela M. Medero, Fernando A. M. Marinho, Baptiste Mercier, Peter K. Woodward.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b41
=520  3\$aThis paper presents the results of an experimental study of thermal effects on filter paper calibration curves used to obtain the soil suction. When the temperature is significantly different from ambient values, it is essential to consider the influence of temperature on the filter paper calibration curves to obtain a reliable soil suction measurement. The calibration curve of Whatman No. 42 filter paper was determined at 10° C, 25° C, and 50° C using the vapor equilibrium technique with sodium chloride solutions at different concentrations and the axis translation technique. The experimental results showed a major influence of temperature on the filter paper calibration curves. Using the obtained experimental data a calibration equation was proposed, taking into account the effect of temperature. The obtained calibration curves were then used to determine the soil water retention curve of kaolin clay, which showed lower retention capacity at higher temperatures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFilter paper.
=650  \0$asoil water retention curve.
=650  \0$acalibration curve.
=650  \0$athermal effects.
=650  14$aThermal effects.
=650  24$aFilter paper.
=650  24$aCalibration curve.
=650  24$aSoil water retention curve.
=700  1\$aMedero, Gabriela M.,$eauthor.
=700  1\$aMarinho, Fernando A. M.,$eauthor.
=700  1\$aMercier, Baptiste,$eauthor.
=700  1\$aWoodward, Peter K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103575.htm

=LDR  03751nab a2200541 i 4500
=001  GTJ103620
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=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103620$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103620$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.15136$223
=100  1\$aTristancho, Julia?n,$eauthor.
=245  10$aClimatic Chamber With Centrifuge to Simulate Different Weather Conditions /$cJulia?n Tristancho, Bernardo Caicedo, Luc Thorel, Nelson Obrego?n.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b33
=520  3\$aIncreasing interest in thermo-hydro-mechanical (THM) studies of soil responses to hydrological variations has heightened the need for improvements in the basic understanding of the heat and mass transport taking place at the soil-atmosphere interface. Numerous hydrological parameters affect this thermo-hydro-mechanical process including solar radiation, air temperature, atmospheric pressure, wind velocity, rain intensity and hygrometry. Since field tests of soil-atmosphere interaction require measurements over long periods of time, only a small number of these results are available for calibration of the numerical models that are based on atmospheric data as boundary condition. The number is even more limited for results which focus on cyclic wetting and drying. Centrifuge modeling is a powerful tool for studying these problems since it can accelerate the time needed for diffusion processes taking place at the soil-atmosphere interface. Nevertheless, modeling this interaction adequately with a centrifuge requires development of new types of equipment such as a climatic chamber that allows control of weather variables while respecting the centrifuge's scaling laws. This paper describes the design of an apparatus for simulating tropical weather conditions which combines a climatic chamber with a centrifuge. The scaling laws are studied, and the feasibility of reproducing tropical weather conditions around a centrifuge is discussed. Finally, the paper presents some validation results that highlight the working principles of this new apparatus.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCentrifuge modeling.
=650  \0$aInstrumentation.
=650  \0$aTHM models.
=650  \0$aunsaturated soils.
=650  \0$aSoil mechanics.
=650  \0$aSoil moisture.
=650  14$aUnsaturated soils.
=650  24$aCentrifuge modeling.
=650  24$aTHM models.
=650  24$aInstrumentation.
=700  1\$aCaicedo, Bernardo,$eauthor.
=700  1\$aThorel, Luc,$eauthor.
=700  1\$aObrego?n, Nelson,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103620.htm

=LDR  04404nab a2200577 i 4500
=001  GTJ103596
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=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103596$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103596$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ1435
=082  04$a621.8/672$223
=100  1\$aWayllace, Alexandra,$eauthor.
=245  12$aA Transient Water Release and Imbibitions Method for Rapidly Measuring Wetting and Drying Soil Water Retention and Hydraulic Conductivity Functions /$cAlexandra Wayllace, Ning Lu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aA transient water release and imbibitions (TWRI) method for measuring the soil water retention curve (SWRC) and hydraulic conductivity function (HCF) under drying and wetting states is presented. The intellectual merit of the TWRI method is its integration of physical and numerical experiments: it employs the simple and reliable measurement of transient water content by electronic balance to record the signature of transient unsaturated flow in soil sample, and it takes advantage of the robust inverse modeling capability to simulate the physical process. The TWRI method; therefore, has two integrated components: testing and modeling. The testing consists of water release upon two-steps increase in matric suction and water imbibitions upon one-step decrease in matric suction. Each process lasts sufficient time in order to obtain transient water content. The data is then used as an objective function in an inverse numerical modeling process to obtain the unsaturated hydrologic parameters that fully define the SWRC and HCF of the soil. A novel feature of the TWRI method is its capability to measure SWRC and HCF under wetting state. The apparatus can accommodate both undisturbed and remolded samples. The testing time required for completing a full drying and wetting loop is approximately one week for most soils. Validation of the technique has been performed both experimentally and numerically. Comparisons between data obtained with the TWRI method and the independent Tempe cell method verify the reliability, applicability, and accuracy of the TWRI method. Results from three different soils are presented to illustrate the procedure and performance of the TWRI method for different soils from fine sand to clayey silt. The TWRI method provides a fast, accurate, and simple testing tool for obtaining SWRC and HCF of various types of soils under both wetting and drying states with high range of matric suction several orders of magnitude above the air-entry pressure of the ceramic stone used in the experimental setup.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHydraulic conductivity.
=650  \0$aHydraulic hysteresis.
=650  \0$aSoil water retention.
=650  \0$aTransient imbibitions.
=650  \0$aTransient water outflow.
=650  \0$aUnsaturated soil.
=650  \0$aHydraulic jacks.
=650  \0$aHydraulic presses.
=650  \0$aHydraulic conveying.
=650  14$aUnsaturated soil.
=650  24$aSoil water retention.
=650  24$aHydraulic conductivity.
=650  24$aTransient water outflow.
=650  24$aTransient imbibitions.
=650  24$aHydraulic hysteresis.
=700  1\$aLu, Ning,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103596.htm

=LDR  03805nab a2200505 i 4500
=001  GTJ103581
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103581$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103581$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS594
=082  04$a631.4/32/028$223
=100  1\$aMonroy, Rafael,$eauthor.
=245  10$aRandom Uncertainty in the Measurement of Matric Potential Using the Miniature Tensiometer /$cRafael Monroy, Lidija Zdravkovic, Andrew Ridley.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThe miniature (high-capacity) tensiometer is increasingly being used both in practice and in research to determine the matric potential in unsaturated soils. Although the potential which can be recorded with this type of device tends to be limited to a maximum of approximately 1500 kPa (a function of the air entry value of the porous element), simplicity of use, together with the ability to measure potentials under atmospheric conditions, makes this a unique piece of equipment for investigating and characterizing the hydro-mechanical response of unsaturated soils in the laboratory and in the field. The use of the miniature tensiometer is now well established and documented, and the particulars of a number of such devices, together with modifications to standard laboratory equipment to accommodate them, have appeared in the literature. The measurement of potential with the tensiometer, like any other measurement of a physical quantity, is not exempt from a certain degree of uncertainty. Additionally, the device is usually calibrated by applying a positive water pressure; however, when in use, the fluid filling the internal reservoir experiences a tensile stress. Although extrapolation of the calibration curve to negative values of water pressure is justified, it is nevertheless interesting to assess the level of uncertainty associated with a single measurement of potential in a soil. To this effect, data on gravimetric water content and matric potential from a statistically representative set of clay samples, carefully prepared and compacted in a similar manner to the same initial conditions, were analysed. This paper presents details and results from this exercise, together with the statistical treatment of the data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSuction.
=650  \0$atensiometer.
=650  \0$aunsaturated soils.
=650  \0$alaboratory equipment.
=650  14$aLaboratory equipment.
=650  24$aUnsaturated soils.
=650  24$aSuction.
=650  24$aTensiometer.
=700  1\$aZdravkovic, Lidija,$eauthor.
=700  1\$aRidley, Andrew,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103581.htm

=LDR  03396nab a2200565 i 4500
=001  GTJ103597
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103597$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103597$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTT916
=082  04$a745.5$223
=100  1\$aPuppala, Anand J.,$eauthor.
=245  10$aIn Situ Matric Suction and Moisture Content Measurements in Expansive Clay during Seasonal Fluctuations /$cAnand J. Puppala, Thammanoon Manosuthkij, Soheil Nazarian, Laureano R. Hoyos, Bhaskar Chittoori.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b16
=520  3\$aIn the design of flexible pavements using the mechanistic-empirical pavement design guide (MEPDG), water flow analyses are used to predict changes in the mechanical behavior of unsaturated subgrade soils. However, the water flow analyses in the MEPDG are not well validated using field measurements of moisture content and matric suction with time. A research study was initiated to measure the variation in matric suction and moisture content in an expansive soil during seasonal fluctuations. Specifically, a thermal conductivity-based suction sensor was fully evaluated and calibrated in the laboratory and was later installed with moisture sensors at different sites in Texas. This paper presents a summary of field measurements of matric suctions and moisture contents from a site in Houston. Comparisons of field measurements of matric suctions are compared with those interpreted from the soil water characteristic curve using field moisture content measurements, and a decent match was obtained up to matric suctions close to 800 kPa.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField measurements.
=650  \0$aMatric suction.
=650  \0$aMoisture content.
=650  \0$aexpansive clay.
=650  \0$aSeasonal Fluctuations.
=650  \0$aMoisture Content Measurements.
=650  14$aMatric suction.
=650  24$aMoisture content.
=650  24$aExpansive clay.
=650  24$aField measurements.
=650  24$aSeasonal fluctuations.
=700  1\$aManosuthkij, Thammanoon,$eauthor.
=700  1\$aNazarian, Soheil,$eauthor.
=700  1\$aHoyos, Laureano R.,$eauthor.
=700  1\$aChittoori, Bhaskar,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103597.htm

