=LDR  03762nab  2200553 i 4500
=001  CCA10020J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10020J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10020J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aVan Geem, MG.,$eauthor.
=245  10$aThermal Properties of Commercially Available High-Strength Concretes /$cMG Van Geem, J Gajda, K Dombrowski.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$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$b8
=520  3\$aThis paper summarizes the thermal properties of commercially available high-strength concretes. Five concretes with anticipated compressive strengths in the range of 10 000 to 20 000 psi (69 to 138 MPa) were tested. W/C ratios ranged from 0.26 to 0.43; water-to-total cementitious material ratios ranged from 0.22 to 0.32. The concretes, containing either no mineral admixtures, silica fume only, or both fly ash and silica fume, were delivered by a ready-mix supplier for laboratory testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrying rate.
=650  \0$aElevated temperatures.
=650  \0$aHigh-strength concrete.
=650  \0$aMass loss.
=650  \0$aPortland cement.
=650  \0$aSpecific heat.
=650  \0$aThermal conductivity.
=650  \0$aThermal diffusivity.
=650  \0$aThermal properties.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  14$aDrying rate.
=650  24$aElevated temperatures.
=650  24$aHigh-strength concrete.
=650  24$aMass loss.
=650  24$aPortland cement.
=650  24$aSpecific heat.
=650  24$aThermal conductivity.
=650  24$aThermal diffusivity.
=650  24$aThermal properties.
=700  1\$aGajda, J.,$eauthor.
=700  1\$aDombrowski, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10020J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10024J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10024J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10024J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHD9622.N92
=082  04$a337.2768$223
=100  1\$aMayfield, LL.,$eauthor.
=245  10$aLimestone Additions to Portland Cement—An Old Controversy Revisited /$cLL Mayfield.
=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$b15
=520  3\$aA current proposal in ASTM Committee C-1 on Cement would allow up to 5% limestone to be interground with clinker into portland cement under the provisions of ASTM Specification for Portland Cement (C 150), the basic standard covering portland cement. This important and far-reaching proposal would change the definition of portland cement and has resulted in considerable controversy within the Committee. There are strong arguments on both sides of the question. The proponents claim a significant savings of energy during production without a degradation in quality and even cite improvements in some cement and concrete characteristics. The opponents charge that limestone acts merely as an adulterant, that strengths are reduced, and that the proposal should be abandoned on ethical grounds.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAncient cements.
=650  \0$aCarbonate additions.
=650  \0$aCement specifications.
=650  \0$aCement plants$xEconomic aspects$zNorth Dakota.
=650  \0$aLimestone mines and mineral resources$zNorth Dakota.
=650  \0$aMineral industries$xEconomic aspects$zNorth Dakota.
=650  \0$aPortland cement.
=650  14$aCarbonate additions.
=650  24$aPortland cement.
=650  24$aCement specifications.
=650  24$aAncient cements.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10024J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10025J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10025J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10025J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA445
=082  04$a620.135$223
=100  1\$aAlexander, MG.,$eauthor.
=245  10$aUse of Ultrasonic Pulse Velocity for Fracture Testing of Cemented Materials /$cMG Alexander.
=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$b16
=520  3\$aThe paper describes the use of the ultrasonic pulse velocity technique to measure two important features of fracture in notched concrete beams: the extent of the zone of microcracking that develops ahead of the notch or crack, and the depth of the main (or stress-free) crack. Beams of 100 mm in width and ranging from 100 to 500 mm in depth were tested, and ultrasonic pulses were transmitted longitudinally through the beams at various elevations. Ultrasonic readings taken at elevations above or below the visible crack tip were found to be sensitive to the development of the microcracked zone or to main crack growth, respectively. Based on pulse transit time measurements, the average depth of the microcracked zone was about 44% of the residual beam depth, taking all the beam sizes together. Crack depths estimated from pulse transit times were found to agree with visible crack depths to less than 10% on average.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aCracking.
=650  \0$aFracture.
=650  \0$aMicrocracking.
=650  \0$aUltrasonic testing.
=650  \0$aFiber-reinforced concrete$xFracture.
=650  \0$aCement composites$xService life.
=650  \0$aCement composites$xFracture.
=650  \0$aConcrete$xTesting.
=650  14$aConcrete.
=650  24$aUltrasonic testing.
=650  24$aMicrocracking.
=650  24$aCracking.
=650  24$aFracture.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10025J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10026J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10026J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10026J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/366$223
=100  1\$aNajjar, WS.,$eauthor.
=245  10$aModification of the X-Radiography Technique to Include a Contrast Agent for Identifying and Studying Microcracking in Concrete /$cWS Najjar, KC Hover.
=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$b21
=520  3\$aThe utility of X-radiography for the study of microcracking in concrete is significantly enhanced by impregnating cracks and voids with a lead-nitrate contrast agent. When an X-ray flux is passed through a polished concrete specimen, X-rays are readily attenuated by the contrast agent in the cracks, which produces a sharp tonal contrast in the resulting radiograph between cracks and surrounding concrete. Radiographs obtained using this technique are compared with more conventional X-ray images of the same specimens. This method is similar in concept to neutron radiography, in which a neutron-attenuating contrast agent is used for enhancing crack images.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete (materials)
=650  \0$aContrast agent.
=650  \0$aMicrocracking (cracking, fracturing)
=650  \0$aTesting.
=650  \0$aX-radiography.
=650  \0$aConcrete $xCracking.
=650  \0$aConcrete.
=650  14$aConcrete (materials)
=650  24$aContrast agent.
=650  24$aMicrocracking (cracking, fracturing)
=650  24$aTesting.
=650  24$aX-radiography.
=700  1\$aHover, KC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10026J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10027J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10027J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10027J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a624.1/834$223
=100  1\$aSadegzadeh, M.,$eauthor.
=245  10$aAbrasion Resistance of Surface-Treated Concrete /$cM Sadegzadeh, RJ Kettle.
=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$b16
=520  3\$aThis paper describes a laboratory study of surface treatments on the abrasion resistance of concrete. A test method based on rotating steel wheels running in a circular path was adopted to assess the abrasion resistance. The reported data are from a series of tests performed on relatively large slabs so that power trowelling and finishing could be used to produce the test surfaces. These slabs were used to assess the effects of various treatments on abrasion resistance, including both liquid surface treatments and dry shake surface treatments.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aDry shake surface treatments.
=650  \0$aLiquid surface treatments.
=650  \0$aHigh strength concrete$xAbrasion resistance$xTesting.
=650  \0$aConcrete bridges$xFloors.
=650  \0$aPrecast concrete construction.
=650  \0$aHigh performance concrete.
=650  \0$aAbrasion resistance.
=650  14$aAbrasion resistance.
=650  24$aConcrete.
=650  24$aLiquid surface treatments.
=650  24$aDry shake surface treatments.
=700  1\$aKettle, RJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10027J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10028J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10028J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10028J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7$223
=100  1\$aHover, KC.,$eauthor.
=245  10$aAnalytical Investigation of the Influence of Air Bubble Size on the Determination of the Air Content of Freshly Mixed Concrete /$cKC Hover.
=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$b12
=520  3\$aIt has been qualitatively suggested that the pressure method for the determination of air content in freshly mixed concrete can be in error when a portion of the entrained air bubbles becomes relatively incompressible due to the increase in internal bubble pressure which accompanies a reduction in bubble diameter. This has been used to explain the observed discrepancy between air meter readings and the air volume reported by microscopic analysis. This paper reports the results of an analytical investigation of the bubble-size effect, in which it is seen that it is unlikely that a sufficient volume of bubbles with the required diameter are present so as to cause the observed discrepancy. In order to demonstrate a significant influence of bubble size on the accuracy of the air meter, one must resort to values for the surface tension of the bubble film which are unjustified. The characteristics of various meters are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir content.
=650  \0$aConcrete.
=650  \0$aEntrained air.
=650  \0$aFreeze-thaw durability.
=650  \0$aFrost resistance.
=650  \0$aSpecifications.
=650  \0$aTesting.
=650  \0$aAir-entrained concrete.
=650  \0$aConcrete$xAir content.
=650  14$aAir bubble size.
=650  24$aAir content.
=650  24$aConcrete.
=650  24$aEntrained air.
=650  24$aFrost resistance.
=650  24$aFreeze-thaw durability.
=650  24$aSpecifications.
=650  24$aTesting.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10028J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10029J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10029J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10029J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a624.1/834$223
=100  1\$aRodway, LE.,$eauthor.
=245  10$aEffect of Air-Entraining Agent on Air-Void Parameters of Low- and High-Calcium Fly Ash Concretes /$cLE Rodway.
=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$b7
=520  3\$aFive fly ashes with widely varying lime contents from three countries were used for 25% of the cement by mass in identical concrete mixes, including the same quantity of air-entraining agent in each case. The hardened concrete resulted in a satisfactory air-void system in terms of freezing-thawing resistance, regardless of the lime content of fly ash.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir voids.
=650  \0$aAir-entraining admixtures.
=650  \0$aConcrete durability.
=650  \0$aFreezing-thawing.
=650  \0$aLime content.
=650  \0$aAir-entrained concrete$xEffect of temperature on$xTesting.
=650  \0$aFly ash.
=650  \0$aAir-entrained concrete.
=650  14$aFly ash.
=650  24$aLime content.
=650  24$aAir voids.
=650  24$aConcrete durability.
=650  24$aFreezing-thawing.
=650  24$aAir-entraining admixtures.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10029J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10030J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10030J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10030J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.94$223
=100  1\$aPopovics, S.,$eauthor.
=245  10$aTest Methods for Rapid-Hardening Magnesium Phosphate-Based Cements /$cS Popovics, N Rajendran.
=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$b2
=520  3\$aThis paper describes several different test methods that were used for rapid-hardening cements. The term “rapid-hardening cement” is defined in this paper as a hydraulic binder that can develop at least 2000-psi (15-MPa) compressive strength within 2 h under normal conditions. Due to the special nature of these cements, it is questionable whether the conventional methods are suitable for testing them. The quickness of setting and the very rapid strength development may cause a need for special testing procedures. Furthermore, unlike the standard portland cements, these materials come as a mixture of sand and cement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbsorption.
=650  \0$aBond.
=650  \0$aCompressive strength.
=650  \0$aFlexural strength.
=650  \0$aFlow.
=650  \0$aLength change.
=650  \0$aMagnesium phosphate-based cement.
=650  \0$aMixing.
=650  \0$aMortar.
=650  \0$aRapid-hardening cement.
=650  \0$aRepair.
=650  \0$aSetting time.
=650  \0$aSpecific gravity.
=650  \0$aX-ray diffraction.
=650  \0$aConcrete hardening.
=650  \0$aCement.
=650  14$aRapid-hardening cement.
=650  24$aMagnesium phosphate-based cement.
=650  24$aAbsorption.
=650  24$aBond.
=650  24$aCement.
=650  24$aCompressive strength.
=650  24$aFlexural strength.
=650  24$aFlow.
=650  24$aLength change.
=650  24$aMixing.
=650  24$aMortar.
=650  24$aRepair.
=650  24$aSetting time.
=650  24$aSpecific gravity.
=650  24$aX-ray diffraction.
=700  1\$aRajendran, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10030J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10031J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10031J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10031J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE275
=082  04$a625.8/5$223
=100  1\$aButler, WB.,$eauthor.
=245  10$aEconomical Binder Proportioning with Cement-Replacement Materials /$cWB Butler.
=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.
=520  3\$aA method is presented for establishing the most economical binder proportions over an appropriate range of strengths based upon a matrix of trial mixes in which the amounts of cement and other binder component are varied.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aFly ash.
=650  \0$aGround granulated blast furnace slag (ggbfs)
=650  \0$aMix design.
=650  \0$aSilica fume.
=650  \0$aAsphalt cement.
=650  \0$aBinder content.
=650  14$aConcrete.
=650  24$aMix design.
=650  24$aFly ash.
=650  24$aSilica fume.
=650  24$aGround granulated blast furnace slag (ggbfs)
=650  24$aCompressive strength.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10031J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10032J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10032J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.1/36$223
=100  1\$aBuck, AD.,$eauthor.
=245  10$aEvaluation of the Frost Resistance of Concrete Using Critical Dilation /$cAD Buck.
=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$b2
=520  3\$aA new definition of critical dilation is proposed for use in ASTM Test Method for Critical Dilation of Concrete Specimens Subjected to Freezing (C 671). Using this new definition, only a single cycle of freezing is needed to determine whether or not a specimen is frost resistant.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCritical dilation.
=650  \0$aDilation testing.
=650  \0$aFrost resistance.
=650  \0$aFrost resistant concrete.
=650  \0$aPortland cement$xTesting.
=650  \0$aFreezing and thawing.
=650  14$aDilation testing.
=650  24$aCritical dilation.
=650  24$aFrost resistance.
=650  24$aFreezing and thawing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10032J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10037J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10037J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10037J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893/028$223
=100  1\$aDouglas, E.,$eauthor.
=245  10$aCementitious Properties of Nonferrous Slags from Canadian Sources /$cE Douglas, VM Malhotra, JJ Emery.
=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$b17
=520  3\$aThis report presents data on the characterization of nine Canadian nonferrous slags. The characterization includes the determination of grinding energy, fineness, chemical composition, estimates of glass content, pozzolanic activity, and strength development. Grinding the slags to 4000 cm2/g seems to be economically feasible. The chemical analysis indicates that calcium oxide contents for all samples are low with the exception of a lead slag. It is concluded that for research purposes, glass content should be measured with a scanning electron microscope image analyzer. Slag activity should be estimated using the ASTM Specification for Ground Iron Blast-Furnace Slag for Use in Concrete and Mortars (C 989) test. The 28-day index indicates a direct relationship between strength and glass content when determined at 23°C in specimens cured in the moist room. Tests carried out at 38°C fail to confirm that strength development is directly related to vitrification.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCementitious properties.
=650  \0$aChemical composition.
=650  \0$aNonferrous slags.
=650  \0$aPortland cement replacement.
=650  \0$aPortland cements.
=650  \0$aPozzolanic activity.
=650  \0$aSlags.
=650  \0$aConcrete$xAdditives$xCongresses.
=650  \0$aFly ash$xCongresses.
=650  \0$aSilica fume$xCongresses.
=650  \0$aSlag$xCongresses.
=650  14$aSlags.
=650  24$aPortland cements.
=650  24$aChemical composition.
=650  24$aNonferrous slags.
=650  24$aCementitious properties.
=650  24$aPozzolanic activity.
=650  24$aPortland cement replacement.
=700  1\$aMalhotra, VM.,$eauthor.
=700  1\$aEmery, JJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10037J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10038J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10038J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE200
=082  04$a625.8/4$223
=100  1\$aFattuhi, NI.,$eauthor.
=245  10$aInfluence of Air Temperature on the Setting of Concrete Containing Set Retarding Admixtures /$cNI Fattuhi.
=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$b8
=520  3\$aConcrete mixes containing set retarding (R) or water reducing and set retarding (WRR) admixtures of different compositions were prepared and then tested by the Proctor penetrometer apparatus to determine the penetration resistance-time relationships. The initial temperature of the different mortar mixes after sieving was 22 ± 1°C. The influence of admixture composition and air temperature (30, 40, and 50°C) on the initial and final times of setting for the different concretes were examined. Admixture dosages used were within the limits recommended by the manufacturers. The results showed that the longest retardation in the times of setting was that achieved by using a phosphate based admixture, followed by that based on lignosulfonate. However, the retardation influence was reduced with an increase in temperature. Linear and nonlinear relationships were found between air temperature and initial and final times of setting for the reference and admixture concretes, respectively.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixtures.
=650  \0$aAir temperature.
=650  \0$aConcretes.
=650  \0$aPenetration tests.
=650  \0$aSet retarding admixtures.
=650  \0$aTimes of setting.
=650  \0$aWater reducing and set retarding admixtures.
=650  \0$aPortland cement concrete.
=650  \0$aSetting (Concrete)
=650  \0$aConcrete$xAdditives$xTesting.
=650  14$aConcretes.
=650  24$aPenetration tests.
=650  24$aAdmixtures.
=650  24$aSet retarding admixtures.
=650  24$aWater reducing and set retarding admixtures.
=650  24$aTimes of setting.
=650  24$aAir temperature.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10038J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10039J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10039J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA683.2
=082  04$a620.1/37$223
=100  1\$aLee, D-Y,$eauthor.
=245  10$aFatigue Behavior of Superplasticized Concrete /$cD-Y Lee, JJF Yang, FW Klaiber.
=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$b13
=520  3\$aAlthough many studies have been conducted on the physical properties of superplasticized concrete, very little research has been reported on the fatigue properties of superplasticized concrete. The purpose of this study was to determine the fatigue properties of concretes with superplasticizers and compare these properties with those of concrete without superplasticizers.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFatigue strength at N cycles.
=650  \0$aPlain concrete.
=650  \0$aSuperplasticizers.
=650  \0$aAir entraining agent.
=650  \0$aWater cement ratio.
=650  \0$aReinforced concrete$xPlastic properties.
=650  14$aFatigue strength at N cycles.
=650  24$aWater cement ratio.
=650  24$aAir entraining agent.
=650  24$aSuperplasticizers.
=650  24$aPlain concrete.
=700  1\$aYang, JJF,$eauthor.
=700  1\$aKlaiber, FW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10039J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10040J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10040J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE716.V8
=082  04$a666.893$223
=100  1\$aOzyildirim, C.,$eauthor.
=245  10$aNeoprene Pads for Capping Concrete Cylinders /$cC Ozyildirim.
=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$b7
=520  3\$aThis study investigated the feasibility of using neoprene pads confined by steel end caps instead of sulfur-mortar caps in compressive strength tests on 150- by 300-mm (6- by 12-in.) concrete cylinders. The 13-mm (½-in.) thick neoprene pads had a 50 durometer hardness and were cut to fit in the end caps, which had an inside diameter of 159 mm (6¼ in.) with a tolerance of +0 and −2 mm (−1/16 in.). Compressive strength data were obtained from 438 pairs of cylinders prepared in the field from commercial batches of concrete. One cylinder of each pair was tested with neoprene pads and the other with sulfur-mortar caps. Although the results indicate statistically significant differences in the values obtained by the two capping methods, the differences are considered negligible from a practical standpoint. A linear regression analysis indicated a good correlation between the two methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChloroprene resins.
=650  \0$aHydraulic cements.
=650  \0$aNeoprene pads.
=650  \0$aSteel end cap.
=650  \0$aSulfur-mortar cap.
=650  \0$aHydraulic cement concrete.
=650  \0$aConcrete$xTesting.
=650  \0$aCompressive strength.
=650  \0$aMix design.
=650  14$aHydraulic cements.
=650  24$aCompressive strength.
=650  24$aChloroprene resins.
=650  24$aHydraulic cement concrete.
=650  24$aSulfur-mortar cap.
=650  24$aNeoprene pads.
=650  24$aSteel end cap.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10040J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10041J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10041J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA7
=082  04$a620$223
=100  1\$aEasa, SM.,$eauthor.
=245  10$aTrade-Off of Gradation and Cost Requirements in Aggregate Blending /$cSM Easa.
=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$b11
=520  3\$aExisting aggregate blending methods can be used to provide the optimum proportions based on either gradation or cost requirements. The purpose of this paper is to present an analytical method that allows a trade-off between gradation and cost requirements in determining the optimum proportions. Only three aggregates are considered, but the method can be extended to any number of aggregates. The method provides the entire feasible region of proportions that satisfies the gradation specification limits along with the mean deviation and cost of every point in that region. The mean deviation can be based on mid-point specifications or the maximum density gradation curve. The optimum proportions for the minimum mean deviation, minimum cost, or a trade-off between the two are determined. The method was applied to two examples of aggregate blending. The first example illustrates the trade-off analysis of gradation and cost requirements, and the second example illustrates a special advantage of the method. In addition to considering both gradation and cost requirements, the method has other advantages. Unlike existing methods, this method automatically eliminates negative solutions and can handle any type of the cost function of aggregates.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aBlending.
=650  \0$aCost.
=650  \0$aGradations.
=650  \0$aMean deviation.
=650  \0$aOptimum proportions.
=650  \0$aSpecifications.
=650  \0$aTrade-off.
=650  14$aAggregates.
=650  24$aBlending.
=650  24$aGradations.
=650  24$aMean deviation.
=650  24$aCost.
=650  24$aTrade-off.
=650  24$aOptimum proportions.
=650  24$aSpecifications.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10041J.htm