=LDR  03427nab a2200529 i 4500
=001  GTJ103616
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=024  7\$a10.1520/GTJ103616$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103616$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aKhoury, Charbel N.,$eauthor.
=245  10$aInfluence of Hydraulic Hysteresis on the Shear Strength of Unsaturated Soils and Interfaces /$cCharbel N. Khoury, Gerald A. Miller.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b31
=520  3\$aThe soil water characteristic curve (SWCC) portrays the relationship between soil suction and water content. This curve represents a fundamental behavior of unsaturated soils, from which many engineering properties (e.g., hydraulic conductivity, shear strength) can be estimated. However, the SWCC exhibits hysteretic behavior where a soil with different values of moisture content (e.g., due to seasonal variations) corresponding to drying and wetting paths can have the same suction. Hysteretic behavior (hydraulic hysteresis) can significantly influence the mechanical response of soils and soil-structure interfaces. This paper describes an investigation of the influence of hydraulic hysteresis during drying and wetting on the shearing response of unsaturated silty cohesionless soil alone and in contact with a rough steel counterface using a specially designed direct shear apparatus. For both soil and rough interface conditions, it was found that shear strength following a drying-wetting path was higher than for only the drying path, at similar suction and net normal stress. The magnitude of the difference in shear strength appears to correlate reasonably well with the difference in volumetric water content between the drying-wetting and drying paths at a given suction and net normal stress prior to shearing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInterfaces.
=650  \0$aShear strength.
=650  \0$aSuction.
=650  \0$aShear strength of soils$vTesting.
=650  \0$ahysteresis.
=650  \0$aunsaturated soil.
=650  14$aHysteresis.
=650  24$aShear strength.
=650  24$aUnsaturated soil.
=650  24$aSuction.
=650  24$aInterfaces.
=700  1\$aMiller, Gerald A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103616.htm

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=024  7\$a10.1520/GTJ103708$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103708$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC183
=082  04$a530.427$223
=100  1\$aRojas, J. C.,$eauthor.
=245  10$aImage Analysis of Strains in Soils Subjected to Wetting and Drying /$cJ. C. Rojas, D. Gallipoli, S. J. Wheeler.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b28
=520  3\$aA novel image based technique has been developed to measure strains of soil specimens subjected to wetting-drying by using vapor equilibrium with closed-loop ventilation. A digital SLR camera, fitted with a macro telephoto lens, and an advanced photo system type-C (APS-C) sensor have been used to take images of specimens during wetting-drying. By using the simple radial model of optical distortion, it has been shown that macro fixed focal length lenses introduce extremely small strain errors, which can be neglected. It has also been shown that APS-C sensors are preferable to large Full Frame sensors when the specimen image does not fit the entire sensor area and pixel density, rather than pixel resolution, becomes the key parameter controlling measurement precision. Images of specimens have been acquired at different times during wetting-drying of the soil and processed by using the Adobe Photoshop software to assess evolution of strains. In particular, the planar strain field has been measured by means of a virtual "optical" strain gage rosette tracking the same three points on the specimen image throughout equalization. Multiple optical strain gage rosettes at different scales and positions have been employed to assess the uniformity of the strain field. The method was validated by imposing six different values of suction on six distinct specimens of the same isotropically compacted bentonite, with five values producing soil shrinkage (drying) and one value producing soil swelling (wetting). An excellent repeatability of results was observed in terms of both water content and strains. In addition, for each suction level, almost identical strain equalization curves are obtained from the analysis of multiple optical strain gage rosettes of different sizes placed at different locations over the specimen image. This confirms uniformity of the strain field and excludes the presence of friction at the specimen base.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aImage processing.
=650  \0$aLaboratory equipment.
=650  \0$aLaboratory test.
=650  \0$aUnsaturated soils.
=650  \0$awetting.
=650  \0$aSolid-liquid interfaces.
=650  \0$aStrains in Soils.
=650  14$aUnsaturated soils.
=650  24$aLaboratory test.
=650  24$aLaboratory equipment.
=650  24$aImage processing.
=700  1\$aGallipoli, D.,$eauthor.
=700  1\$aWheeler, S. J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103708.htm

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=024  7\$a10.1520/GTJ103624$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103624$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aKhosravi, Ali,$eauthor.
=245  10$aMultistage Triaxial Testing to Estimate Effective Stress Relationships for Unsaturated Compacted Soils /$cAli Khosravi, Nahed Alsherif, Christopher Lynch, John McCartney.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b34
=520  3\$aThis paper presents an experimental methodology for using multistage, drained triaxial tests on compacted soils under unsaturated conditions to estimate soil-specific relationships between mean effective stress and matric suction. Tests were performed by applying a matric suction to a soil specimen in a triaxial cell using the axis translation technique with back-pressure, then shearing the specimen under drained conditions until reaching stress-path tangency. The specimen was then unloaded, a new suction was applied, and the shearing process was repeated. The points of maximum principal stress difference for the unsaturated specimen were plotted versus mean effective stress, defined using the degree of saturation as the effective stress parameter, and they were found to correspond well with the critical state line defined from triaxial tests on saturated specimens. The suction stress for the compacted soil tested in this study was observed to increase nonlinearly with suction, tending toward a constant value with increasing suction. Although there are potential changes in soil structure in the specimen during loading, unloading, and reloading, the results indicate that the multistage testing method may be useful for estimating soil-specific effective stress parameters for compacted soils in unsaturated conditions. Furthermore, the fact that differences in the soil-water retention curve of soil specimens subjected to different net confining pressures were observed for the soil tested in this study emphasizes the importance of using soil-specific tests to validate predictive relationships between suction stress and matric suction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompacted soils.
=650  \0$aEffective stress.
=650  \0$aMultistage triaxial testing.
=650  \0$aShear strength.
=650  \0$aUnsaturated soils.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aEffective Stress Relationships.
=650  \0$aUnsaturated Compacted Soils.
=650  14$aMultistage triaxial testing.
=650  24$aShear strength.
=650  24$aCompacted soils.
=650  24$aUnsaturated soils.
=650  24$aEffective stress.
=700  1\$aAlsherif, Nahed,$eauthor.
=700  1\$aLynch, Christopher,$eauthor.
=700  1\$aMcCartney, John,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103624.htm

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=001  GTJ103584
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103584$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103584$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD930
=082  04$a628.1/6846$223
=100  1\$aNowamooz, Hossein,$eauthor.
=245  10$aSoil Fabric and Soil Water Retention Curve of a Compacted Silt-Bentonites /$cHossein Nowamooz, Farimah Masrouri.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b40
=520  3\$aThis study presents the effects of the initial dry density and the initial water content on the soil water retention curve (SWRC) of a compacted bentonite/silt mixture during a single wetting and drying path. The samples were compacted at two different loose and dense states and at different constant initial water contents: 15% representing the dry side of the optimum, 25% representing the optimum point, and 30% representing the wet side of the optimum compacted. The initial soil fabric of each compacted sample was also studied by the mercury intrusion prosimetry (MIP) tests. To obtain the SWRCs, two suction imposition techniques were used: the osmotic method for matrix suctions below 8.5 MPa and the vapor equilibrium technique for suctions higher than 8.5 MPa. The MIP tests were then used to fit the SWRC of each compacted sample in the degree of saturation-suction plane. The initial soil fabrics play an important role on the hydric response of the samples. Generally it can be stated that a good correspondence between MIP results and the SWRCs was found on the wetting path for the low suctions close to saturation and on the drying path for the higher suctions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExperimentation.
=650  \0$aSoil fabric.
=650  \0$asoil water retention curve.
=650  \0$amodeling.
=650  \0$aexpansive soil.
=650  14$aExpansive soil.
=650  24$aExperimentation.
=650  24$aSoil fabric.
=650  24$aSoil water retention curve.
=650  24$aModeling.
=700  1\$aMasrouri, Farimah,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103584.htm

=LDR  03364nab a2200529 i 4500
=001  GTJ103600
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=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103600$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103600$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aBurrage, R. E.,$eauthor.
=245  12$aA Cost Effective Triaxial Test Method for Unsaturated Soils /$cR. E. Burrage, J. B. Anderson, M. A. Pando, V. O. Ogunro, M. A. Cottingham.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aThis paper describes a test method to measure the shear strength of unsaturated soils using standard triaxial equipment with minor, low-cost modifications. The method is based on using the axis translation technique in a standard triaxial testing apparatus with a base pedestal slightly modified to accommodate a high-air-entry ceramic disk. The testing apparatus and procedure are described. The aim of the proposed test setup was to limit the modifications of the standard triaxial setup within a reasonable budget to make the method accessible and attractive to researchers and practitioners that may otherwise not be able to afford the testing devices commonly used in the field of unsaturated soil mechanics. Thus, the paper discusses the effectiveness of the proposed test method, and also discusses the potential limitations that may exist due to some of the simplifications used in this methodology. The proposed methodology was used to evaluate the shear strength of residual soils at the Auburn National Geotechnical Experimentation Site. The shear strength parameters obtained for the Auburn unsaturated soils were compared to previous tests conducted in similar soils and proved to be reasonably accurate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAxis translation.
=650  \0$aunsaturated soil.
=650  \0$atriaxial test.
=650  \0$acost effective.
=650  14$aTriaxial test.
=650  24$aUnsaturated soil.
=650  24$aAxis translation.
=650  24$aCost effective.
=700  1\$aAnderson, J. B.,$eauthor.
=700  1\$aPando, M. A.,$eauthor.
=700  1\$aOgunro, V. O.,$eauthor.
=700  1\$aCottingham, M. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103600.htm

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=001  GTJ103571
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2012\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103571$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103571$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aMarinho, Fernando A. M.,$eauthor.
=245  14$aThe Effect of Contact on the Filter Paper Method for Measuring Soil Suction /$cFernando A. M. Marinho, Jorge E. da Silva Gomes.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2012.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aThe filter paper method is one of the most commonly used and critiqued techniques for measuring soil suction. However, many aspects related to its use still require some clarification. The results of a comprehensive study on the effect of the contact between the soil grains and soil water and the filter paper are presented herein. We investigated the influence of the equilibration time, the texture of the porous material and the degree of contact, or lack thereof, between the soil grains and the filter paper using Whatman #42 and three different types of porous material. To enhance the difference between the total suction and the matrix suction, osmotic suction was induced by saturating the specimens with a sodium chloride solution.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContact effect.
=650  \0$aFilter paper.
=650  \0$aMatrix suction.
=650  \0$aTotal suction.
=650  \0$asoil suction.
=650  \0$aunsaturated soil.
=650  \0$asuction measurement.
=650  14$aUnsaturated soil.
=650  24$aSoil suction.
=650  24$aSuction measurement.
=650  24$aFilter paper.
=650  24$aContact effect.
=650  24$aMatrix suction.
=650  24$aTotal suction.
=700  1\$ada Silva Gomes, Jorge E.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103571.htm

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=001  GTJ103577
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2011\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ103577$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ103577$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQK711.2
=082  04$a571.2$223
=100  1\$aMijares, Ramil G.,$eauthor.
=245  10$aField-Scale Evaluation of Lysimeters Versus Actual Earthen Covers /$cRamil G. Mijares, Milind V. Khire, Terry Johnson.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2011.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThis paper presents the design, construction, and monitoring of two uncompacted and one compacted clay field-scale test sections that were built and instrumented at a landfill near Detroit (Michigan). This was accomplished to capture the differences in the hydraulic and hydrologic responses of actual caps overlying the municipal solid waste (MSW) versus the corresponding lysimeters. While the lysimeter pans were installed in the middle of each of the three test sections to measure percolation, the instrumented area of the test section was expanded upslope and downslope of the lysimeter to monitor the soil water storages within and beyond the lysimeter footprint. About 35 sensors were installed in each of the three test sections to monitor water contents, water potentials, soil temperatures, water levels, and gas pressures. The soil water storages for the uncompacted test sections that were underlain by the waste were typically greater than those for the corresponding lysimeters. However, for the compacted test section, there was no significant difference between the soil water storage for the actual cap and the lysimeter. The percolation rate for the compacted clay test section was on the order of a few millimeters per year, while that for the uncompacted test sections were in the order of tens of centimeters per year. This difference is attributed to the two order of magnitude lower hydraulic conductivity of the compacted clay. The field data collected in this project validates previously published numerical results regarding hydraulic differences between lysimeters and actual caps.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLandfill.
=650  \0$aLysimeter.
=650  \0$awater balance.
=650  \0$amunicipal solid waste.
=650  \0$aearthen caps.
=650  14$aLysimeter.
=650  24$aEarthen caps.
=650  24$aLandfill.
=650  24$aWater balance.
=650  24$aMunicipal solid waste.
=700  1\$aKhire, Milind V.,$eauthor.
=700  1\$aJohnson, Terry,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 35, Issue 1 Special Issue on Innovations in Characterizing the Mechanical and Hydrological Properties of Unsaturated Soils.$dWest Conshohocken, Pa. :$bASTM International, 2012$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ103577.htm

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=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102645$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102645$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a620.1/91$223
=100  1\$aCastro, Jorge,$eauthor.
=245  10$aDiscussion of "Analysis of Radial Consolidation Test Data Using a Log-Log Method" by Robinson, R. G. /$cJorge Castro, Almudena da Costa, Ana Cimentada.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$vTesting$vPeriodicals.
=650  \0$aRocks$vTesting$vPeriodicals.
=700  1\$ada Costa, Almudena,$eauthor.
=700  1\$aCimentada, Ana,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102645.htm

=LDR  02895nab a2200541 i 4500
=001  GTJ102491
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102491$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102491$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNB249.B42
=082  04$a709.2$223
=100  1\$aBathurst, Richard J.,$eauthor.
=245  12$aA Geosynthetic Modular Block Connection Creep Test Apparatus, Methodology, and Interpretation /$cRichard J. Bathurst, Bingquan Huang.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b19
=520  3\$aA test protocol for the quantification of creep between modular block (segmental) facing units and geosynthetic reinforcement can be found in a Federal Highway Administration guidance document first published in 2001. However, to date the utility of the proposed method has not been examined in a systematic manner nor have test results been reported in the research literature. The paper describes a test apparatus and reports the results of a series of connection creep tests that demonstrate details of the proposed methodology and lessons learned. Important recommendations for data interpretation are presented for the first time. An additional practical result of this study is a consistent method to calculate the connection creep reduction factor required for design using the results of conventional short-term connection test results and connection creep-rupture curves.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnalysis.
=650  \0$aConnection creep.
=650  \0$aGeosynthetics.
=650  \0$aMasonry concrete.
=650  \0$aSegmental blocks.
=650  \0$aGeotextiles.
=650  \0$aSoil.
=650  14$aGeosynthetics.
=650  24$aSegmental blocks.
=650  24$aMasonry concrete.
=650  24$aConnection creep.
=650  24$aAnalysis.
=700  1\$aHuang, Bingquan,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102491.htm

=LDR  03546nab a2200553 i 4500
=001  GTJ102561
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102561$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102561$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aMondelli, Giulliana,$eauthor.
=245  10$aInterpretation of Resistivity Piezocone Tests in a Contaminated Municipal Solid Waste Disposal Site /$cGiulliana Mondelli, Heraldo Luiz Giacheti, John A. Howie.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (14 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b35
=520  3\$aA resistivity piezocone (RCPTU-resistivity cone penetration test with pore pressure measurement) and groundwater and soil samplers were used to detect contamination from a landfill for urban solid waste located in the state of Sa?o Paulo in southeastern Brazil. Background resistivity values were obtained in the laboratory using undisturbed soil samples. The strong influence of clay minerals common in tropical soils made it difficult to interpret the tests and to differentiate potentially contaminated zones from changes in soil type. A local correlation between fines content and the soil behavior index (Ic) of the various collected soils allowed the RCPTU tests to be interpreted to identify the contaminated regions of the aquifer. These results showed excellent repeatability and allowed for a detailed stratigraphic analysis of the highly heterogeneous profiles. Electrical resistivity measurements have proven to be an interesting resource to help detect contaminated soils, thus improving the quality and efficiency of geoenvironmental site investigations using integrated direct and indirect techniques. The interpretation of resistivity piezocone tests for the study site is not straightforward as it is in sedimentary sands since soil genesis affects soil behavior and soil and water sampling is required to support interpretation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectrical resistivity.
=650  \0$aGeoenvironmental site investigation.
=650  \0$aMSW contamination.
=650  \0$aPiezocone test interpretation.
=650  \0$aTropical soils.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aGeoenvironmental site investigation.
=650  24$aTropical soils.
=650  24$aElectrical resistivity.
=650  24$aPiezocone test interpretation.
=650  24$aMSW contamination.
=700  1\$aGiacheti, Heraldo Luiz,$eauthor.
=700  1\$aHowie, John A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102561.htm

=LDR  03344nab a2200625 i 4500
=001  GTJ102468
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102468$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102468$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aDeJong, Jason,$eauthor.
=245  10$aRecommended Practice for Full-Flow Penetrometer Testing and Analysis /$cJason DeJong, Nicholas Yafrate, Don DeGroot, Han Eng Low, Mark Randolph.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (13 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b38
=520  3\$aThe increasing use of full-flow penetrometers for estimating the undrained and remolded shear strength as well as soil sensitivity of soft sediments by both industry and researchers has resulted in a rather rapid maturation of this new in situ test method over the past decade. Experimental, analytical, and numerical analysis results for full-flow penetrometers are now sufficient to provide recommended practices regarding equipment design, testing procedures, and data analysis. Equipment design must consider both physical attributes of the penetrometers and electronic design and data acquisition. The testing procedures presented are modified from standard test methods for the piezocone with additions for evaluation of remolded strength by cycling and rate effects through variable penetration rate testing. Data reduction includes methods for normalizing the penetration resistance data for comparison between test sites and depths and methods for estimating undrained and remolded shear strength as well as soil sensitivity. All recommendations are summarized in a guidance table.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFull-flow.
=650  \0$aLoad cell design.
=650  \0$aRemolded strength.
=650  \0$aSensitivity.
=650  \0$aT-bar.
=650  \0$aUndrained strength.
=650  \0$aPenetrometer.
=650  \0$aSoil penetration test.
=650  14$aFull-flow.
=650  24$aT-bar.
=650  24$aBall.
=650  24$aCPT.
=650  24$aUndrained strength.
=650  24$aRemolded strength.
=650  24$aSensitivity.
=650  24$aLoad cell design.
=700  1\$aYafrate, Nicholas,$eauthor.
=700  1\$aDeGroot, Don,$eauthor.
=700  1\$aLow, Han Eng,$eauthor.
=700  1\$aRandolph, Mark,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102468.htm

=LDR  02720nab a2200565 i 4500
=001  GTJ102348
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102348$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102348$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aFranc?ois, Bertrand,$eauthor.
=245  13$aAn Oedometer for Studying Combined Effects of Temperature and Suction on Soils /$cBertrand Franc?ois, Lyesse Laloui.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b26
=520  3\$aThis paper reports the development of an advanced thermo-hydro-mechanical (THM) oedometer in order to characterize the behavior of soils under combined non-isothermal and unsaturated conditions. The simultaneous control of temperature, suction, and stress states within the sample required rigorous calibration. This THM oedometer accommodates samples 80 mm in diameter and 23 mm in height. The applied vertical stresses can reach values of up to 1 MPa, the controlled temperature ranges from 20 to 80° C, and the applied suction is up to 500 kPa. The paper thoroughly discusses the calibration of the device and presents some results of tests performed on sandy silt.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalibration.
=650  \0$aCompression tests.
=650  \0$aOedometer.
=650  \0$aSuction.
=650  \0$aTemperature.
=650  \0$aWater retention.
=650  \0$asoil suction.
=650  \0$aSoil mechanics.
=650  14$aTemperature.
=650  24$aSuction.
=650  24$aOedometer.
=650  24$aWater retention.
=650  24$aCalibration.
=650  24$aCompression tests.
=700  1\$aLaloui, Lyesse,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102348.htm