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=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10042J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10042J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG335
=082  04$a624.2$223
=100  1\$aPielert, JH.,$eauthor.
=245  10$aApplication of CCRL Data in the Formulation of Precision Estimates for Selected Cement Standards /$cJH Pielert, JW Haverfield, PA Spellerberg.
=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$b11
=520  3\$aTest precision statements are frequently used in evaluating the quality of test results used to judge the acceptibility of materials. This paper provides an overview of the activities of the Materials Reference Laboratories at the National Bureau of Standards and demonstrates how data from the reference sample programs can be analyzed to formulate precision estimates that can then be used to develop precision statements for ASTM test methods. Precision estimates derived from the analysis of CCRL portland, blended, and masonry reference sample data are presented for selected cement tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCements.
=650  \0$aConstruction materials.
=650  \0$aPrecision.
=650  \0$aStandards.
=650  \0$aConcrete bridges$xDesign and construction$xJuvenile literature.
=650  \0$aCement$xJuvenile literature.
=650  \0$aBridges$xDesign and construction.
=650  \0$aBuilding materials.
=650  \0$aCement.
=650  \0$aConcrete bridges$xDesign and construction.
=650  14$aStandards.
=650  24$aPrecision.
=650  24$aCements.
=650  24$aConstruction materials.
=700  1\$aHaverfield, JW.,$eauthor.
=700  1\$aSpellerberg, PA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10042J.htm

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=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10043J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10043J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/08s$223
=100  1\$aRodway, LE.,$eauthor.
=245  10$aDurability of Concrete /$cLE Rodway.
=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$b16
=520  3\$aThe durability of concrete is obviously a complex topic. This paper deals with an overview in four parts: The first part consists of durability as affected by more than 200 individual separate items involved in its constituent materials; the effect of practical matters in preparing and handling concrete aggregates; cement storage and handling and construction techniques; the physical properties of the hardened concrete; nature of exposure of the concrete; and finally the types of loading to which concrete is exposed. Second, examples of durability of nonstructural exposed concrete are given in terms of resistance to freeze-thaw forces in relation to air-void characteristics of normal concrete. Third, an example of nondurable, load bearing structural concrete is illustrated along with the causes of distress and method of repair. Finally, a recent example of a high strength structural concrete bridge deck containing a superplasticizer is presented in terms of its durability characteristics. Detailed data on each of these four classifications has been referenced to facilitate a more in-depth study by those parties who may have an interest in one or more of those topics.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aAir voids.
=650  \0$aConstruction practices.
=650  \0$aCorrosion.
=650  \0$aCovers.
=650  \0$aDurability.
=650  \0$aElectrolytic action.
=650  \0$aEntrained air.
=650  \0$aFinishing.
=650  \0$aLoading.
=650  \0$aMix design.
=650  \0$aScaling.
=650  \0$aSpalling.
=650  \0$aSuperplasticizer.
=650  \0$aCement treated soils.
=650  \0$aFreeze thaw durability.
=650  \0$aConcrete.
=650  \0$aConcrete durability.
=650  14$aAggregates.
=650  24$aCorrosion.
=650  24$aCovers.
=650  24$aDurability.
=650  24$aFinishing.
=650  24$aLoading.
=650  24$aScaling.
=650  24$aSpalling.
=650  24$aConcrete durability.
=650  24$aAir voids.
=650  24$aConstruction practices.
=650  24$aElectrolytic action.
=650  24$aEntrained air.
=650  24$aMix design.
=650  24$aSuperplasticizer.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10043J.htm

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=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10044J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10044J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aPopovics, S.,$eauthor.
=245  10$aImproved Utilization of Fly Ash in Concrete Through a Chloride-Free Accelerator /$cS Popovics.
=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$b2
=520  3\$aThe strength accelerating effect of a chloride-free admixture is investigated with two types of commercially available portland cements, each with two different fly ashes. The accelerator is a water-soluble organic material belonging to the carboxylic acid group. The results show that considerable strength increases are produced by the use of this accelerator. For instance, specimens in which 25 and 30% of the portland cement was substituted by fly ash reached or approached the 28-day strength of the control specimens without fly ash but at the same water-cement ratio.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerator.
=650  \0$aAdmixtures.
=650  \0$aChloride free.
=650  \0$aCompressive strength.
=650  \0$aMortar.
=650  \0$aPaste.
=650  \0$aPortland cements.
=650  \0$aPortland cement concrete.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aFly ash.
=650  \0$aConcrete tests.
=650  14$aAdmixtures.
=650  24$aCompressive strength.
=650  24$aFly ash.
=650  24$aPortland cements.
=650  24$aAccelerator.
=650  24$aChloride free.
=650  24$aMortar.
=650  24$aPaste.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10044J.htm