=LDR  01762nab a2200421 i 4500
=001  GTJ102719
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102719$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102719$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a620.1/91$223
=100  1\$aPrakash, K.,$eauthor.
=245  10$aDiscussion on "Analysis of Radial Consolidation Test Data Using a Log-Log Method" by Robinson, R. G. /$cK. Prakash, K. S. Balaji, B. S. Aakash.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b5
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSoils$vTesting$vPeriodicals.
=650  \0$aRocks$vTesting$vPeriodicals.
=700  1\$aBalaji, K. S.,$eauthor.
=700  1\$aAakash, B. S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102719.htm

=LDR  03117nab a2200493 i 4500
=001  GTJ102278
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2010\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ102278$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ102278$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aAnbazhagan, P.,$eauthor.
=245  10$aRelationship between Low Strain Shear Modulus and Standard Penetration Test N Values /$cP. Anbazhagan, T. G. Sitharam.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2010.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b45
=520  3\$aA low strain shear modulus plays a fundamental role in the estimation of site response parameters. In this study an attempt has been made to develop the relationships between standard penetration test (SPT) N values with the low strain shear modulus (Gmax). For this purpose, field experiments SPT and multichannel analysis of surface wave data from 38 locations in Bangalore, India, have been used, which were also used for seismic microzonation project. The in situ density of soil layer was evaluated using undisturbed soil samples from the boreholes. Shear wave velocity (Vs) profiles with depth were obtained for the same locations or close to the boreholes. The values for low strain shear modulus have been calculated using measured Vs and soil density. About 215 pairs of SPT N and Gmax values are used for regression analysis. The differences between fitted regression relations using measured and corrected values were analyzed. It is found that an uncorrected value of N and modulus gives the best fit with a high regression coefficient when compared to corrected N and corrected modulus values. This study shows better correlation between measured values of N and Gmax when compared to overburden stress corrected values of N and Gmax.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCorrelation.
=650  \0$aShear modulus.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aShear modulus.
=650  24$aSPT.
=650  24$aMASW.
=650  24$aCorrelation.
=700  1\$aSitharam, T. G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 33, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2010$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ102278.htm

=LDR  03704nab a2200541 i 4500
=001  GTJ20150091
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150091$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150091$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC100
=082  04$a530/.8$223
=100  1\$aK?rlang?c?, A. S.,$eauthor.
=245  10$aCharacterization of Piezoelectric Accelerometers Beyond the Nominal Frequency Range /$cA. S. K?rlang?c?, G. Cascante, M. A. Polak.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aUltrasonic testing is preferred widely for the evaluation of material properties. However, ultrasonic signals are highly affected by the characteristics of the piezoelectric transducers employed for the measurements. Since ultrasonic transducers are mostly used to measure the travel time of waves only, their non-flat frequency response does not affect the results. On the other hand, the analyses based on the full-waveform provide more reliable results, as thousands of additional data points in the measured signals are taken into account to determine the material properties (e.g., material damping). To perform such analyses, however, the transfer function of the transducer is required in order to normalize the recorded signals. In this paper, a new calibration approach was proposed to determine the transfer function of the piezo-electric accelerometers that are used beyond their nominal frequency range. A nano-laser vibrometer was utilized to measure the high frequency ultrasonic vibrations generated by the piezoelectric transmitter employed as the excitation source for the accelerometers. The transfer functions of two accelerometers with different nominal frequency ranges were determined for frequencies between 20 and 70 kHz, which were then used to capture the ultrasonic waves on a lightly cemented-sand medium. The original signals and the ones corrected by eliminating the effect of the transfer functions were processed to determine the material damping of the medium. Improvement in the accuracy of the material damping is achieved with the corrected signals compared to the uncorrected ones.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMaterial characterization.
=650  \0$aMaterial damping.
=650  \0$aUltrasonic testing.
=650  \0$aUltrasonic transducers.
=650  \0$aPhysical instruments.
=650  \0$aCalibration.
=650  14$aUltrasonic transducers.
=650  24$aCalibration.
=650  24$aMaterial characterization.
=650  24$aUltrasonic testing.
=650  24$aMaterial damping.
=700  1\$aCascante, G.,$eauthor.
=700  1\$aPolak, M. A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 40, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2017$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150091.htm

=LDR  03154nab a2200517 i 4500
=001  GTJ20150181
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20150181$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20150181$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA684
=082  04$a624.1771$223
=100  1\$aShafiee, A.,$eauthor.
=245  10$aAdaptation of Broadband Simple Shear Device for Constant Volume and Stress-Controlled Testing /$cA. Shafiee, J. P. Stewart, R. Venugopal, S. J. Brandenberg.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (15 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aWe adapted an existing digitally controlled simple shear device, originally designed for drained testing with strain-control, to perform constant height testing under strain- or stress-controlled conditions. The re-designed system provided PID control of horizontal displacements or loads coupled with either vertical force or displacement control (for drained and constant-volume testing, respectively). The new system had substantially similar horizontal displacement control capabilities as the previous system. The tracking error under stress-controlled loading depends on amplitude and frequency of the load; however, its value was almost the same as errors in strain-controlled tests for common shear strain/stress amplitudes. High-precision vertical control was achieved during constant height testing in two respects: (1) height change was small (less than 0.05 % of the specimen height for large shear-strain tests), even at high frequencies; and (2) top cap rocking was small, with the vertical displacements due to rocking at the specimen edge being half or less than average changes in specimen height.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBroadband testing.
=650  \0$aConstant volume testing.
=650  \0$aSimple shear.
=650  \0$aBuilding, Iron and steel.
=650  \0$aShear (Mechanics)
=650  14$aSimple shear.
=650  24$aConstant volume testing.
=650  24$aBroadband testing.
=700  1\$aStewart, J. P.,$eauthor.
=700  1\$aVenugopal, R.,$eauthor.
=700  1\$aBrandenberg, S. J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 40, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2017$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20150181.htm

=LDR  03843nab a2200613 i 4500
=001  GTJ20160058
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20160058$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20160058$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a624.15136$223
=100  1\$aDong, Y.,$eauthor.
=245  10$aMeasurement of Suction-Stress Characteristic Curve Under Drying and Wetting Conditions /$cY. Dong, N. Lu.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (16 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aSuction-stress characteristic curve (SSCC) is an important constitutive relation defining variation of effective stress because of changes in soil water content. It can be intrinsically related to soil-water-retention curve. SSCC reflects the amount of mechanical work done to a unit volume of soil by its pore water at a particular state of matric potential or water content. A new testing system, based on a drying cake method was established to measure SSCC under both drying and wetting conditions. A previously developed theory of incremental linear elasticity allows the determination of suction stress by monitoring elastic modulus and deformation of a soil cake under varying water contents. Changes in suction stress and elastic modulus result in radial displacement field of a soil cake. A twin-cake testing procedure was established to independently measure: the elastic modulus change with water content on one cake by using a miniature-loading system, and the displacement field on the other cake by using a digital still camera throughout the drying and wetting processes. A particle image velocimetry technique was used to analyze a series of sequential images to calculate the evolution of radial displacement field and its center. The test results on four different soils, covering from sand to silt and clay, were compared and validated with the results obtained independently by a transient water release and imbibition method. It is demonstrated that this new testing system provides a simple, fast, and non-destructive way to measure SSCC under varying drying and wetting conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHysteresis.
=650  \0$aParticle image velocimetry.
=650  \0$aSoil drying and wetting.
=650  \0$aSoil-water retention.
=650  \0$aSuction stress.
=650  \0$aUnsaturated soils.
=650  \0$aYoung's modulus.
=650  \0$aFoundations.
=650  \0$aSoilmechanics.
=650  \0$asoilsuction.
=650  \0$acorrosive soils.
=650  14$aYoung's modulus.
=650  24$aUnsaturated soils.
=650  24$aHysteresis.
=650  24$aSoil-water retention.
=650  24$aSuction stress.
=650  24$aParticle image velocimetry.
=650  24$aSoil drying and wetting.
=700  1\$aLu, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 40, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2017$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20160058.htm

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=001  GTJ20160008
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20160008$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20160008$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aGB843
=082  04$a628.1$223
=100  1\$aGao, Y.,$eauthor.
=245  10$aApplication of Film-Like Sensors for K0 and Pore Water Pressure Measurement in Clay During 1D Consolidation /$cY. Gao, Y. -H. Wang, J. K. Chow.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aIn this study, the economical FlexiForce sensor, which is thin and flexible, was used to measure K0 and the excess pore water pressure during a 1D consolidation test on kaolinite clay samples. Before the sensor could be used in the measurement, a special waterproof coating was applied, after which sensor calibration was carried out. The coated FlexiForce sensor was incorporated into two types of tailor-made needle probes for the pore water pressure measurement. The experimental results demonstrate that the two types of needle probes can well capture the evolution of the induced excess pore water pressure during consolidation. Upon a loading increment, the measured excess pore water pressure at the middle of the sample continues to increase and reaches a maximum value at t = ~4 min and subsequently start to decrease. There is a distinct change in the decreasing trend of the measured excess pore water pressure; the trend becomes mild after t = ~480 min, indicating the end of primary consolidation. During secondary compression, the excess pore water pressure continues to decrease due to the continuous settlement. A constant K0 value, which is comparable to the prediction by Jaky's equation, is measured by the sensors in the loading path; during secondary compression, K0 increases with time.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExcess pore water pressure.
=650  \0$aFlexiForce sensor.
=650  \0$aNeedle probe.
=650  \0$aWater-supply engineering.
=650  \0$aconsolidation.
=650  14$aFlexiForce sensor.
=650  24$aConsolidation.
=650  24$aNeedle probe.
=650  24$aExcess pore water pressure.
=650  24$aK0.
=700  1\$aWang, Y. -H.,$eauthor.
=700  1\$aChow, J. K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 40, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2017$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20160008.htm