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=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10045J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10045J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA443.A7
=082  04$a625.85$223
=100  1\$aBarry Butler, W.,$eauthor.
=245  10$aDiscussion of “Optimizing the Amount of Class C Fly Ash in Concrete Mixtures” by R. M. Majko and M. F. Pistilli /$cW Barry Butler.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$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$aAir-void parameters.
=650  \0$aConcretes.
=650  \0$aDurability.
=650  \0$aFly ash (Class C)
=650  \0$aOptimal replacement.
=650  \0$aSetting time.
=650  \0$aAsphalt concrete$vHandbooks, manuals, etc.
=650  \0$aMixtures$xDesign$vHandbooks, manuals, etc.
=650  \0$aPavements, Asphalt concrete$xMaterials$vHandbooks, manuals, etc.
=650  \0$aWarm mix paving mixtures.
=650  \0$aMix design.
=650  \0$aFly ash.
=650  14$aConcretes.
=650  24$aDurability.
=650  24$aFly ash (Class C)
=650  24$aSetting time.
=650  24$aOptimal replacement.
=650  24$aAir-void parameters.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10045J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10048J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10048J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10048J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aStone, WC.,$eauthor.
=245  12$aA New Statistical Method for Prediction of Concrete Strength from In-Place Tests /$cWC Stone, CP Reeve.
=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$b14
=520  3\$aA method is presented for determining the functional relationship (correlation curve) between an in-place parameter and the compressive strength of concrete, based on laboratory-conducted tests. The method accounts for the error in both X (in-place) and Y (compressive strength). A statistical procedure is developed for predicting the characteristic strength of concrete in the field, which accounts for the variability of the field-conducted in-place tests, the difference between the coefficients of variation associated with the in-place parameter and the compressive strength, and the error in the laboratory-derived correlation curve. It is concluded that a normal or lognormal distribution can be assumed for the compressive and in-place strength of concrete when fitting the correlation curve, but for prediction of the characteristic strength in the field the lognormal assumption is necessary unless the associated coefficient of variation is less than 15%.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCharacteristic strength.
=650  \0$aCompressive strength.
=650  \0$aConcretes.
=650  \0$aConstruction.
=650  \0$aCorrelation curve.
=650  \0$aStrength prediction.
=650  \0$aConcrete construction.
=650  \0$aHigh strength concrete.
=650  \0$aStatistical analysis.
=650  \0$aData processing.
=650  14$aCompressive strength.
=650  24$aConstruction.
=650  24$aStatistical analysis.
=650  24$aData processing.
=650  24$aConcretes.
=650  24$aCharacteristic strength.
=650  24$aCorrelation curve.
=650  24$aIn-place strength.
=650  24$aStrength prediction.
=700  1\$aReeve, CP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10048J.htm

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=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10049J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10049J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/366$223
=100  1\$aRogers, CA.,$eauthor.
=245  10$aEvaluation of the Potential for Expansion and Cracking of Concrete Caused by the Alkali-Carbonate Reaction /$cCA Rogers.
=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$b26
=520  3\$aAlkali-carbonate reactive rock was inadvertently used in the Cornwall and Ottawa areas of Ontario between 1978 and 1982. The excessive expansion and cracking caused by this reaction resulted in the need to replace concrete within three years of construction. This reaction of dolomitic limestone with the alkalies from cement is well known in the Midland-Kingston areas of Ontario. It had not been expected in the Cornwall and Ottawa areas. In an effort to prevent further occurrences of this reaction, 17 quarries in the Gull River Formation were studied. Aggregate durability tests, chemical analysis, and concrete prism expansion tests were conducted on 26 bulk aggregate samples. Concrete prism expansion tests were conducted at alkali contents of 1.25 and 3.0% sodium oxide (Na2O) equivalent. Results showed that the current Canadian Standards Association specifications are inadequate for recognizing some alkali-carbonate reactive aggregates. This was due to the occurrence of delayed expansive aggregate. It is recommended that the concrete prism expansion test be conducted using cement with an alkali content of 1.25% Na2O. Those aggregates that exceed 0.025% expansion at one year should not be used in highway structures exposed to deicing salt. A rapid chemical screening test is proposed. The determination of the calcium oxide to magnesium oxide (CaO:MgO) ratio and alumina content or insoluble residue can be used to screen potentially alkali-carbonate expansive rocks from those that are nonexpansive.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkalies.
=650  \0$aConcretes.
=650  \0$aDolomite (mineral)
=650  \0$aLimestone.
=650  \0$aTests.
=650  \0$aConcrete $xCracking.
=650  \0$aPortland cement.
=650  \0$aAggregates.
=650  \0$aCracking.
=650  \0$aAlkali-carbonate reaction.
=650  14$aAggregates.
=650  24$aDolomite (mineral)
=650  24$aLimestone.
=650  24$aConcretes.
=650  24$aPortland cement.
=650  24$aAlkali-carbonate reaction.
=650  24$aTests.
=650  24$aAlkalies.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10049J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10050J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10050J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10050J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA445
=082  04$a620.135$223
=100  1\$aJohn, R.,$eauthor.
=245  10$aFracture of Concrete Subjected to Impact Loading /$cR John, SP Shah.
=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$b42
=520  3\$aTo evaluate the response of concrete structures subjected to impact or impulsive loading, it is essential to know how cracks propagate under such dynamic loading conditions. Single-edge notched beams were subjected to varying rates of loading to establish the stress intensity factor K1 versus crack velocity V relationship for mortar and concrete. Impact tests were performed using a modified instrumented Charpy test system. During loading, the rate of crack growth was obtained using special brittle Krak gages.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aCrack velocity.
=650  \0$aFracture mechanics.
=650  \0$aImpact tests.
=650  \0$aInstrumented testing.
=650  \0$aMortars.
=650  \0$aStrainrate effects.
=650  \0$aFracture- concrete.
=650  \0$aCrack propagation.
=650  14$aConcretes.
=650  24$aCrack propagation.
=650  24$aFracture mechanics.
=650  24$aCrack velocity.
=650  24$aImpact tests.
=650  24$aInstrumented testing.
=650  24$aK1-V curves.
=650  24$aStrainrate effects.
=650  24$aMortars.
=700  1\$aShah, SP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10050J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10051J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10051J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10051J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aSwamy, RN.,$eauthor.
=245  10$aProperties of High-Strength Concrete /$cRN Swamy.
=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$b26
=520  3\$aThis paper presents data related to the development of high-strength concrete with special emphasis on the development of high early strength. Both these objectives were achieved by using an ultrafine portland cement with a specific surface of about 750 m2/kg or a high early strength portland cement with about 75% tricalcium silicate content. Experimental data are then reported on strength and elasticity properties, stress-strain behavior, heat of hydration, shrinkage, and creep of these concretes. The results show that using an ultrafine cement, concrete with adequate workability and one-day strengths of 60 to 80 N/mm2 and 35 to 40 N/mm2 can be obtained with granite aggregates and lightweight aggregates, respectively. With high early strength cement and lightweight aggregates, strengths of 10 to 25 N/mm2 in 12 h, and 25 to 45 N/mm2 in 1 day were achieved.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aCreep properties.
=650  \0$aElastic properties.
=650  \0$aHigh-strength concretes.
=650  \0$aLightweight aggregates.
=650  \0$aShrinkage.
=650  \0$aStrength of materials.
=650  \0$aStress-strain behavior.
=650  \0$aTensile strength.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  14$aHigh-strength concretes.
=650  24$aLightweight aggregates.
=650  24$aCompressive strength.
=650  24$aTensile strength.
=650  24$aElastic properties.
=650  24$aStress-strain behavior.
=650  24$aShrinkage.
=650  24$aCreep properties.
=650  24$aStrength of materials.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10051J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10052J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10052J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10052J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE662
=082  04$a363.17$223
=100  1\$aNebesar, B.,$eauthor.
=245  10$aVariations in the Chemical Composition, Specific Surface Area, Fineness, and Pozzolanic Activity of a Condensed Silica Fume /$cB Nebesar, GG Carette.
=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$b13
=520  3\$aThe production of condensed silica fume (CSF) from the silicon and ferrosilicon furnaces of a Canadian plant was sampled at regular intervals over a period of 180 days in 1982. For each type of furnace the variability in composition, specific surface area, fineness, and pozzolanic activity of the material were determined. The results indicate that only a few samples are responsible for the majority of outliers in chemical composition and fineness by a 45-µm sieve, and these generally also account for some deviations in pozzolanic activity. The type of furnace affects the composition, specific surface area, and fineness of condensed silica fume; however, the pozzolanic activities of the two types of material are, with minor exceptions, comparable.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemical composition.
=650  \0$aCondensed silica fume.
=650  \0$aFerrosilicon.
=650  \0$aInductively coupled plasma.
=650  \0$aMaterials tests.
=650  \0$aOptical emission spectrometry.
=650  \0$aPhysical tests.
=650  \0$aPozzolanic activity.
=650  \0$aQuality control.
=650  \0$aSilicon.
=650  \0$aSingle point BET method.
=650  \0$aSpecific surface.
=650  \0$aTrace elements.
=650  \0$aConcrete $xMaintenance and repair.
=650  \0$aConcrete aggregates.
=650  \0$aChemical composition.
=650  14$aSilicon.
=650  24$aFerrosilicon.
=650  24$aMaterials tests.
=650  24$aQuality control.
=650  24$aChemical composition.
=650  24$aTrace elements.
=650  24$aInductively coupled plasma.
=650  24$aOptical emission spectrometry.
=650  24$aPhysical tests.
=650  24$aCondensed silica fume.
=650  24$aPozzolanic activity.
=650  24$aSpecific surface.
=650  24$aSingle point BET method.
=700  1\$aCarette, GG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10052J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10053J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10053J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10053J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.13$223
=100  1\$aBlack, RW.,$eauthor.
=245  14$aThe Determination of Specific Gravity Using the Siphon-Can Method /$cRW Black.
=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$b2
=520  3\$aCurrent methods of determining the specific gravity, moisture content, and absorption of concrete aggregates (ASTM Test Method for Specific Gravity and Absorption of Coarse Aggregate [C 127], ASTM Test Method for Specific Gravity and Absorption of Fine Aggregate [C 128], and ASTM Test Method for Total Moisture Content of Aggregate by Drying [C 566]) are slow and dependent upon subjective “end-point” determinations as well as requiring elaborate and cumbersome equipment. Presented here is a method using simple equipment, the siphon can, to accomplish all three tests. This technique has an objective “end-point” and statistical error of measurement one-quarter that of ASTM C 127 or C 128. Derivation of formulae and method of application are discussed. The use of this technique in routine concrete production can result in large savings to concrete producers.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse aggregates.
=650  \0$aCompressive strength.
=650  \0$aFine aggregates.
=650  \0$aProcess control.
=650  \0$aQuality control.
=650  \0$aSpecific gravity.
=650  \0$aAggregates (Building materials)
=650  \0$aConcrete.
=650  \0$aAggregates.
=650  \0$aFine aggregates.
=650  14$aSpecific gravity.
=650  24$aCoarse aggregates.
=650  24$aFine aggregates.
=650  24$aQuality control.
=650  24$aProcess control.
=650  24$aCompressive strength.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10053J.htm

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=001  CCA10054J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10054J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10054J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA001
=082  04$a620$223
=100  1\$aHime, WG.,$eauthor.
=245  10$aConcrete Deterioration Through Leaching with Soil-Purified Water /$cWG Hime, B Erlin, RR McOrmond.
=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.
=520  3\$aAn unusual variety of concrete deterioration was encountered. The distress was due to concrete exposure, during a decade of service, to poorly drained calcium-absorptive acidic soil, and ground water having a negative Langlier saturation index. The calcium loss was due to a mechanism akin to ion-exchange or chromatographic phenomena. The deterioration resulted in the essential depletion of calcium of the portland cement paste, which left relatively pure silica gel. The attack was accelerated because the concrete was very porous in areas, a result of the manufacturing process used to make the concrete conduit.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aWater erosion.
=650  \0$aLeaching$xSimulation methods.
=650  \0$aCement$xTesting.
=650  \0$aConcrete$xTesting.
=650  \0$aLeaching.
=650  14$aConcretes.
=650  24$aLeaching.
=650  24$aWater erosion.
=700  1\$aErlin, B.,$eauthor.
=700  1\$aMcOrmond, RR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10054J.htm

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=001  CCA10058J
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=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10058J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10058J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.8$223
=100  1\$aGraham, DE.,$eauthor.
=245  10$aDetermining the Static and Dynamic Properties of Hardened Normal Weight and Heavy Weight Concrete /$cDE Graham.
=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.
=520  3\$aThis paper describes a method for determining the material constants of normal weight and heavy weight concrete under static and dynamic loading at 7, 28, and 90 days. The tests were conducted at the University of California, Structures and Materials Laboratory, Berkeley, CA, for comparing the compressive strength, modulus of elasticity, Poisson's ratio, and static tensile strength of normal weight and heavy weight concrete for a nuclear power plant.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aDynamic loading.
=650  \0$aHeavy weight concrete.
=650  \0$aModulus of elasticity.
=650  \0$aNormal weight concrete.
=650  \0$aPoisson's ratio.
=650  \0$aSplitting tensile tests.
=650  \0$aStatic loading.
=650  \0$aConcrete pavements.
=650  \0$aConcretes.
=650  14$aConcretes.
=650  24$aStatic loading.
=650  24$aDynamic loading.
=650  24$aNormal weight concrete.
=650  24$aHeavy weight concrete.
=650  24$aCompressive strength.
=650  24$aModulus of elasticity.
=650  24$aPoisson's ratio.
=650  24$aSplitting tensile tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10058J.htm

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=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10059J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10059J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA434
=082  04$a620.1/352$223
=100  1\$aBradley, G.,$eauthor.
=245  10$aWater Soluble Polymers :$bThe Relationship Between Structure, Dispersing Action, and Rate of Cement Hydration /$cG Bradley, IM Howarth.
=264  \1$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.
=520  3\$aThis paper attempts to describe some of the benefits that can be gained from adopting a “purpose building” approach to the synthesis of polymeric materials as dispersants for cement. Our work with copolymers of acrylic or methacrylic acids and their hydroxy alkyl esters has enabled us to investigate the importance and effects of variables such as molecular weight, comonomer ratios, and composition of the polymers on the deflocculation and hydration of cement. These investigations have enabled us to produce materials with significantly improved dispersant properties compared to currently available dispersants for cement and concrete. Our results also indicate that the inherent retardation characteristics of these polymers, on rate of cement hydration, can be overcome by addition of known accelerating additives.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCements.
=650  \0$aDispersants.
=650  \0$aPolymers.
=650  \0$aCement.
=650  \0$aConcrete$xChemistry.
=650  \0$aHydration.
=650  14$aPolymers.
=650  24$aDispersants.
=650  24$aHydration.
=650  24$aCements.
=700  1\$aHowarth, IM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10059J.htm

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=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10060J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10060J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a625.8$223
=100  1\$aPigeon, M.,$eauthor.
=245  10$aFreeze-Thaw Durability of Concrete With and Without Silica Fume in ASTM C 666 (Procedure A) Test Method :$bInternal Cracking Versus Scaling /$cM Pigeon, R Pleau, P-C Aitcin.
=264  \1$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$b11
=520  3\$aThe freeze-thaw durability of concrete with and without silica fume was investigated in accordance with the requirements of ASTM Test Method for Resistance of Concrete to Rapid Freezing and Thawing (C 666 Procedure A). The water-cement ratio of all mixes was 0.5, and the silica-cement ratio of the silica fume mixes 0.1. The test results show that the critical value of the air-void spacing factor in these ASTM C 666 tests is significantly lower for the silica fume concretes. These concretes are therefore more susceptible to internal cracking caused by rapid freeze-thaw cycles in water, even though the use of silica fume decreased the surface scaling of the test specimens. This confirms that scaling and internal cracking are two different forms of frost damage caused by rapid freeze-thaw cycles in water. The use of silica fume also decreased the internal cracking of the nonair-entrained mixes damaged during the tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir-void characteristics.
=650  \0$aInternal cracking.
=650  \0$aLength change.
=650  \0$aLoss of mass.
=650  \0$aPermeability.
=650  \0$aScaling.
=650  \0$aSilica fume.
=650  \0$aFreeze-Thaw Durability.
=650  \0$aConcrete durability.
=650  \0$aAir-entrained concretes.
=650  14$aConcrete durability.
=650  24$aSilica fume.
=650  24$aAir-entrained concretes.
=650  24$aAir-void characteristics.
=650  24$aInternal cracking.
=650  24$aLength change.
=650  24$aLoss of mass.
=650  24$aPermeability.
=650  24$aScaling.
=700  1\$aPleau, R.,$eauthor.
=700  1\$aAitcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10060J.htm

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=024  7\$a10.1520/CCA10061J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10061J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3723$223
=100  1\$aRasheeduzzafar, A.,$eauthor.
=245  10$aEffect of Cement Replacement, Content, and Type on the Durability Performance of Fly Ash Concrete in the Middle East /$cRasheeduzzafar, A Al-Mana, M Haneef, M Maslehuddin.
=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$b8
=520  3\$aThe low durability of concrete construction in the Middle East caused by corrosion of reinforcement, sulfate attack, environmental cracking, and aggregate-cement reactivity necessitates that mix design techniques be formulated to yield dense and impervious concrete with as little heat of hydration as possible; it should also have enhanced resistance to salt attack and possible cement-aggregate reactivity. These objectives present fly ash as a potentially useful admixture from the standpoint of improving the durability of concrete construction in the aggressive service environment of the Gulf seaboard.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFly ash.
=650  \0$aPortland cement.
=650  \0$aSulfate attack.
=650  \0$aCorrosion.
=650  \0$aCement Replacement.
=650  \0$aReinforced concrete$xCorrosion.
=650  \0$aDurability.
=650  14$aDurability.
=650  24$aCorrosion.
=650  24$aFly ash.
=650  24$aPortland cement.
=650  24$aSulfate attack.
=700  1\$aAl-Mana, A.,$eauthor.
=700  1\$aHaneef, M.,$eauthor.
=700  1\$aMaslehuddin, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10061J.htm

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=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10062J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10062J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a620.1/36$223
=100  1\$aDiamond, S.,$eauthor.
=245  10$aChloride Concentrations in Concrete Pore Solutions Resulting from Calcium and Sodium Chloride Admixtures /$cS Diamond.
=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$b6
=520  3\$aCement pastes prepared from a “typical” ASTM Type I portland cement at a water/cement ratio of 0.50 were mixed with various calcium chloride (CaCl2) admixture treatment levels, hydrated for various periods, and then subjected to pore solution expression. The expressed pore solutions were then analyzed for chloride and hydroxide ion concentrations. It was found that the concentration of chloride ions drops rapidly but reaches an equilibrium level by about ten days. The equilibrium concentrations attained varied between 20 and 50% of the original concentration in the mix water, the latter value being for the highest CaCl2 treatment level, 2% by weight of the cement. Substituting sodium chloride (NaCl) for CaCl2 as the admixture produced only minor differences in equilibrium concentration. The equilibrium Cl−/OH− ratios for treatments of 0.5% CaCl2 and above were found to be beyond that considered to be the boundary for depassivation, slightly above 0.3. X-ray diffraction results were ambiguous but differential thermal analysis (DTA) trials provided some evidence for the formation of Friedel's salt in these pastes. However, it was considered likely that at least some of the chloride not retained in solution is associated with calcium-silicate-hydrate (C-S-H) gel.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixtures.
=650  \0$aChlorides.
=650  \0$aIons.
=650  \0$aCalcium chloride.
=650  \0$aConcrete$xAdditives.
=650  \0$aPortland cement.
=650  \0$aCorrosion.
=650  14$aAdmixtures.
=650  24$aChlorides.
=650  24$aPortland cement.
=650  24$aIons.
=650  24$aCorrosion.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10062J.htm

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=024  7\$a10.1520/CCA10063J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10063J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/366$223
=100  1\$aNajjar, WS.,$eauthor.
=245  14$aThe Application of Neutron Radiography to the Study of Microcracking in Concrete /$cWS Najjar, HC Aderhold, KC Hover.
=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$b19
=520  3\$aRadiography of concrete specimens using a neutron flux as the penetrating radiation has been used to identify and study microcracking. The key to the technique is the partial impregnation of the microcracks with a medium with a high neutron attenuation capacity, so as to result in a sharp contrast between the cracks and the surrounding solid mass. Gadolinium has been used as the neutron-attenuating contrast agent, which is applied in the form of an aqueous solution of gadolinium nitrate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aCracking (fracturing)
=650  \0$aFractures (materials)
=650  \0$aMicrocracking.
=650  \0$aConcrete $xCracking.
=650  \0$aShielding (Radiation)$xMaterials.
=650  \0$aNeutron radiography.
=650  \0$aX-radiography.
=650  14$aConcretes.
=650  24$aCracking (fracturing)
=650  24$aFractures (materials)
=650  24$aMicrocracking.
=650  24$aNeutron radiography.
=650  24$aX-radiography.
=700  1\$aAderhold, HC.,$eauthor.
=700  1\$aHover, KC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10063J.htm

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=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10064J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10064J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/36$223
=100  1\$aAndrade, C.,$eauthor.
=245  10$aSome Laboratory Experiments on the Inhibitor Effect of Sodium Nitrite on Reinforcement Corrosion /$cC Andrade, C Alonso, JA González.
=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$b24
=520  3\$aThe summary of several years of research about the inhibitor effect of NO2− on the corrosion of reinforcement is presented. Their inhibitor effect has been studied using galvanostatic and potentiodynamic polarization curves, and we have measured the corrosion rates using the polarization resistance method (linear polarization). Verification has been done by this last technique Rp, that the NO2− in concrete, if it is used in sufficient proportion, is a complete inhibitor when the Cl− is added during the mixing (for example, mixing with seawater, calcium chloride (CaCl2) as an accelerator inhibitor). Insufficient amounts of NO2− have never provoked more corrosion in our experiments in concrete. The presence of NO2− always have produced a beneficial effect. The NO2− are also beneficial in carbonated concrete, suppressing or at least reducing the attacked area and the corrosion rate of the reinforcements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aCorrosion.
=650  \0$aInhibitors.
=650  \0$aNitrite.
=650  \0$aPolarization resistance.
=650  \0$aReinforcement (structures)
=650  \0$aSodium.
=650  \0$aConcrete structures.
=650  \0$aCorrosion resistance.
=650  \0$aReinforcement (Engineering)
=650  14$aReinforcement (structures)
=650  24$aCorrosion.
=650  24$aInhibitors.
=650  24$aSodium.
=650  24$aNitrite.
=650  24$aPolarization resistance.
=650  24$aConcretes.
=700  1\$aAlonso, C.,$eauthor.
=700  1\$aGonzález, JA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10064J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1986\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10065J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10065J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA681.5
=082  04$a624.1/834$223
=100  1\$aGaidis, JM.,$eauthor.
=245  10$aNew Test for Determining Fundamental Frequencies of Concrete /$cJM Gaidis, AM Rosenberg.
=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.
=520  3\$aThe standard methods for determining fundamental frequencies of concrete specimens (ASTM Test Method for Fundamental Transverse, Longitudinal and Torsional Frequencies of Concrete Specimens [C 215]) can be markedly improved by using modern electronic equipment. In the new method, a small accelerometer pickup senses the vibrations of a concrete specimen after it is lightly struck, and a spectrum analyzer portrays the information in the frequency domain. The main advantages of the new method are speed, ability to test small specimens, and no noise; the chief disadvantage is higher equipment cost.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aFundamental frequency.
=650  \0$aNondestructive testing.
=650  \0$aResonant frequency.
=650  \0$aSonic modulus.
=650  \0$aSonic tests.
=650  \0$aConcrete construction.
=650  \0$aConcrete$xFracture.
=650  \0$aDurability.
=650  \0$aFreeze-thaw testing.
=650  14$aConcretes.
=650  24$aDurability.
=650  24$aFreeze-thaw testing.
=650  24$aFundamental frequency.
=650  24$aNondestructive testing.
=650  24$aResonant frequency.
=650  24$aSonic modulus.
=650  24$aSonic tests.
=700  1\$aRosenberg, AM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 8, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1986$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10065J.htm

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=024  7\$a10.1520/CCA10070J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10070J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aSarkar, SL.,$eauthor.
=245  10$aComparative Study of the Microstructures of Normal and Very High-Strength Concretes /$cSL Sarkar, P-C Aïtcin.
=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$b14
=520  3\$aThe microstructure of a normal concrete with water/cement ratio (W/C) = 0.56 (f′c at 28 days = 31.8 MPa or 4610 psi) was compared with two series of very high-strength concretes (up to 118 MPa or 17 120 psi), one made with Type III cement and the other with the same Type III cement plus 6 to 10% silica fume. These concretes were water cured for 91 days. Their microstructural examination was undertaken using mercury porosimetry and scanning electron microscopy-energy dispersive X-ray analysis (SEM-EDXA)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aCement.
=650  \0$aCondensate of formaldehyde and naphthalene sulfonate superplasticizer.
=650  \0$aMicrostructure.
=650  \0$aSEM-EDXA.
=650  \0$aSilica fume.
=650  \0$aVery high-strength concrete.
=650  \0$aHigh strength concrete.
=650  \0$aCompressive strength.
=650  \0$aMercury porosimetry.
=650  \0$aChloride ion permeability.
=650  14$aVery high-strength concrete.
=650  24$aCompressive strength.
=650  24$aMicrostructure.
=650  24$aSEM-EDXA.
=650  24$aMercury porosimetry.
=650  24$aCement.
=650  24$aAggregate.
=650  24$aC-H.
=650  24$aC-S-H.
=650  24$aSilica fume.
=650  24$aCondensate of formaldehyde and naphthalene sulfonate superplasticizer.
=650  24$aChloride ion permeability.
=700  1\$aAïtcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10070J.htm

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=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10071J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10071J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893/028$223
=100  1\$aMalhotra, VM.,$eauthor.
=245  10$aMechanical Properties and Freezing and Thawing Resistance of High-Strength Concrete Incorporating Silica Fume /$cVM Malhotra, KA Painter, A Bilodeau.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$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$b2
=520  3\$aThis report presents results of an investigation dealing with the mechanical properties and freezing and thawing resistance of high-strength, silica fume concrete using ASTM Test Method for Resistance of Concrete to Rapid Freezing and Thawing (C 666-84, Procedure A). Eighteen nonair-entrained and six air-entrained concrete mixtures, 0.06 m3 in size, were made. The water-to-(cement + silica fume) ratio (W/C + S) of the mixtures ranged from 0.25 to 0.36, and the percentages of cement replacement by silica fume were 0, 10, and 20% on a weight basis. Any loss in slump due to the use of silica fume was compensated for by the use of a superplasticizer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir entrainment.
=650  \0$aFreezing and thawing resistance.
=650  \0$aHigh-strength concrete.
=650  \0$aSuperplasticizer.
=650  \0$aConcrete$xAdditives.
=650  \0$aFly ash.
=650  \0$aIndustrial minerals.
=650  \0$aSilica fume.
=650  \0$aSlag.
=650  14$aHigh-strength concrete.
=650  24$aFreezing and thawing resistance.
=650  24$aSilica fume.
=650  24$aSuperplasticizer.
=650  24$aAir entrainment.
=700  1\$aPainter, KA.,$eauthor.
=700  1\$aBilodeau, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10071J.htm