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=001  GTJ20160022
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2016\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ20160022$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ20160022$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA775
=082  04$a624.1/5$223
=100  1\$aChen, J.,$eauthor.
=245  10$aField Measurements and Design Optimization of Diaphragm Walls /$cJ. Chen, J. Yang, X. Zhang, S. Wang, X. Ou.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2016.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThis paper presents field measurements of diaphragm walls. During the study, a typical measurement section was embedded with concrete strain meters to measure the forces on and in the diaphragm walls. This permitted an extensive investigation of the internal force changes in diaphragm walls. Furthermore, the stability of diaphragm walls was evaluated and optimized. The data and design optimization led to the following conclusions: variations in the stresses of diaphragm walls were observed with increases in the excavation depth of foundation pits. The strain data obtained from field measurements allowed the calculation of safety factors for the diaphragm walls, which met national code standards. Therefore, the investigated diaphragm walls were judged to be safe. The variations in the diaphragm walls' internal forces were obtained for use as references in the design and construction of similar projects in the future.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBending moment.
=650  \0$aDesign optimization.
=650  \0$aDiaphragm wall.
=650  \0$aField measurement.
=650  \0$aConcrete walls$xDesign and construction.
=650  \0$aDiaphragm walls$xDesign and construction.
=650  \0$aSlurry trench construction.
=650  14$aDiaphragm wall.
=650  24$aField measurement.
=650  24$aBending moment.
=650  24$aDesign optimization.
=700  1\$aYang, J.,$eauthor.
=700  1\$aZhang, X.,$eauthor.
=700  1\$aWang, S.,$eauthor.
=700  1\$aOu, X.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 40, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2017$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ20160022.htm

=LDR  03417nab a2200637 i 4500
=001  GTJ10247J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10247J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10247J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aMohamed, A-MO,$eauthor.
=245  10$aTemperature Dependence of Soil Water Potential /$cA-MO Mohamed, RN. Yong, SCH Cheung.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b24
=520  3\$aTo understand the process of coupled heat and water transport, the relationship between temperature and soil water potential must be known. Two clays, Avonlea bentonite and Lake Agassiz clay, are being considered as the clay-based sealing materials for the Canadian nuclear fuel waste disposal vault. Avonlea bentonite is distinguished from Lake Agassiz clay by its high sealing potential in water. A series of experiments was performed in which the two clays were mixed with equal amounts of sand and were compacted to a dry density of 1.67 Mg/m3 under various moisture contents and temperatures. A psychrometer was placed within the compacted clay-sand to measure the soil water potential based on the electromotive force measured by the psychrometer. The results indicate that the soil water potential at a particular temperature is higher for both clay-sand mixtures than predicted by the change in the surface tension of water; this effect is much more prominent in the Avonlea bentonite and at low moisture contents. The paper presents empirical equations relating the soil water potential with the moisture content and temperature of the two clay-sand mixtures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDiffused double layer.
=650  \0$aNuclear water management.
=650  \0$aSoil water potential.
=650  \0$aSoils.
=650  \0$aSurface tension.
=650  \0$aSwelling.
=650  \0$aTemperature.
=650  \0$aUnsaturated.
=650  \0$aVolumetric water content.
=650  \0$aSand.
=650  14$aTemperature.
=650  24$aSoils.
=650  24$aSoil water potential.
=650  24$aVolumetric water content.
=650  24$aUnsaturated.
=650  24$aSwelling.
=650  24$aSurface tension.
=650  24$aDiffused double layer.
=650  24$aNuclear water management.
=700  1\$aYong, RN.,$eauthor.
=700  1\$aCheung, SCH,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10247J.htm

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=001  GTJ10253J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10253J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10253J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE75
=082  04$a624.1/762$223
=100  1\$aAirey, DW.,$eauthor.
=245  10$aEstimation of Pile Friction Degradation from Shearbox Tests /$cDW. Airey, RH. Al-Douri, HG. Poulos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b10
=520  3\$aAn uncemented carbonate sand has been subjected to cyclic loading in a modified shearbox apparatus under constant normal load and constant normal stiffness conditions. The behaviour in the tests using a constant normal stiffness shows many similarities with the variation of skin friction on piles under cyclic loading. It is demonstrated that the response in the shearbox tests with a constant normal stiffness may be predicted from the response observed in conventional shearbox tests, and that conventional shearbox tests can thus provide valuable information on the degradation of skin friction of piles under cyclic loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConstant stiffness.
=650  \0$aCyclic tests.
=650  \0$aPiles.
=650  \0$aSand.
=650  \0$aShearbox.
=650  \0$aSkin friction.
=650  \0$aShear strength of soils$vTesting.
=650  \0$aSoils$vTesting.
=650  14$aPiles.
=650  24$aSkin friction.
=650  24$aSand.
=650  24$aCyclic tests.
=650  24$aShearbox.
=650  24$aConstant stiffness.
=700  1\$aAl-Douri, RH.,$eauthor.
=700  1\$aPoulos, HG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10253J.htm

=LDR  03169nab a2200601 i 4500
=001  GTJ10250J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10250J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10250J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aCharlie, WA.,$eauthor.
=245  10$aHollow Glass Microspheres Inhibit Blast-Induced Liquefaction /$cWA. Charlie, CF. Johnson, DO. Doehring.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThis paper summarizes the results of a controlled series of undrained shock tests conducted on mixtures of Monterey No. 0/30 sand, water, and hollow glass microspheres. Hollow glass microspheres, utilized to entrap gas in the sand, have a collapse strength of about 1700 kPa, are stable over time, and remain passive until a pressure sufficient to collapse them is applied. When subjected to a sub-millisecond compressive stress pulse of about 2300 kPa, peak stress transmission ratio decreased about 50% as the saturation decreased from 100 to 99.5%. Positive residual excess pore pressures (decreases in effective stress) were measured at saturations of 100, 99.9, and 99.8%. Negative residual excess pore pressures (increases in effective stress) were measured at saturations of 99.7, 99.6, and 99.5%. Analysis indicates that no change in residual pore pressure should occur at a saturation of 99.77%. The results indicated that microspheres may be used as a passive measure to inhibit blast-induced liquefaction and for reducing peak blast-induced stress in saturated soils.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlast.
=650  \0$aExplosives.
=650  \0$aLiquefaction.
=650  \0$aMicrospheres.
=650  \0$aSand.
=650  \0$aSaturation.
=650  \0$aSoil dynamics.
=650  \0$aSoils$vTesting$vMethodology.
=650  \0$aSoils.
=650  14$aExplosives.
=650  24$aBlast.
=650  24$aLiquefaction.
=650  24$aSaturation.
=650  24$aMicrospheres.
=650  24$aSoil dynamics.
=650  24$aSand.
=700  1\$aJohnson, CF.,$eauthor.
=700  1\$aDoehring, DO.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10250J.htm

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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10246J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10246J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aZhao, J.,$eauthor.
=245  10$aMeasurements of Coupled Normal Deformation, Permeability, and Heat Transfer in Rock Joints Using a Triaxial Test Facility /$cJ. Zhao.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b27
=520  3\$aA description is presented of a rock-mechanics triaxial test facility capable of coupled testing of medium-sized cylindrical rock specimens at axial loads to 2.67 MN, confining pressures to 140 MPa, pore pressures to 105 MPa, and specimen temperature to 400° C. The test cell of the system is modified to carry out tests on fluid mass and heat transfer through rock joints/fractures and thermomechanical deformation of joints/fractures. Details of test procedures and techniques for conducting the coupled hydro-thermo-mechanical tests are described. Data on both natural joints and artificially induced extension fractures in the Carnmenellis granite are presented and discussed in order to illustrate the multifunctional capability of the testing system to cover the requirement for further understanding of rock joint/fracture and rock masses.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeformation.
=650  \0$aFractures.
=650  \0$aHeat transfer.
=650  \0$aPermeability.
=650  \0$aRock joint.
=650  \0$aTemperature effect.
=650  \0$aTriaxial test.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aRock joint.
=650  24$aFractures.
=650  24$aDeformation.
=650  24$aPermeability.
=650  24$aHeat transfer.
=650  24$aTemperature effect.
=650  24$aTriaxial test.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10246J.htm

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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10255J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10255J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTL920
=082  04$a629.47$223
=100  1\$aKramer, SL.,$eauthor.
=245  10$aUse of Air Bag System for Instrumentation of Lateral Load Tests on Previously Installed Pipe Piles /$cSL. Kramer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aA simple and inexpensive air bag system for allowing measurement of the deflected shape of laterally loaded piles has been developed. The air bag system may be used for hollow piles that have already been installed. The system includes an inclinometer casing that is held against the inner wall of the pile by an inflated air bag. Tests on small- and large-diameter steel pipe piles at two different locations showed that the air bag system performed reliably. The air bag system can allow measurement of p-y characteristics in lateral load tests on piles for which the possibility of such measurement may not have previously existed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInstrumentation.
=650  \0$aLateral loads.
=650  \0$aPiles.
=650  \0$aP-y curves.
=650  14$aPiles.
=650  24$aLateral loads.
=650  24$aP-y curves.
=650  24$aInstrumentation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10255J.htm

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=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10254J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10254J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aLeshchinsky, D.,$eauthor.
=245  10$aClay Lumps under Simulated Hydraulic Transport Conditions /$cD. Leshchinsky, SD. Richter, J. Fowler.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aLaboratory experiments with compacted kaolinite-bentonite mixtures indicate that degradation of hydraulically transported clay lumps in a dredge pipeline can be predicted and controlled to some extent. The size reduction of these lumps depends not only on the length of the pipeline but also on the density of the clay being dredged, the plasticity index (PI) of the clay, and the velocity of the dragging slurry in the pipe. A series of graphs shows percent reduction in clay lumps as a function of PI and velocity at three levels of relative compacted density.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClay balls.
=650  \0$aClays.
=650  \0$aDredge pipeline.
=650  \0$aDredging.
=650  \0$aHydraulic fill.
=650  \0$aPlasticity index.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aClay balls.
=650  24$aDredge pipeline.
=650  24$aDredging.
=650  24$aHydraulic fill.
=650  24$aPlasticity index.
=650  24$aClays.
=700  1\$aRichter, SD.,$eauthor.
=700  1\$aFowler, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10254J.htm

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=024  7\$a10.1520/GTJ10245J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10245J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aSheahan, TC.,$eauthor.
=245  10$aComputer Automation of Conventional Triaxial Equipment /$cTC. Sheahan, JT. Germaine.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aThis paper provides objective guidance on the conversion of existing manual triaxial testing equipment to computer control. An approach called adaptable automation is introduced to facilitate the conversion process. This approach consists of modifying the four basic building blocks of the triaxial system for integration into a computer-automated system and adding components needed for automation which were not part of the manual system. Recommendations are made on necessary changes to the triaxial building blocks, and examples are given from the actual conversion of a largely manual triaxial apparatus. New components required for the automated system are an analog-to-digital conversion device, digital-to-mechanical hardware, and a personal computer with test control software. Performance guidelines for selecting equipment are reviewed as are considerations when developing the software. Methods are described for evaluating the converted system's performance, and typical evaluation results are shown. The paper concludes that, while development of a prototype converted system can be costly and require considerable knowledge of system components, cost savings will be realized as additional prototype-based systems are brought online and system capabilities expanded. More importantly, the converted system allows existing customized testing procedures and hardware to remain in place.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnalog-to-digital conversion.
=650  \0$aAutomation.
=650  \0$aComputer applications.
=650  \0$aComputer software.
=650  \0$aComputers.
=650  \0$aLaboratory equipment.
=650  \0$aMeasuring instruments.
=650  \0$aTriaxial tests.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aAnalog-to-digital conversion.
=650  24$aAutomation.
=650  24$aComputer applications.
=650  24$aComputer software.
=650  24$aLaboratory equipment.
=650  24$aMeasuring instruments.
=650  24$aTriaxial tests.
=650  24$aComputers.
=700  1\$aGermaine, JT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10245J.htm

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=024  7\$a10.1520/GTJ10249J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10249J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a551.22$223
=100  1\$aKoester, JP.,$eauthor.
=245  14$aThe Influence of Test Procedure on Correlation of Atterberg Limits with Liquefaction in Fine-Grained Soils /$cJP. Koester.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b46
=520  3\$aLiquefaction potential of fine-grained soil deposits is today judged, in part, based on an observed correlation of Atterberg limits to field performance of soils shaken by the 1976 Tangshan earthquake in the People's Republic of China (PRC). Criteria were subsequently developed and adopted into current liquefaction potential evaluation practice without regard to the test procedures used to measure liquid and plastic limits in the PRC. Liquid and plastic limits tests are, in fact, performed in the PRC using a special laboratory fall cone penetrometer apparatus. An experimental study was made to compare Atterberg limits determined for low plasticity artificial soil mixtures and a limited number of split spoon samples using U.S. and PRC standard procedures. Study results, corroborated by earlier published comparisons of Casagrande-type percussion tests and various fall cone devices, indicate that liquid limits produced by the Casagrande test consistently exceed those produced using the PRC fall cone by about 4% (water content). The lineal extent of foundation soils at Sardis Dam, Mississippi judged to require remedial action against liquefaction varied significantly with fines content, liquid limit, and natural water content; the impact of this study on preliminary estimates of the extent of the dam requiring remedial action is briefly discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFall cone test.
=650  \0$aFine-grained soils.
=650  \0$aLiquefaction potential.
=650  \0$aLiquefaction.
=650  \0$aLiquid limit.
=650  \0$aPlastic limit.
=650  \0$aSoil liquefaction.
=650  \0$aSoil-structure interaction.
=650  14$aLiquid limit.
=650  24$aPlastic limit.
=650  24$aLiquefaction.
=650  24$aFall cone test.
=650  24$aLiquefaction potential.
=650  24$aFine-grained soils.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10249J.htm

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=024  7\$a10.1520/GTJ10256J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10256J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1
=082  04$a620.6$223
=100  1\$aWeggel, JR.,$eauthor.
=245  12$aA Thickness Equation for Nonwoven, Needle-Punched Geotextiles under Normal Loading /$cJR. Weggel, WA. Gontar.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aAn equation to predict the thickness of nonwoven, needle-punched geotextiles under normal compressive loading is proposed. The equation is t=(t0-t?)e-??+t? in which, t0 is the initial thickness, t? is a limiting thickness, ? is the normal stress, and ? is an empirical coefficient. Comparison with thickness data obtained in multiple tests on eight different geotextiles using an in-plane, radial flow device results in excellent agreement for normal stresses up to about 372 kPa. Mean square errors are typically less than 0.017 mm. An equation for the limiting thickness, t?, is developed based on the observation that under compressive loads at the limiting thickness, nonwoven, needle-punched geotextiles have their porosity reduced to about 91% of the initial value.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aGeotextiles.
=650  \0$aLoading.
=650  \0$aNonwoven.
=650  \0$aThickness.
=650  \0$alaboratory tests.
=650  \0$asoil tests.
=650  \0$aSoils.
=650  14$aGeotextiles.
=650  24$aThickness.
=650  24$aNonwoven.
=650  24$aLoading.
=700  1\$aGontar, WA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10256J.htm

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=024  7\$a10.1520/GTJ10258J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10258J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a624/.1513$223
=100  1\$aChoi, JW.,$eauthor.
=245  13$aAn Experimental Method for Determining Membrane Penetration /$cJW. Choi, I. Ishibashi.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b13
=520  3\$aA new and simple experimental method is proposed for the determination of membrane penetration due to changes of the effective confining pressure in triaxial and hollow cylinder tests. The proposed method has advantages over existing methods in that it requires neither special devices nor questionable assumptions. It only requires a series of drained isotropic compression tests in a conventional triaxial device with plastic liners. The results from the proposed method are compared to those from several existing experimental and analytical methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMembrane compliance.
=650  \0$aMembranes.
=650  \0$aPlastic liner.
=650  \0$aPlastics.
=650  \0$aTriaxial tests.
=650  \0$aVolume change.
=650  \0$aPenetrometer.
=650  \0$aSoil penetration test.
=650  14$aMembranes.
=650  24$aPlastics.
=650  24$aMembrane compliance.
=650  24$aTriaxial tests.
=650  24$aVolume change.
=650  24$aPlastic liner.
=700  1\$aIshibashi, I.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10258J.htm

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=024  7\$a10.1520/GTJ10257J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10257J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA706
=082  04$a624.1513$223
=100  1\$aStormont, JC.,$eauthor.
=245  13$aAn Alternate Method for Determining the Klinkenberg Correction /$cJC. Stormont, JJK Daemen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aGas slip phenomena in low-permeability media are typically accounted for by means of the conventional Klinkenberg correction. This correction is derived from gas permeability tests conducted under different pore pressures. An alternative method for obtaining the Klinkenberg correction is given which uses the results from gas permeability tests conducted with different gases under the same pore pressure. Both methods have been applied to a series of gas permeability measurements on rock salt. Changes in the pore structure during permeability testing precludes use of the conventional Klinkenberg method. The alternative method is successful when permeabilities are measured with steady-state techniques.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlow.
=650  \0$aKlinkenberg correction.
=650  \0$aPermeability.
=650  \0$aRock salt.
=650  \0$aSteady state flow.
=650  \0$aTransient flow.
=650  \0$aTriaxial tests.
=650  \0$aRocks$vPermeability.
=650  \0$aSoil mechanics.
=650  \0$aSoils.
=650  14$aPermeability.
=650  24$aKlinkenberg correction.
=650  24$aTriaxial tests.
=650  24$aSteady state flow.
=650  24$aTransient flow.
=650  24$aRock salt.
=650  24$aFlow.
=700  1\$aDaemen, JJK,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10257J.htm

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=024  7\$a10.1520/GTJ10251J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10251J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.3
=082  04$a552/.5$223
=100  1\$aChu, H-H,$eauthor.
=245  10$aSettlement of Compacted Clay in a Cyclic Direct Simple Shear Device /$cH-H Chu, M. Vucetic.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b15
=520  3\$aThe results of 36 cyclic strain-controlled direct simple shear tests on a low-plasticity compacted clay are presented and analyzed. The tests were conducted in a Marshall Silver-type device, which utilizes the Norwegian Geotechnical Institute (NGI) type of short cylinder specimen confined in a wire-reinforced rubber membrane. Three degrees of compaction achieved by the modified compaction test are encompassed: (1) below the optimum moisture content, (2) at the optimum, and (3) above the optimum. All specimens were sheared under the same vertical consolidation stress. In each test the cyclic shear strain amplitude, ?c, was controlled, i.e., the cyclic tests were strain controlled. The range of ?c was between 0.008 and 4.6%. The test results show a very consistent behavior of the clay at all three moisture contents. At small cyclic shear strains below ?c ? 0.1%, the stress-strain behavior is slightly nonlinear, i.e., close to linearly elastic, and the vertical settlement is negligible. In some tests such nondestructive behavior was recorded up to ?c ? 0.2%, showing that for the clay tested, the volumetric threshold shear strain, ?tv, ranges between 0.1 and 0.2%. At ?c larger than ?tv the cyclic stress-strain behavior becomes nonlinear and a continuous settlement with the number of cycles, N, occurs. The results do not show a clear relation between the rate of settlement with N and the degree of the compaction and moisture content. For different moisture contents, similar settlements were obtained for given ?c and N. The study also shows how to arrange the specimen setup and measuring system to eliminate the effect of the simple shear apparatus compliance. In such an arrangement very small shear strains can be applied and successfully measured.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aCyclic loading.
=650  \0$aSettlement.
=650  \0$aShear tests.
=650  \0$aSimple shear test.
=650  \0$aCompaction.
=650  14$aClays.
=650  24$aCompaction.
=650  24$aShear tests.
=650  24$aCyclic loading.
=650  24$aSettlement.
=650  24$aSimple shear test.
=700  1\$aVucetic, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10251J.htm