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=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10072J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10072J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a620.1/36$223
=100  1\$aDenes, T.,$eauthor.
=245  13$aAn Experiment to Investigate Chloride Intrusion on Construction Joints in Concrete /$cT Denes, AD Buck.
=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$b2
=520  3\$aA field experiment was conducted to investigate the extent of chloride intrusion along the construction joint between later-placed, cement-based grout and concrete in instrumented precast concrete breakwater elements (dolosse). Experimental blocks were cast, grouted, and submerged in seawater. Upon retrieval, the construction joint between the grout and the concrete was evaluated for chloride intrusion from seawater using X-ray diffraction (XRD) and energy dispersive X-ray analysis (EDX) of scanning electron microscope (SEM) samples. No detectable intrusion occurred, indicating that the planned instrumentation of dolosse in a field experiment should be secure from significant seawater intrusion.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDolosse.
=650  \0$aEnergy dispersive.
=650  \0$aGrout.
=650  \0$aScanning electron microscopy.
=650  \0$aX-ray analysis.
=650  \0$aX-ray diffraction.
=650  \0$aChloride intrusion.
=650  \0$aConcrete.
=650  14$aChloride intrusion.
=650  24$aDolosse.
=650  24$aGrout.
=650  24$aConcrete.
=650  24$aX-ray diffraction.
=650  24$aEnergy dispersive.
=650  24$aX-ray analysis.
=650  24$aScanning electron microscopy.
=700  1\$aBuck, AD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10072J.htm

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=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10073J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10073J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH1611
=082  04$a690.0685$223
=100  1\$aJohnston, CD.,$eauthor.
=245  10$aCost-Effective Control of Concrete Quality Using Small Specimens of Mortar Extracted from Concrete /$cCD Johnston, GJ Smith.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$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$b32
=520  3\$aBased on criticisms of the traditional approach to the control of concrete quality which often relies entirely on 28-day compressive strength assessment, a new approach is proposed which involves monitoring quality in various ways from the time of mixing. The alternatives examined are: recording batch weights to establish W-C ratio, monitoring consistency, analyzing freshly prepared mortar or concrete mixtures to determine water content and cement content, and assessing strength potential by means of autoclave or hot-water curing. On the basis of past case histories, it is concluded that assessment of strength potential must remain the primary assurance of concrete quality, and that the other alternatives can only complement rather than substitute for strength assessment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerated curing.
=650  \0$aCement content.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aCosts of testing.
=650  \0$aOver drying.
=650  \0$aQuality control.
=650  \0$aScreened mortar.
=650  \0$aSmall specimens.
=650  \0$aWater content.
=650  \0$aWet screening.
=650  \0$aConcrete construction$xStandards.
=650  \0$aConstruction industry$xQuality control.
=650  \0$aQuality assessment.
=650  14$aConcrete.
=650  24$aQuality assessment.
=650  24$aQuality control.
=650  24$aScreened mortar.
=650  24$aCompressive strength.
=650  24$aAccelerated curing.
=650  24$aSmall specimens.
=650  24$aOver drying.
=650  24$aWater content.
=650  24$aWet screening.
=650  24$aCement content.
=650  24$aCosts of testing.
=700  1\$aSmith, GJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10073J.htm

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=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10074J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10074J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a620.196$223
=100  1\$aNasser, KW.,$eauthor.
=245  10$aShrinkage and Creep of Concrete Containing 50% Lignite Fly Ash at High Temperatures /$cKW Nasser, AA Al-Manaseer.
=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$b10
=520  3\$aThis paper investigates the influence of high temperature on the shrinkage and creep of unsealed and sealed concrete containing 50% Saskatchewan lignite fly ash and 50% Type I portland cement. Concrete was tested at six different temperatures between 70 and 450°F (21 and 232°C) and under three stress levels of 750, 1200, and 1500 psi (5.2, 8.3, and 10.3 MPa). The tests were made on 3 by 9-in. (75 by 225mm) concrete cylinders, and shrinkage and creep were measured for a maximum period of 112 days.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAge-strength relation.
=650  \0$aCreep properties.
=650  \0$aCreep tests.
=650  \0$aCuring.
=650  \0$aFly ash.
=650  \0$aHigh-temperature tests.
=650  \0$aSealing.
=650  \0$aShrinkage.
=650  \0$aConcrete.
=650  14$aAge-strength relation.
=650  24$aShrinkage.
=650  24$aCreep properties.
=650  24$aCreep tests.
=650  24$aCuring.
=650  24$aHigh-temperature tests.
=650  24$aFly ash.
=650  24$aSealing.
=650  24$aConcrete.
=700  1\$aAl-Manaseer, AA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10074J.htm

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=024  7\$a10.1520/CCA10075J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10075J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.L5
=082  04$a620.1$223
=100  1\$aJohnston, CD.,$eauthor.
=245  10$aHigh-Strength Semi-Lightweight Concrete with Up to 50% Fly Ash by Weight of Cement /$cCD Johnston, VM Malhotra.
=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$b27
=520  3\$aThis paper discusses the effects of including a Western Canadian subbituminous fly ash in superplasticized, air-entrained, semi-lightweight concrete. Mixtures were proportioned with 100 ± 20mm slump and 5 ± 1% air content. Cement contents ranged from 250 to 500 kg/m3 with additions of fly ash up to 50% by weight of cement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixture dosages.
=650  \0$aAir content.
=650  \0$aAir-entraining admixture.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aCost.
=650  \0$aFly ash.
=650  \0$aFreeze-thaw resistance.
=650  \0$aHigh-range water-reducing admixture.
=650  \0$aSemi-lightweight concrete.
=650  \0$aSlump loss.
=650  \0$aSplitting tensile strength.
=650  \0$aUnit weight.
=650  \0$aLightweight concrete.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  14$aConcrete.
=650  24$aSemi-lightweight concrete.
=650  24$aFly ash.
=650  24$aHigh-range water-reducing admixture.
=650  24$aAir-entraining admixture.
=650  24$aAdmixture dosages.
=650  24$aSlump loss.
=650  24$aAir content.
=650  24$aCompressive strength.
=650  24$aSplitting tensile strength.
=650  24$aUnit weight.
=650  24$aCost.
=650  24$aFreeze-thaw resistance.
=700  1\$aMalhotra, VM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10075J.htm

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=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10076J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10076J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.136$223
=100  1\$aLangan, BW.,$eauthor.
=245  10$aSignificance of Interrupted Testing on the Freeze-Thaw Resistance of Fly Ash Concrete by ASTM C 666 (Method A) /$cBW Langan, MA Ward.
=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$b11
=520  3\$aThis investigation studied the effect of interrupted testing combined with prolonged freezing on the freeze-thaw resistance of concretes containing fly ash as part of the cementitious fraction, using ASTM Test Method for Resistance of Concrete to Rapid Freezing and Thawing (C 666-84, Method A). Also studied was the effect of “marginal” air contents on the above test parameters. Test results indicate that for fly ash concretes with air contents in excess of 5%, interrupted and/or prolonged periods of freezing do not affect the freeze-thaw resistance of the concrete. Early age freezing (14 days) of fly ash concretes did not appear to be detrimental to the performance of the fly ash concretes tested.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aFreeze-thaw testing.
=650  \0$aConcrete$xTesting.
=650  \0$aFreeze thaw tests.
=650  \0$aConcrete tests.
=650  \0$aDurability.
=650  \0$aFly ash.
=650  14$aDurability.
=650  24$aFly ash.
=650  24$aFreeze-thaw testing.
=650  24$aConcrete.
=700  1\$aWard, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10076J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10077J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10077J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA434
=082  04$a620.135$223
=100  1\$aGebhardt, RF.,$eauthor.
=245  10$aKC8A3 :$bX-Ray Diffraction Characterization of the Compound and Comparison with NC8A3 and C3A /$cRF Gebhardt.
=264  \1$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$b7
=520  3\$aThe X-ray diffraction pattern of KC8A3 has been determined in detail. Comparison of the KC8A3 data with new and previous X-ray diffraction data on NC8A3 and C3A shows it to be a distinctly different phase bearing close structural similarities to the other aluminates in portland cement clinker. The progression from cubic C3A to tetragonal KC8A3 to orthorhombic NC8A3 with only minor shifts in cell parameters suggests the possibility of solid solution between respective adjacent pairs in production clinkers.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-substituted calcium aluminates.
=650  \0$aCalcium aluminate phases.
=650  \0$aPotassium calcium aluminate.
=650  \0$aPotassium-substituted calcium aluminate.
=650  \0$aCalcium aluminate.
=650  \0$aCement.
=650  14$aCalcium aluminate phases.
=650  24$aAlkali-substituted calcium aluminates.
=650  24$aPotassium-substituted calcium aluminate.
=650  24$aPotassium calcium aluminate.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10077J.htm

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=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10078J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10078J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a620.196$223
=100  1\$aWittmann, FH.,$eauthor.
=245  10$aStatistics of Shrinkage Test Data /$cFH Wittmann, ZP Bažant, F Alou, J-K Kim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$a1 online resource (25 pages) :$billustrations, figures, tables
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b20
=520  3\$aA large series of concrete shrinkage tests which can be used for statistical purposes is reported. The series involves two groups of 36 identical cylindrical specimens, with a diameter of 83 mm for Group 1 and 160 mm for Group 2. Statistical analysis of shrinkage strains and strain rates is presented, and the goodness of fit by normal distribution, log-normal distribution, and gamma distribution is analyzed. Correlations between the values at various times are determined.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCements.
=650  \0$aConcrete.
=650  \0$aDrying.
=650  \0$aMeasurements.
=650  \0$aProbabilistic analysis.
=650  \0$aRandom errors.
=650  \0$aShrinkage prediction.
=650  \0$aStatistics.
=650  \0$aTests.
=650  \0$aPavements, Asphalt concrete.
=650  \0$aBituminous pavements.
=650  \0$aShrinkage.
=650  \0$aCompaction.
=650  14$aConcrete.
=650  24$aCements.
=650  24$aShrinkage.
=650  24$aDrying.
=650  24$aTests.
=650  24$aMeasurements.
=650  24$aStatistics.
=650  24$aProbabilistic analysis.
=650  24$aRandom errors.
=650  24$aShrinkage prediction.
=700  1\$aBažant, ZP.,$eauthor.
=700  1\$aAlou, F.,$eauthor.
=700  1\$aKim, J-K,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10078J.htm

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=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10079J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10079J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/35$223
=100  1\$aWinslow, DN.,$eauthor.
=245  14$aThe Rate of Absorption of Aggregates /$cDN Winslow.
=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$b2
=520  3\$aThe rates at which aggregates approach their 24-h water absorption values have been measured for a variety of aggregates. The aggregates varied widely in both their total pore volume and median pore size. The rates of water uptake were found to vary greatly, with some aggregates taking in about 90% of their 24-h uptake within the first minute and others taking in only about 20%. Larger pore sizes and pore volumes seem to promote faster rates. It was found that aggregates with a rapid uptake would have given erroneous Iowa Pore Index test results. It was also found that there was no correlation between an aggregate's early rate of absorption and its freeze/thaw durability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbsorption rate.
=650  \0$aAggregates.
=650  \0$aDurability.
=650  \0$aIowa Pore Index test.
=650  \0$aRoad construction.
=650  \0$aCoarse aggregates.
=650  14$aAggregates.
=650  24$a24-h absorption.
=650  24$aAbsorption rate.
=650  24$aDurability.
=650  24$aIowa Pore Index test.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10079J.htm

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=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10080J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10080J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.136$223
=100  1\$aButler, WB.,$eauthor.
=245  10$aDiscussion on “Factors Affecting the Reactivity of Fly Ash from Western Coals” by H. A. Harris, J. L. Thompson, and T. E. Murphy /$cWB Butler.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$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$aCoal.
=650  \0$aFly ash.
=650  \0$aPortland cement.
=650  \0$aConcrete.
=650  \0$aFly ash.
=650  \0$aPortland cement concrete.
=650  \0$aAdmixtures.
=650  14$aFly ash.
=650  24$aPortland cement.
=650  24$aCoal.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10080J.htm

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=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10085J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10085J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.8/5$223
=100  1\$aTasdemir, MA.,$eauthor.
=245  10$aCreep of Lightweight Aggregate Concrete Under Variable Stresses /$cMA Tasdemir, S Akyüz, N Uzunhasanolu.
=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$b21
=520  3\$aIn this work, the creep of lightweight aggregate concrete under constant stress is described by a logarithmic function of time, and the variations of the coefficients with age are experimentally determined. Using the relation thus obtained, an attempt is made to predict the creep of lightweight concrete specimens with the same composition under stepwise varying stresses, assuming a linear viscoelastic behavior. It was established that there is good agreement between the predicted and experimental values.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAge of loading.
=650  \0$aCreep.
=650  \0$aLightweight aggregate concrete.
=650  \0$aLinear viscoelastic behavior.
=650  \0$aLogarithmic creep function.
=650  \0$aPumice lightweight aggregate.
=650  \0$aStress.
=650  \0$aTime-dependent strain.
=650  \0$aVariable stresses.
=650  \0$aLightweight aggregates.
=650  \0$aAggregates.
=650  \0$aConcrete.
=650  14$aConcrete.
=650  24$aLightweight aggregate concrete.
=650  24$aCreep.
=650  24$aTime-dependent strain.
=650  24$aStress.
=650  24$aAge of loading.
=650  24$aLogarithmic creep function.
=650  24$aLinear viscoelastic behavior.
=650  24$aPumice lightweight aggregate.
=650  24$aVariable stresses.
=700  1\$aAkyüz, S.,$eauthor.
=700  1\$aUzunhasanolu, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10085J.htm

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=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10086J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10086J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.6
=082  04$a620.1124$223
=100  1\$aMonteiro, PJM,$eauthor.
=245  10$aExperimental Studies of Elastic Wave Propagation in High-Strength Mortar /$cPJM Monteiro, MS King.
=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$b14
=520  3\$aA comprehensive test program on the behavior of high-strength mortar under different conditions has been performed by studying the propagation of ultrasonic waves (compressional and shear) through 2-in. (0.051 m) cubes. The increase of the ultrasonic wave velocities was monitored as a function of time. The attenuation of the ultrasonic waves under different conditions was analyzed. Special emphasis was given to the study of the effect of cracking on the ultrasonic velocities and attenuation of the mortar, including the development of anisotropic behavior once cracking had developed. The healing of the cracks over time was also analyzed, and it was shown that a substantial degree of healing can occur. The effects of changes in relative humidity and subzero temperatures on the seismic wave velocities were studied in detail.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aCracking.
=650  \0$aHealing.
=650  \0$aHigh-strength mortar.
=650  \0$aLow-temperature.
=650  \0$aRelative humidity.
=650  \0$aSilica fume.
=650  \0$aWave attenuation.
=650  \0$aStress waves$xMathematical models.
=650  \0$aElastic wave propagation.
=650  \0$aConcrete$xThermal properties.
=650  \0$aConcrete$xMechanical properties.
=650  \0$aFinite element method.
=650  14$aElastic wave propagation.
=650  24$aHigh-strength mortar.
=650  24$aWave attenuation.
=650  24$aCracking.
=650  24$aAnisotropy.
=650  24$aRelative humidity.
=650  24$aHealing.
=650  24$aLow-temperature.
=650  24$aSilica fume.
=700  1\$aKing, MS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10086J.htm

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=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10087J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10087J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.L5
=082  04$a620.1$223
=100  1\$aDouglas, E.,$eauthor.
=245  10$aProduction and Evaluation of a New Source of Granulated Blast Furnace Slag /$cE Douglas, H Wilson, VM Malhotra.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1988.
=300  \\$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$b7
=520  3\$aA granulation pilot plant was installed at Algoma Steel Corp., Sault Ste. Marie, Ontario, for the production of about 40 metric tons of granulated blast furnace slag to be tested for concrete and mine backfill applications. The granulated slag was obtained by quenching the molten slag by jets of high-pressure water. Heat loss was maintained at the level expected when the full-size plant is in operation so as to generate a representative slag sample. The granulated slag was allowed to drain in the slag pit before being transported to the grinding facilities, where it was dried in a converted kiln, reducing the moisture content from 8 to 0.3%. The unit power consumption for grinding the granulated slag was similar to typical figures for grinding portland cement clinker in the lower Blaine range.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aConduction calorimetry.
=650  \0$aGlass content.
=650  \0$aLightweight concrete$xGranulated blast furnace slag$xExpanded clay$xPolystyrene granules, Fly ash, Silica fume.
=650  \0$aGranulated blast furnace slag.
=650  14$aGranulated blast furnace slag.
=650  24$aConcrete.
=650  24$aConduction calorimetry.
=650  24$aGlass content.
=700  1\$aWilson, H.,$eauthor.
=700  1\$aMalhotra, VM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10087J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10088J
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=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10088J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10088J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE205
=082  04$a625.7/028$223
=100  1\$aGiaccio, GM.,$eauthor.
=245  10$aConcrete Incorporating High Volumes of ASTM Class F Fly Ash /$cGM Giaccio, VM Malhotra.
=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$b7
=520  3\$aThis paper gives results of an investigation undertaken to develop additional data on mechanical properties, and freezing and thawing resistance of high-volume Class F fly ash concrete made with ASTM Types I and III cements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBeneficiated fly ash.
=650  \0$aBleeding.
=650  \0$aCompressive strength.
=650  \0$aCondensed silica fume.
=650  \0$aDensity.
=650  \0$aFlexural strength.
=650  \0$aFly ash.
=650  \0$aFreezing and thawing.
=650  \0$aModulus of elasticity.
=650  \0$aSplitting-tensile strength.
=650  \0$aSuperplasticizer.
=650  \0$aAggregates (Building materials)
=650  \0$aConcrete$xFreezing and thawing.
=650  \0$aLightweight concrete.
=650  14$aFly ash.
=650  24$aBeneficiated fly ash.
=650  24$aCondensed silica fume.
=650  24$aSuperplasticizer.
=650  24$aDensity.
=650  24$aBleeding.
=650  24$aTime of setting.
=650  24$aCompressive strength.
=650  24$aFlexural strength.
=650  24$aSplitting-tensile strength.
=650  24$aModulus of elasticity.
=650  24$aFreezing and thawing.
=700  1\$aMalhotra, VM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10088J.htm

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=001  CCA10089J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10089J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10089J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.136$223
=100  1\$aMorgan, DR.,$eauthor.
=245  10$aFreeze-Thaw Durability of Wet-Mix and Dry-Mix Shotcretes with Silica Fume and Steel Fibres /$cDR Morgan, AJ Kirkness, N McAskill, N Duke.
=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$b2
=520  3\$aThis investigation was undertaken to study the freeze-thaw durability of wet-mix and dry-mix shotcretes when tested according to ASTM Test Method for Resistance of Concrete to Rapid Freezing and Thawing (C 666) Procedure A. Parameters of the air voids system were determined using ASTM Recommended Practice for Microscopical Determination of Air-Void Content and Parameters of the Air-Void System in Hardened Concrete (C 457-82)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerators.
=650  \0$aAir content.
=650  \0$aDurability.
=650  \0$aFreeze-thaw durability.
=650  \0$aShotcrete.
=650  \0$aSilica fume.
=650  \0$aSpacing factor.
=650  \0$aSteel fibre.
=650  \0$aConcrete$xTesting.
=650  \0$aFreeze thaw tests.
=650  \0$aConcrete tests.
=650  14$aShotcrete.
=650  24$aAccelerators.
=650  24$aFreeze-thaw durability.
=650  24$aAir content.
=650  24$aSilica fume.
=650  24$aSpacing factor.
=650  24$aSteel fibre.
=650  24$aDurability.
=700  1\$aKirkness, AJ.,$eauthor.
=700  1\$aMcAskill, N.,$eauthor.
=700  1\$aDuke, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10089J.htm

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=007  cr\|n||||||||n
=008  161219s1988\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10090J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10090J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQH545.D4
=082  04$a625.708$223
=100  1\$aMoukwa, M.,$eauthor.
=245  10$aNew Approach for a Concrete Scaling Test Based on Field Conditions /$cM Moukwa, D Adkins.
=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$b11
=520  3\$aThe microenvironment existing at the surface of a concrete element which has shown rapid deterioration in the form of scaling has been established. Field measurements of the microclimatic elements within the concrete surface layer throughout the winter give new insight into the understanding of the surface scaling. It was found that solar effects have a pronounced effect on the scaling of the concrete surface. Basis for a new scaling test which simulates the deterioration of concrete in the field under severe freeze-thaw conditions has been developed. It consists of partial thawing and complete refreezing of the surface. Erratum to this paper appears in 11(1)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aField laboratory.
=650  \0$aFreeze-thaw.
=650  \0$aScaling test.
=650  \0$aScaling (Concrete)
=650  \0$aConcrete.
=650  14$aConcrete.
=650  24$aScaling test.
=650  24$aFreeze-thaw.
=650  24$aField laboratory.
=700  1\$aAdkins, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 10, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1988$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10090J.htm

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=024  7\$a10.1520/CCA10096J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10096J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA772
=082  04$a624.1/834$223
=100  1\$aKnab, LI.,$eauthor.
=245  10$aEvaluation of Test Methods for Measuring the Bond Strength of Portland Cement Based Repair Materials to Concrete /$cLI Knab, CB Spring.
=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$b12
=520  3\$aThree bond strength test methods were evaluated for screening and selecting repair materials used in overlaying and patching portland cement concrete. Bond strengths of three repair materials to base concrete were investigated using two uniaxial tension bond strength test methods and a slant shear bond strength test method. The differing strengths of the repair materials caused different failure patterns, which had to be considered in the analyses of the failure stresses.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aOverlaying.
=650  \0$aPatching.
=650  \0$aPortland cement concrete.
=650  \0$aRepair materials.
=650  \0$aSlant shear bond strength.
=650  \0$aTest methods.
=650  \0$aUniaxial tensile bond strength.
=650  \0$aAdhesion.
=650  \0$aBond strength (Materials)
=650  14$aOverlaying.
=650  24$aPatching.
=650  24$aPortland cement concrete.
=650  24$aRepair materials.
=650  24$aSlant shear bond strength.
=650  24$aTest methods.
=650  24$aUniaxial tensile bond strength.
=700  1\$aSpring, CB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10096J.htm

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=024  7\$a10.1520/CCA10097J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10097J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a380.5/08s$223
=100  1\$aLahalih, SM.,$eauthor.
=245  10$aTesting and Evaluation of a Novel Melamine-Based Superplasticizer in Concrete /$cSM Lahalih, IS Dairanieh, M Absi-Halabi, AM Ali.
=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$b10
=520  3\$aSulfonated melamine-formaldehyde polycondensates, prepared according to a novel procedure, were tested and evaluated as concrete superplasticizers. The effect of cement type and brand, airentraining agents, and retarders on the performance of these admixtures in concrete was studied. The effect of curing medium and curing time on the performance of these materials was also evaluated. These novel admixtures were evaluated and compared with commercially available melamine-based superplasticizers. Results show that the various additives used have no effect on the performance of these resins. The resins outperformed commercial melamine-based superplasticizers by 10 to 20% in compressive strengths of concrete and 20 to 40% in the case of concrete workability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixtures.
=650  \0$aCompressive strength of concrete.
=650  \0$aCuring medium.
=650  \0$aCuring time.
=650  \0$aSulfonated melamine-formaldehyde resins.
=650  \0$aWorkability of concrete.
=650  \0$aSuperplasticizers.
=650  \0$aPavements, Concrete$xTesting.
=650  \0$aPolymer-impregnated concrete.
=650  \0$aConcrete$xAdditives.
=650  14$aAdmixtures.
=650  24$aSuperplasticizers.
=650  24$aSulfonated melamine-formaldehyde resins.
=650  24$aCompressive strength of concrete.
=650  24$aWorkability of concrete.
=650  24$aCuring medium.
=650  24$aCuring time.
=700  1\$aDairanieh, IS.,$eauthor.
=700  1\$aAbsi-Halabi, M.,$eauthor.
=700  1\$aAli, AM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10097J.htm