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=024  7\$a10.1520/GTJ10252J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10252J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA712
=082  04$a624.19$223
=100  1\$aSridharan, A.,$eauthor.
=245  10$aDispersive Behavior of Nonswelling Clays /$cA. Sridharan, SM. Rao, HN. Dwarkanath.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aThis paper examines the possible factors that contribute to the dispersive behavior of compacted nonswelling clays and proposes the use of a synthetic organic stabilizing agent to reduce the dispersive tendency of such soils. Results of chemical tests on saturation extracts of the clays tested failed to identify them as piping susceptible. However, pinhole tests on statically compacted specimens showed the materials to be intermediate (ND3, slightly to moderately dispersive clays that slowly erode under 180 or 380 mm head) to completely dispersive (D1 dispersive clays that fail rapidly under 50-mm head). Use of a concentrated salt solution (2N CaCl2) and a solvent with lower dielectric constant (methanol, dielectric constant = 32.6) did not reduce the dispersive tendency of the compacted kaolinite in the pinhole test (diameter of hole = 1 mm), suggesting that deflocculation triggered by diffuse double layer repulsion does not contribute significantly to the dispersive tendency of nonswelling clays.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemical properties.
=650  \0$aClays.
=650  \0$aErosion.
=650  \0$aMineralogy.
=650  \0$aSoil properties.
=650  \0$aStructure of soils.
=650  \0$aWater flow.
=650  \0$aClay soils.
=650  \0$aEnvironnement.
=650  14$aChemical properties.
=650  24$aClays.
=650  24$aErosion.
=650  24$aMineralogy.
=650  24$aSoil properties.
=650  24$aStructure of soils.
=650  24$aWater flow.
=700  1\$aRao, SM.,$eauthor.
=700  1\$aDwarkanath, HN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10252J.htm

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=024  7\$a10.1520/GTJ10248J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10248J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD426
=082  04$a628.5/5$223
=100  1\$aMeegoda, NJ.,$eauthor.
=245  12$aA New Method to Measure the Effective Porosity of Clays /$cNJ. Meegoda, SD. Gunasekera.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b21
=520  3\$aThe effective porosity is a required parameter for the mass flow rate calculations in groundwater hydrogeology. It is also a useful parameter in geotechnical engineering. In this paper, a methodology based on the tracer analysis technique is proposed to measure the effective porosity of clays. A test apparatus was developed and operational conditions were optimized to measure the effective porosity in the laboratory. Then the effective porosity of three clays under different chemical environments was measured. The measured effective porosity values showed that there is no unique effective porosity value for a given clay when tested under different chemical environments. The ratio of effective to total porosity values for silty and low plastic clays decreased while those for high plastic clay increased with the increase in degree of contamination.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemical environments.
=650  \0$aClays.
=650  \0$aContaminant transport.
=650  \0$aContamination.
=650  \0$aEffective porosity.
=650  \0$aSoil structure.
=650  \0$aTracer analysis.
=650  \0$aPorosity.
=650  \0$aSoil.
=650  14$aPorosity.
=650  24$aContamination.
=650  24$aContaminant transport.
=650  24$aSoil structure.
=650  24$aTracer analysis.
=650  24$aEffective porosity.
=650  24$aChemical environments.
=650  24$aClays.
=700  1\$aGunasekera, SD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 15, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1992$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10248J.htm

=LDR  03017nab a2200637 i 4500
=001  GTJ10911J
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=005  20161219061000.0
=006  m|||||o|||||||||||
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=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10911J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10911J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a624.151$223
=100  1\$aBrown, SF.,$eauthor.
=245  13$aAn Instrumented Triaxial Cell for Cyclic Loading of Clays /$cSF. Brown, G. Austin, RF. Overy.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b9
=520  3\$aThe various features of a novel triaxial cell for research work involving the consolidation and testing of clays under cyclic or static loading are described. Instrumentation is included for the accurate measurement of axial and radial deformations directly on the sample during both consolidation and subsequent cyclic loading. Stiff, sensitive systems have been designed to obtain pore pressure measurements both at the base and near the center of the test specimen. A novel load cell is built in to the loading ram for determination of deviator stress, and a pressure transducer monitors confining stress. Special fittings have been devised to provide long-term lubrication of loading platens. A servo-system permits consolidation under zero radial strain conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropic consolidation.
=650  \0$aCohesive soils.
=650  \0$aCyclic loading.
=650  \0$aDeformations.
=650  \0$aInstrumentation.
=650  \0$aPore pressures.
=650  \0$aSoil tests.
=650  \0$aTriaxial tests.
=650  \0$aRock mechanics.
=650  \0$aSoil mechanics.
=650  \0$aSoils$xTesting.
=650  14$aSoil tests.
=650  24$aTriaxial tests.
=650  24$aPore pressures.
=650  24$aAnisotropic consolidation.
=650  24$aCohesive soils.
=650  24$aDeformations.
=650  24$aInstrumentation.
=650  24$aCyclic loading.
=700  1\$aAustin, G.,$eauthor.
=700  1\$aOvery, RF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10911J.htm

=LDR  02563nab a2200637 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10912J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10912J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS596.7
=082  04$a631$223
=100  1\$aSelig, ET.,$eauthor.
=245  10$aSoil Stress Gage Calibration /$cET. Selig.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (6 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aInterpretation of field measurements of stress in soil using embedded gages requires proper calibration and a knowledge of the performance of the gages in soil. This paper describes an easy-to-construct and inexpensive fluid calibration chamber for soil stress gages. A suggested soil calibration facility is also described. Examples of calibration results are given to illustrate the type of information that can be obtained.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApparatus.
=650  \0$aContainers.
=650  \0$aEarth pressures.
=650  \0$aField investigations.
=650  \0$aInstrumentation.
=650  \0$aPressure gage.
=650  \0$aStress.
=650  \0$aTest procedures.
=650  \0$aSoil Stress.
=650  \0$astress gage.
=650  \0$acalibrations.
=650  14$aStress.
=650  24$aCalibrations.
=650  24$aApparatus.
=650  24$aContainers.
=650  24$aEarth pressures.
=650  24$aField investigations.
=650  24$aInstrumentation.
=650  24$aPressure gage.
=650  24$aStress gage.
=650  24$aTest procedures.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10912J.htm

=LDR  02563nab a2200529 i 4500
=001  GTJ10915J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10915J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10915J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA355
=082  04$a621.8/11$223
=100  1\$aAllen, DL.,$eauthor.
=245  10$aModulus and Damping of Asphaltic Concrete Using the Resonant Column /$cDL. Allen, RC. Deen.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aA program to determine Young's modulus of asphalt concrete using the resonant column is presented. The equipment is capable of longitudinal and torsional vibrations. The specimens were tested at three temperatures. A copper heating coil mounted inside the apparatus was used to control specimen temperature. The basic properties of the test material are also described. The two major problems of this particular program were the loss of coupling between the test specimen and the apparatus and the failure to effectively reduce spurious machine vibrations at high frequencies. As expected, modulus and damping were functions of temperature.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAsphaltic concrete.
=650  \0$aDamping.
=650  \0$aResonance.
=650  \0$aYoung's modulus.
=650  \0$aDamping (Mechanics)
=650  \0$aDynamics, Rigid.
=650  \0$aVibration.
=650  14$aAsphaltic concrete.
=650  24$aResonance.
=650  24$aYoung's modulus.
=650  24$aDamping.
=700  1\$aDeen, RC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10915J.htm

=LDR  02623nab a2200601 i 4500
=001  GTJ10914J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10914J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10914J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC665.E4
=082  04$a530.1/41$223
=100  1\$aSteiger, F.,$eauthor.
=245  13$aAn Experimental Investigation of the Force/Penetration Relationships of Rod Impact /$cF. Steiger.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=300  \\$a1 online resource (4 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b8
=520  3\$aIn order to obtain quantitative measurements of force, penetration, and energy delivered by rod impact, 25.4-mm-diameter steel rods of lengths of 3.66 m (12 ft), 12.19 m (40 ft), and 23.74 m (77.9 ft) were supported horizontally and struck at one end with a reproducible hammer blow. Force, penetration, and energy values were determined from the measured penetration into a standard material (Oasis floral foam). The data obtained indicate that rod length is a significant factor with respect to penetration and energy delivered.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlow count.
=650  \0$aEnergy.
=650  \0$aLength of rod.
=650  \0$aPenetration tests.
=650  \0$aPlastic foam.
=650  \0$aShear strength.
=650  \0$awave mechanics.
=650  \0$arod impact.
=650  \0$awave trap.
=650  14$aPenetration tests.
=650  24$aEnergy.
=650  24$aShear strength.
=650  24$aRod impact.
=650  24$aBlow count.
=650  24$aWave mechanics.
=650  24$aLength of rod.
=650  24$aWave trap.
=650  24$aPlastic foam.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 3, Issue 4.$dWest Conshohocken, Pa. :$bASTM International, 1980$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10914J.htm

=LDR  01912nab a2200457 i 4500
=001  GTJ10373J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10373J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10373J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=245  10$aHistory of ASTM Committee D-18.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (7 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references.
=520  3\$aA brief history of ASTM Committee D-18 on Soil and Rock for Engineering Purposes is presented. The sequence of events leading to the committee's formation, committee activities since 1936, and lists of committee officers, publications, awards, and honors are included.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHistory.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$asoil tests.
=650  14$aHistory.
=650  24$aSoil science.
=650  24$aSoil tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10373J.htm

=LDR  02242nab a2200577 i 4500
=001  GTJ10378J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10378J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10378J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS592.16
=082  04$a631.4/4/0971$223
=100  1\$aChaney, R.,$eauthor.
=245  10$aSuggested Method for Soil Specimen Remolding by Wet-Raining /$cR. Chaney, JP. Mulilis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (2 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b2
=520  3\$aA method for remolding a granular soil material by a sedimentation process is proposed. The process may produce a soil structure which approximates that produced in a natural alluvium environment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCohesionless soils.
=650  \0$aRemolded.
=650  \0$aSampling.
=650  \0$aSoil investigations.
=650  \0$aSoil samples.
=650  \0$aSoil structure.
=650  \0$asoil.
=650  \0$aSoil science.
=650  \0$aSoil Specimen.
=650  14$aRemolded.
=650  24$aSoil samples.
=650  24$aCohesionless soils.
=650  24$aSampling.
=650  24$aSoil investigations.
=650  24$aSoil structure.
=700  1\$aMulilis, JP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10378J.htm