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=024  7\$a10.1520/CCA10098J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10098J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE220
=082  04$a625.7/61$223
=100  1\$aJohnston, CD.,$eauthor.
=245  10$aEffects on Flexural Performance of Sawing Plain Concrete and of Sawing and Other Methods of Altering the Degree of Fiber Alignment in Fiber-Reinforced Concrete /$cCD 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$b8
=520  3\$aThe bulk of the paper deals with a comparison of the flexural performance of 102-mm (4-in.)-square standard molded specimens with corresponding specimens of the same size produced either by sawing the bottom (tension) surface of a 102 by 152-mm (4 by 6-in.) cross section or by sawing the bottom and sides of a 152 by 152 mm (6 by 6-in.) cross section. The performance of plain concrete is discussed in terms of its flexural strength under third-point loading [ASTM Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading) (C 78)]. The conclusion is that sawing need not adversely affect the measured strength when done carefully with proper equipment. The performance of fiber-reinforced concrete is discussed in terms of changes in first-crack strength and toughness parameters defined according to ASTM Test Method for Flexural Toughness and First-Crack Strength of Fiber-Reinforced Concrete (Using Beam with Third Point Loading) (C 1018). The majority of the results deal with changes in those parameters that are associated with differences in fiber alignment between the molded and sawed specimens. The results of two other small studies involving differences in fiber alignment are also included. In the first, alignment is varied by inserting steel plates in the freshly mixed concrete during consolidation, and in the second by using the same length of fiber in 102-mm (4-in.) and 152-mm (6-in.) cross sections. The conclusion is that preferential fiber alignment by the mold surfaces can increase first-crack strength and toughness indices. To avoid undue influence of fiber alignment in small specimens on flexural test data determined in accordance with Method C 1018, the ratio of minimum specimen cross section to fiber length should not be less than 3.0, except perhaps when strict compliance with this criterion means using specimens larger than 152 mm (6 in.) square.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aFiber alignment.
=650  \0$aFiber-reinforced concrete.
=650  \0$aFirst-crack strength.
=650  \0$aFlexural strength.
=650  \0$aResidual strength factors.
=650  \0$aToughness indices.
=650  \0$aPavements, Concrete$xJoints.
=650  \0$aPerformance evaluations.
=650  \0$aSawing.
=650  \0$aSealing.
=650  14$aConcrete.
=650  24$aSawing.
=650  24$aFlexural strength.
=650  24$aFiber-reinforced concrete.
=650  24$aFiber alignment.
=650  24$aFirst-crack strength.
=650  24$aToughness indices.
=650  24$aResidual strength factors.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10098J.htm

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=024  7\$a10.1520/CCA10099J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10099J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE200
=082  04$a625.8/4$223
=100  1\$aWhiting, D.,$eauthor.
=245  10$aBehavior of Cement-Reduced and “Flowing” Fresh Concretes Containing Conventional Water-Reducing and “Second-Generation” High-Range Water-Reducing Admixtures /$cD Whiting, W Dziedzic.
=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$b19
=520  3\$aFresh concretes were prepared using cements of high and moderate C3A contents and having a cement content of 323 kg/m3 (545 lb/yd3) and a water-to-cement ratio of 0.50. Conventional water-reducing agents based on lignosulfonates and carboxylic acids were used to reduce water and cement contents by 8 to 9%. Second generation high-range water-reducing admixtures (HRWR) were used to reduce cement and water contents by 15 to 16%. Testing included slump loss, air loss with time, setting time, and bleeding. Similar tests were carried out on flowing concretes, where cement and water contents were maintained constant and HRWR was added to increase initial slump levels to 200 to 300 mm (8 to 9 in.). In this series, testing was carried out at both 23°C (73°C) and 32°C (90°F)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir content.
=650  \0$aBleeding.
=650  \0$aCement.
=650  \0$aConcrete.
=650  \0$aHigh-range water reducers.
=650  \0$aSetting time.
=650  \0$aSlump loss.
=650  \0$aWater-reducing admixtures.
=650  \0$aCracking.
=650  \0$aPortland cement concrete.
=650  \0$aSetting (Concrete)
=650  14$aAir content.
=650  24$aBleeding.
=650  24$aCement.
=650  24$aConcrete.
=650  24$aHigh-range water reducers.
=650  24$aSetting time.
=650  24$aSlump loss.
=650  24$aWater-reducing admixtures.
=700  1\$aDziedzic, W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10099J.htm

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=024  7\$a10.1520/CCA10100J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10100J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA459
=082  04$a620.16$223
=100  1\$aChung, H-W,$eauthor.
=245  10$aOn Testing of Very Short Concrete Specimens /$cH-W Chung.
=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$b8
=520  3\$aFor evaluation of concrete strength, the use of concrete cores with the length/diameter ratio less than unity is not allowed at present. Comparative tests on molded cylinders with a varying length/diameter ratio ranging from 0.4 to 2 have been carried out. The experimental investigation has indicated that very short specimens do not yield more variable results than longer specimens and are not more susceptible to the effect of end preparation either by grinding or capping. Based on the empirical results obtained, the formula for the strength correction factor for short cores previously proposed by the author is modified so as to apply to cores with the length/diameter ratio less than unity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression tests.
=650  \0$aConcrete strength.
=650  \0$aConcrete$xTesting.
=650  \0$aDrill core analysis.
=650  \0$aConcrete$xElastic properties.
=650  \0$aSliding friction.
=650  \0$aShear tests.
=650  \0$aDirect shear.
=650  \0$aTensile strength.
=650  \0$aCompressive strength.
=650  14$aConcrete strength.
=650  24$aDrill core analysis.
=650  24$aCompression tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10100J.htm

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=024  7\$a10.1520/CCA10101J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10101J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3623$223
=100  1\$aMoukwa, M.,$eauthor.
=245  10$aDurability of Concrete under Simulated Arctic Conditions /$cM Moukwa, P-C Aitcin, M Regourd.
=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$b10
=520  3\$aThe durability of 0.44 W/C concrete under simulated Arctic conditions was studied. The length change of concrete specimens was monitored throughout the test. Samples taken from the concrete specimens before and after the test were analyzed to determine the effects of simulated Arctic conditions on the microstructure of the concrete. The results showed that the alternating conditions of immersion in seawater and exposure to cold air mostly affect the surface layer of the concrete and facilitate a deep migration of aggressive ions like magnesium and sulfate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArctic.
=650  \0$aConcrete.
=650  \0$aDurability.
=650  \0$aMicrostructure.
=650  \0$aSeawater.
=650  \0$aConcrete$xCorrosion.
=650  \0$aSeawater corrosion.
=650  14$aSeawater.
=650  24$aDurability.
=650  24$aMicrostructure.
=650  24$aArctic.
=650  24$aConcrete.
=700  1\$aAitcin, P-C,$eauthor.
=700  1\$aRegourd, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10101J.htm

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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10102J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10102J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666/.893$223
=100  1\$aDodson, VH.,$eauthor.
=245  10$aAnother Look at the Portland Cement/Chemical Admixture Incompatibility Problem /$cVH Dodson, TD Hayden.
=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$b16
=520  3\$aReports of incompatibility between portland cement and chemical admixtures have increased over the past ten years. Specifications written by architects and engineers calling for the use of admixtures in concrete often result in strange occurrences, that is, rapid set, accelerated stiffening, increase in time of set, lack of water reduction. This paper addresses the effect of the composition of the cement and that of the chemical admixtures on incompatibility with respect to the problems of rapid set and accelerated slump loss.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemical admixtures.
=650  \0$aFalse set.
=650  \0$aFlash set.
=650  \0$aGypsum.
=650  \0$aHemihydrate.
=650  \0$aNatural anhydrite.
=650  \0$aRapid stiffening.
=650  \0$aSO3 solubility.
=650  \0$aSoluble anhydrite.
=650  \0$aConcrete.
=650  \0$aConcrete$xAdditives.
=650  \0$aPortland cement.
=650  \0$aConcrete aggregates.
=650  \0$aAdmixtures.
=650  14$aChemical admixtures.
=650  24$aPortland cement.
=650  24$aFalse set.
=650  24$aFlash set.
=650  24$aGypsum.
=650  24$aHemihydrate.
=650  24$aModified ASTM C 359.
=650  24$aNatural anhydrite.
=650  24$aRapid stiffening.
=650  24$aSoluble anhydrite.
=650  24$aSO3 solubility.
=650  24$a“sorption” of admixtures.
=700  1\$aHayden, TD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10102J.htm

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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10103J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10103J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.136$223
=100  1\$aVogler, RH.,$eauthor.
=245  10$aFreeze-Thaw Testing of Coarse Aggregate in Concrete :$bProcedures Used by Michigan Department of Transportation and Other Agencies /$cRH Vogler, GH Grove.
=264  \1$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$b2
=520  3\$aThe procedures used to evaluate the durability of coarse aggregate in concrete by freezing and thawing were determined by a survey. Results indicate that a number of state transportation agencies use freeze-thaw procedures in place of, or in addition to, sulfate soundness and other tests. However, each agency's procedure has unique aspects. ASTM Test Method for Resistance of Concrete to Rapid Freezing and Thawing (C 666) describes the procedures for freeze-thaw cycling and gives partial information on expressing test results, but ASTM has no standard procedure to guide the testing agency in important aspects such as: aggregate grading, aggregate moisture treatment and pretreatment, and concrete mixture proportioning (including cement content, air content of concrete, or curing procedure). The ASTM C 666 method of expressing results for change in length does not permit comparison between different aggregates. The information in this paper is intended to assist ASTM Committee C9 on Concrete and Concrete Aggregates in preparing a practice for evaluation of coarse aggregate in concrete by freezing and thawing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse aggregate.
=650  \0$aConcrete aggregates.
=650  \0$aFreeze-thaw testing.
=650  \0$aFrost resistance.
=650  \0$aConcrete$xTesting.
=650  \0$aFreeze thaw tests.
=650  \0$aConcrete tests.
=650  14$aConcrete aggregates.
=650  24$aCoarse aggregate.
=650  24$aFreeze-thaw testing.
=650  24$aFrost resistance.
=700  1\$aGrove, GH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10103J.htm

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=024  7\$a10.1520/CCA10104J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10104J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.136$223
=100  1\$aHover, KC.,$eauthor.
=245  10$aSome Recent Problems with Air-Entrained Concrete /$cKC Hover.
=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$b21
=520  3\$aSeveral problems are identified in regard to air-entrained concrete, which include the accuracy of the pressure air meter (ASTM C 231), the accumulation of air voids at the coarse aggregate surface, excessive loss of air volume in transit or in pumping, and the need for greater precision and detail in specification requirements for air-entrained concrete. Data are presented from four recent construction projects from a wide geographical range in the United States.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir content.
=650  \0$aAir-entrained concrete.
=650  \0$aEntrained air.
=650  \0$aFreeze-thaw durability.
=650  \0$aFrost resistance.
=650  \0$aSpecifications.
=650  \0$aTesting.
=650  \0$aConcrete$xAir content.
=650  \0$aFrost resistant concrete.
=650  14$aAir content.
=650  24$aAir-entrained concrete.
=650  24$aEntrained air.
=650  24$aFrost resistance.
=650  24$aFreeze-thaw durability.
=650  24$aSpecifications.
=650  24$aTesting.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10104J.htm

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=024  7\$a10.1520/CCA10105J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10105J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE200
=082  04$a625.8$223
=100  1\$aSheftick, W.,$eauthor.
=245  10$aNa2SO4 Soundness Test Evaluation /$cW Sheftick.
=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\$aThe Illinois Department of Transportation (IDOT) uses the sodium sulfate (Na2SO4) soundness test as one of its main aggregate acceptance tests. Unfortunately, many accusations concerning the lack of reproducibility and validity of the soundness test are continually voiced by aggregate producers and specifying agencies.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aDurability.
=650  \0$aEvaluation.
=650  \0$aSodium sulfate.
=650  \0$aSoundness.
=650  \0$aRoad materials$xCongresses.
=650  \0$aAggregates (Building materials)$xCongresses.
=650  14$aAggregate.
=650  24$aDurability.
=650  24$aSoundness.
=650  24$aSodium sulfate.
=650  24$aEvaluation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10105J.htm

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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10106J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10106J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA442.5
=082  04$a620.1/3633$223
=100  1\$aAsselanis, JG.,$eauthor.
=245  10$aEffect of Curing Conditions on the Compressive Strength and Elastic Modulus of Very High-Strength Concrete /$cJG Asselanis, P-C Aitcin, PK Mehta.
=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.
=520  3\$aWith ordinary concrete, although a water content corresponding to about 0.3 water/cement ratio by weight is adequate for complete hydration of portland cement, in practice water/cement ratios in the range of 0.5 to 0.7 are used to achieve proper workability. Thus, ordinary concrete shows rather low strength and high permeability at early ages. With the progress of cement hydration reactions, both strength and impermeability show dramatic improvement as the products of hydration fill up the empty or water-filled spaces present in the cement paste.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCuring.
=650  \0$aElastic modulus.
=650  \0$aHigh-strength concrete.
=650  \0$aHigh strength concrete$xCuring.
=650  \0$aHigh strength concrete$xTesting.
=650  \0$aHigh performance concrete.
=650  \0$aCreep tests.
=650  \0$aShrinkage.
=650  14$aHigh-strength concrete.
=650  24$aCuring.
=650  24$aElastic modulus.
=700  1\$aAitcin, P-C,$eauthor.
=700  1\$aMehta, PK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10106J.htm