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=001  GTJ10374J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10374J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10374J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710
=082  04$a624.1/5136$223
=100  1\$aKovacs, WD.,$eauthor.
=245  13$aAn Alternative to the Cathead and Rope for the Standard Penetration Test /$cWD. Kovacs, AH. Griffith, JC. Evans.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b18
=520  3\$aPrevious studies by the authors have found that a cathead and rope when used to perform standard penetration tests (SPT) have resulted in energies reaching the striker plate or anvil substantially less than those resulting from a complete or 100% free fall. In fact, depending on variables such as the number of turns of rope around the cathead, the rope age, cathead speed, and method of rope release, none of which have been standardized in the SPT, variations in the delivered energy have ranged from 25 to 70% of the theoretical free fall. In order to eliminate such variability in the delivered energy, a new hammer and lifting device have been investigated for potential use as an alternative to the cathead and rope for the performance of the SPT.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField tests.
=650  \0$aPenetration tests.
=650  \0$aTest procedures.
=650  \0$asoil mechanics.
=650  \0$aPenetration Test.
=650  \0$afield investigation.
=650  14$aSoil mechanics.
=650  24$aPenetration tests.
=650  24$aField tests.
=650  24$aField investigation.
=650  24$aTest procedures.
=700  1\$aGriffith, AH.,$eauthor.
=700  1\$aEvans, JC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10374J.htm

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=006  m|||||o|||||||||||
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=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10376J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10376J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.15.S25
=082  04$a553.6/22$223
=100  1\$aLade, PV.,$eauthor.
=245  10$aCubical Triaxial Apparatus for Soil Testing /$cPV. Lade.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (9 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b17
=520  3\$aThree different principal stresses can be applied in fixed directions to a cubical specimen in this apparatus. The requirements and the construction and operation principles for the cubical triaxial apparatus are presented. The loading system and the deformation measurement principles are described, and procedures for preparing sand and clay specimens are presented. The advantages and limitations of the cubical triaxial apparatus are discussed. The apparatus is relatively inexpensive to build, and it fulfills all basic requirements for high quality soil testing in three dimensions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClays.
=650  \0$aLaboratory tests.
=650  \0$aPore water pressures.
=650  \0$aSands.
=650  \0$aShear strength.
=650  \0$aSoil mechanics.
=650  \0$aStress-strain curves.
=650  \0$asand.
=650  \0$aSoil Testing.
=650  \0$atriaxial tests.
=650  14$aClays.
=650  24$aLaboratory tests.
=650  24$aPore water pressures.
=650  24$aSands.
=650  24$aShear strength.
=650  24$aSoil mechanics.
=650  24$aStress-strain curves.
=650  24$aTriaxial tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10376J.htm

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=008  161219s1978\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ10377J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10377J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN942
=082  04$a553.6/109758$223
=100  1\$aPoulos, HG.,$eauthor.
=245  10$aNormalized Deformation Parameters for Kaolin /$cHG. Poulos.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (5 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b3
=520  3\$aThis paper presents the results of a series of tests in which undrained and drained strength and deformation parameters are normalized with respect to initial vertical effective strain and related to overconsolidation ratio. The validity of the normalization procedure is demonstrated by the agreement between normalized parameters derived from tests performed at different consolidation stresses.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aSettlement.
=650  \0$aShear strength.
=650  \0$aSoil mechanics.
=650  \0$aTriaxial tests.
=650  \0$aKaolin.
=650  \0$aDeformation.
=650  \0$aKaolinindustry.
=650  14$aDeformation.
=650  24$aSettlement.
=650  24$aShear strength.
=650  24$aSoil mechanics.
=650  24$aTriaxial tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10377J.htm

=LDR  03030nab a2200601 i 4500
=001  GTJ10375J
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=024  7\$a10.1520/GTJ10375J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ10375J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.78
=082  04$a620.43$223
=100  1\$aAnsell, P.,$eauthor.
=245  12$aA Cyclic Simple Shear Apparatus for Dry Granular Materials /$cP. Ansell, SF. Brown.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1978.
=300  \\$a1 online resource (11 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b22
=520  3\$aThe development of a simple shear apparatus for cyclic loading of dry granular material is described. Full details of the equipment are given together with information on its performance. The motivation for this work was provided by the need to determine the response of granular material in roads and railroads to the modes of cyclic loading imposed by moving traffic. The equipment is relatively simple and is operated by pneumatic rams. Stress conditions on the central third of a rectangular specimen are measured by load cells attached to the loading platens. The top platen is split into three parts to allow differential dilation of the specimen to occur when failure conditions are approached near the ends. Thus, uniform stress conditions are maintained over the central third. Both one directional and reversed shear tests can be performed at frequencies up to about 0.5 Hz on specimens 210 by 140 by 30 mm.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aHighway loads.
=650  \0$aMoving loads.
=650  \0$aRailroads.
=650  \0$aShear stress.
=650  \0$aStress analysis.
=650  \0$aGranular Materials.
=650  \0$aShear Apparatus.
=650  \0$adirect shear tests.
=650  14$aShear apparatus.
=650  24$aDirect shear tests.
=650  24$aShear stress.
=650  24$aStress analysis.
=650  24$aHighway loads.
=650  24$aMoving loads.
=650  24$aAggregates.
=650  24$aRailroads.
=700  1\$aBrown, SF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1978$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ10375J.htm

=LDR  03240nab a2200625 i 4500
=001  GTJ12649
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12649$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12649$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA780
=082  04$a624.154$223
=100  1\$aUeng, T-S,$eauthor.
=245  12$aA Large Biaxial Shear Box for Shaking Table Test on Saturated Sand /$cT-S Ueng, M-H Wang, M-H Chen, C-H Chen, L-H Peng.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (8 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b12
=520  3\$aA large flexible laminar shear box was developed for the study of the behavior of saturated sand, especially liquefaction, and soil-structure interactions under two-dimensional earthquake shaking on a shaking table at the National Center for Research on Earthquake Engineering (NCREE) in Taiwan. The shear box is composed of 15 layers of aluminum alloy inner and outer frames with a specimen size of 1880 by 1880 by 1520 mm. The soil at various depths inside the shear box can move, without torsion, according to the two-dimensional wave action induced by the shaking table. The sand specimen inside the shear box is prepared by the wet sedimentation method from a large pluviation device. Instruments are installed to measure the displacements, accelerations, and water pressures at various locations. Shaking table tests of the laminar shear box with and without a sand specimen were conducted. The test results showed that the performance of the biaxial laminar box and the instrumentation are satisfactory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarthquake.
=650  \0$aLaminar box.
=650  \0$aSand.
=650  \0$aShaking table.
=650  \0$aSpecimen preparation.
=650  \0$aTwo-dimensional shaking.
=650  \0$aliquefaction.
=650  \0$aSoil liquefaction.
=650  \0$asoil model preparation.
=650  14$aEarthquake.
=650  24$aShaking table.
=650  24$aLaminar box.
=650  24$aTwo-dimensional shaking.
=650  24$aLiquefaction.
=650  24$aSand.
=650  24$aSpecimen preparation.
=700  1\$aWang, M-H,$eauthor.
=700  1\$aChen, M-H,$eauthor.
=700  1\$aChen, C-H,$eauthor.
=700  1\$aPeng, L-H,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12649.htm

=LDR  03170nab a2200553 i 4500
=001  GTJ12306
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ12306$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ12306$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.5
=082  04$a625.7/32$223
=100  1\$aAmpadu, SIK,$eauthor.
=245  14$aThe Dynamic Cone Penetrometer in Compaction Verification on a Model Road Pavement /$cSIK Ampadu, TD. Arthur.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (10 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b25
=520  3\$aCompaction verification studies were conducted on a model site during a road construction project. Three compaction plants of different capacities were used on model pavements constructed using loose lifts of lateritic gravel measuring 120, 170, and 220-mm thick. After every two passes of the roller the dynamic cone penetrometer (DCP) test was conducted on the compacted layer alongside the sand replacement test to determine the level of compaction. A correlation was made between the sand replacement and the DCP tests resulting in a calibration equation of the general form log(LC) = ? - ? log(DPI) between the DCP penetration rate, DPI, and the level of compaction (LC) achieved as measured by the sand replacement method. ? and ? were found to be 2.184 and 0.337, respectively. The level of compaction values was back-calculated across the depth of the pavement using the DPIs. These values indicated that the sand replacement method gives the average degree of compaction over the depth tested whereas the DCP test allows the detection of low-level compaction pockets deeper within the layer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompaction.
=650  \0$aDynamic cone penetrometer.
=650  \0$aLevel of compaction.
=650  \0$aPenetration rate.
=650  \0$aSand replacement test.
=650  \0$aPenetrometers.
=650  \0$aSoil penetration test.
=650  \0$aSoils$xTesting.
=650  14$aCompaction.
=650  24$aDynamic cone penetrometer.
=650  24$aSand replacement test.
=650  24$aLevel of compaction.
=650  24$aPenetration rate.
=700  1\$aArthur, TD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.$tGeotechnical Testing Journal.
=710  2\$aAmerican Society for Testing and Materials.
=773  0\$tGeotechnical Testing Journal.$gVolume 29, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2006$x1945-7545$yGTJODJ
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/GEOTECH/PAGES/GTJ12306.htm

=LDR  03528nab a2200565 i 4500
=001  GTJ11955
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2006\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/GTJ11955$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aGTJ11955$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD888.M4
=082  04$a338.4/367173$223
=100  1\$aRodri?guez, R.,$eauthor.
=245  10$aApparatus for Evaluation of Hydromechanical Behavior of Porous Media Subjected to Environmental Changes /$cR. Rodri?guez, L. Candela, A. Lloret.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2006.
=300  \\$a1 online resource (12 pages) :$billustrations, figures, tables.
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b30
=520  3\$aAn apparatus for performing tests under different environme