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=024  7\$a10.1520/CCA10108J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10108J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA443.A7
=082  04$a625.8/5$223
=100  1\$aBažant, ZP.,$eauthor.
=245  10$aBasic Creep Formula for Aging Concrete :$bSinh-Double Power Law /$cZP Bažant, J-C Chern, Y-G Wu.
=264  \1$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$b19
=520  3\$aAn alternative simple formula for the compliance function for basic creep of concrete is proposed and evaluated. It consists of a hyperbolic sine combined with the double power law. For short creep durations it asymptotically approaches the double power law, and for very long durations it asymptotically approaches the logarithmic law, which is the same behavior as for the previously formulated log-double power law. The formula allows a good fit of basic creep data from the literature. It represents them as well as the log-double power law and better than the double power law, although the difference is not large. Compared to the double power law, a significant improvement is obtained in the final slope of the creep curves. Compared to the log-double power law, the proposed formula is somewhat better for extension into the short-time dynamic range.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAging.
=650  \0$aConcrete.
=650  \0$aCreep law.
=650  \0$aOptimum fitting.
=650  \0$aStatistical evaluation.
=650  \0$aTest data.
=650  \0$aCreep.
=650  \0$aCompression tests.
=650  \0$aMechanical properties.
=650  \0$aAsphalt concrete.
=650  \0$aViscoelasticity.
=650  14$aConcrete.
=650  24$aCreep.
=650  24$aViscoelasticity.
=650  24$aAging.
=650  24$aCreep law.
=650  24$aTest data.
=650  24$aStatistical evaluation.
=650  24$aOptimum fitting.
=700  1\$aChern, J-C,$eauthor.
=700  1\$aWu, Y-G,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10108J.htm

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=024  7\$a10.1520/CCA10109J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10109J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/36$223
=100  1\$aOuyang, C.,$eauthor.
=245  12$aA Damage Model for Sulfate Attack of Cement Mortars /$cC Ouyang.
=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$b18
=520  3\$aA model for cement mortars under sulfate attack is proposed based on a progressive fracturing concept. An initial damage of mortar is defined as a function of the Powers' gel space ratio. The sulfate attack evidenced by the expansion of the matrix is incorporated as additional nucleated voids which increase the initial damage existing before the loading. The compressive properties of cement mortars under sulfate attack are predicted well by this model. Expansion limits for sulfate attack computed by this model agree well with those proposed by Mather and Patzias.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement mortars.
=650  \0$aDamage variable.
=650  \0$aEttringite.
=650  \0$aExpansion.
=650  \0$aFailure criterion.
=650  \0$aGel space ratio.
=650  \0$aModulus of elasticity.
=650  \0$aStrength.
=650  \0$aSulfate attack.
=650  \0$aCement and concrete.
=650  \0$aSulfate-resistant concrete.
=650  \0$aGypsum.
=650  14$aEttringite.
=650  24$aExpansion.
=650  24$aDamage variable.
=650  24$aFailure criterion.
=650  24$aGel space ratio.
=650  24$aGypsum.
=650  24$aModulus of elasticity.
=650  24$aStrength.
=650  24$aSulfate attack.
=650  24$aCement mortars.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10109J.htm

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=024  7\$a10.1520/CCA10110J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10110J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/366$223
=100  1\$aCarino, NJ.,$eauthor.
=245  10$aStatistical Characteristics of New Pin Penetration Test /$cNJ Carino, RC Tank.
=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$b8
=520  3\$aResearchers at the University of Saskatchewan have developed a new test for estimating the in-place strength of concrete. The method, known as the pin penetration test, involves driving a small pin into the concrete surface using a spring-loaded driver. The penetration of the pin creates a small indentation whose depth is measured. The pin penetration is inversely related to the strength of concrete. This paper provides information about the within-test variability of the method and about the correlation relationship between compressive strength and pin penetration. Test results show that a standard deviation with a value of about 0.015 in. (0.038 mm) describes the within-test variability. The correlation relationship is nonlinear for compressive strengths between 1000 and 5800 psi (6.9 to 40.0 MPa) and depends on the water-cement ratio of the concrete. For compressive strength less than about 4000 psi (27.6 MPa), the correlation relationship is not strongly dependent on water-cement ratio, and a straight line adequately represents the relationship. However, the correlation relationship obtained in this study differs from that reported by others.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aCorrelation.
=650  \0$aPenetration test.
=650  \0$aVariability.
=650  \0$aConcrete $xPenetration resistance.
=650  14$aCompressive strength.
=650  24$aConcrete.
=650  24$aCorrelation.
=650  24$aIn-place testing.
=650  24$aPenetration test.
=650  24$aVariability.
=700  1\$aTank, RC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10110J.htm

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=024  7\$a10.1520/CCA10111J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10111J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP881
=082  04$a666/.893$223
=100  1\$aCzarnecki, B.,$eauthor.
=245  10$aEffect of Different Admixtures on the Strength of Sulphur Concrete /$cB Czarnecki, JE Gillott.
=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$b15
=520  3\$aThe strength of sulphur concrete is affected by factors such as type of aggregate, aggregate particle shape and texture, amount of sulphur binder in the mix, and type of admixture used. The density of this concrete is also affected by these factors. Some of these concretes perform poorly in moist conditions, as shown by loss of more than 30% strength. Increased amounts of sulphur binder adversely affect the strength of concrete; however, loss of strength of such mixes upon immersion in water is smaller. Type of aggregate influences the strength of concrete, but no correlation was found between the petrography and mineralogy of aggregates and the strength of concrete; the strongest aggregate did not always produce the strongest concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixtures.
=650  \0$aAggregates.
=650  \0$aConcrete strength.
=650  \0$aConcretes.
=650  \0$aDensity.
=650  \0$aSulphur.
=650  \0$aWorkability.
=650  \0$aAggregates (Building materials)
=650  \0$aCement.
=650  \0$aConcrete.
=650  14$aSulphur.
=650  24$aConcretes.
=650  24$aAggregates.
=650  24$aConcrete strength.
=650  24$aDensity.
=650  24$aWorkability.
=650  24$aAdmixtures.
=700  1\$aGillott, JE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10111J.htm

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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10112J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10112J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA442.5
=082  04$a620.1/3633$223
=100  1\$aAl-Obaid, YF.,$eauthor.
=245  10$aDrying Shrinkage of Glass Fiber Reinforced Concrete /$cYF Al-Obaid.
=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$b2
=520  3\$aExperimental tests have been carried out on the shrinkage behavior of glass fiber reinforced concrete. Reinforcing concrete by mixing in fiber is one method for preventing cracks occurring due to drying shrinkage. The tests performed show that shrinkage strain is decreased with the increase of the fiber content. A three-dimensional finite-element analysis was carried out on samples tested in the laboratory. The analytical results produced show good agreement with those obtained from the experimental results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aCracks.
=650  \0$aFinite element.
=650  \0$aGlass fiber.
=650  \0$aReinforced concrete.
=650  \0$aHigh strength concrete$xTesting.
=650  \0$aHigh performance concrete.
=650  \0$aCreep tests.
=650  \0$aShrinkage.
=650  14$aShrinkage.
=650  24$aGlass fiber.
=650  24$aAggregate.
=650  24$aCracks.
=650  24$aReinforced concrete.
=650  24$aFinite element.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10112J.htm

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=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10113J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10113J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a624.1/834$223
=100  1\$aMor, A.,$eauthor.
=245  10$aObservations of Healing of Cracks in High-Strength Lightweight Concrete /$cA Mor, PJM Monteiro, WT Hester.
=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$b5
=520  3\$aSome favorable properties of lightweight aggregate concrete are shown to originate from its internal structure, which combines relatively flexible aggregate with more rigid cement paste matrix. Scanning electron microscopy (SEM) was used to analyze the cracking pattern which developed under cyclic loading. The cracks appear to originate in the hard brittle matrix and progress into the aggregate. At low load levels, some cracks seem to deflect and lose energy as they penetrate the aggregates, with many never emerging from the other side or emerging as thinner cracks.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete (material)
=650  \0$aCracking.
=650  \0$aCyclic loading.
=650  \0$aFatigue.
=650  \0$aHealing (of concrete)
=650  \0$aLight-weight aggregate.
=650  \0$aMicroscopy.
=650  \0$aAggregates (Building materials)
=650  \0$aLightweight concrete.
=650  14$aConcrete (material)
=650  24$aCyclic loading.
=650  24$aCracking.
=650  24$aFatigue.
=650  24$aHealing (of concrete)
=650  24$aLight-weight aggregate.
=650  24$aMicroscopy.
=700  1\$aMonteiro, PJM,$eauthor.
=700  1\$aHester, WT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10113J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10114J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10114J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7s$223
=100  1\$aRashed, AI.,$eauthor.
=245  04$aThe Morphology of Air-Entrained Voids, at Early Age /$cAI Rashed, PJM Monteiro, RB Williamson, J Bastacky.
=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$b2
=520  3\$aThe morphology of air-entrained voids has been observed using the low-temperature scanning electron microscope (LTSEM). The entrained voids have been examined in cement paste specimens at an age of 5 min.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir-entrained voids.
=650  \0$aEarly age hydration.
=650  \0$aLow-temperature scanning electron microscope.
=650  \0$aMicrostructure.
=650  \0$aScanning electron microscope.
=650  \0$aAir-entrained concrete.
=650  \0$aConcrete$xAir content.
=650  14$aAir-entrained voids.
=650  24$aMicrostructure.
=650  24$aScanning electron microscope.
=650  24$aLow-temperature scanning electron microscope.
=650  24$aEarly age hydration.
=700  1\$aMonteiro, PJM,$eauthor.
=700  1\$aWilliamson, RB.,$eauthor.
=700  1\$aBastacky, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10114J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10115J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1989\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10115J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10115J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA683.2
=082  04$a620.1/3733$223
=100  1\$aCarino, NJ.,$eauthor.
=245  10$aProperties of Concrete at Early Ages /$cNJ Carino, HJM Jennings, LM Snell.
=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.
=520  3\$aWhat should be done to improve our understanding and appreciation of the properties of concrete at early ages? This question was the basis for an Engineering Foundation Conference on the topic of “The Properties of Concrete at Early Ages.” To answer the above question, the conference participants developed the recommendations summarized in this technical note. The recommendations addressed the need to: gain a better understanding of cement paste microstructure; improve codes and standards; control temperature rise during construction; and educate the users of concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aConference.
=650  \0$aEarly age.
=650  \0$aMicrostructure.
=650  \0$aRecommendations.
=650  \0$aResearch.
=650  \0$aStandards.
=650  \0$aTemperature.
=650  \0$aReinforced concrete construction.
=650  \0$aReinforced concrete$xPlastic properties.
=650  14$aConcrete.
=650  24$aConference.
=650  24$aEarly age.
=650  24$aMicrostructure.
=650  24$aRecommendations.
=650  24$aResearch.
=650  24$aStandards.
=650  24$aTemperature.
=700  1\$aJennings, HJM,$eauthor.
=700  1\$aSnell, LM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 11, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1989$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10115J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10120J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10120J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aSarkar, SL.,$eauthor.
=245  10$aMicrostructural Development in a High-Strength Concrete Containing a Ternary Cementitious System /$cSL Sarkar, M Baalbaki, P-C Aitcin.
=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$b24
=520  3\$aThe sudden upsurge of mechanical strength at 12 h in a silica-fume/fly-ash high-strength concrete led the authors to investigate the cause and to determine the microstructural characteristics of this concrete with progressive hydration from 1 to 91 days to correlate its microstructural development with its strength enhancement pattern.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFly ash.
=650  \0$aHigh-strength concrete.
=650  \0$aHydration.
=650  \0$aMicrostructure.
=650  \0$aSilica fume.
=650  \0$aHigh strength concrete.
=650  \0$aCompressive strength.
=650  14$aFly ash.
=650  24$aSilica fume.
=650  24$aHigh-strength concrete.
=650  24$aCompressive strength.
=650  24$aMicrostructure.
=650  24$aC-S-H.
=650  24$aCH.
=650  24$aHRWRA.
=650  24$aHydration.
=700  1\$aBaalbaki, M.,$eauthor.
=700  1\$aAitcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10120J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10121J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10121J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10121J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aLeshchinsky, AM.,$eauthor.
=245  10$aImprovement of Concrete Strength Statistical Control /$cAM Leshchinsky.
=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$b12
=520  3\$aExtensive research is being carried out in the area of concrete strength statistical control. Acceptance control plans are improved to reduce consumer's and producer's risks: the producer's risk consists in rejecting good-quality concrete, while that of the consumer, in accepting a substandard concrete. ACI 318 provides a low-level risk for a producer and a high-level risk for a consumer. It is demonstrated that the consumer's risk substantially decreases with the introduction of the quality assurance system.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcceptance criteria.
=650  \0$aBuilding codes.
=650  \0$aQuality assurance.
=650  \0$aStatistical control.
=650  \0$aStrength distribution.
=650  \0$aHigh strength concrete.
=650  \0$aConcretes.
=650  14$aStatistical control.
=650  24$aQuality assurance.
=650  24$aConcretes.
=650  24$aBuilding codes.
=650  24$aAcceptance criteria.
=650  24$aStrength distribution.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10121J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10122J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10122J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10122J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE716.L8
=082  04$a666.893$223
=100  1\$aHooton, RD.,$eauthor.
=245  10$aIntroduction to Symposium on Characterization of Hydraulic Cements /$cRD Hooton.
=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.
=520  3\$a[The Symposium on Characterization of Hydraulic Cements, held in San Antonio, TX, on 5 Dec. 1990, was sponsored by ASTM Committee C-1 on Cement. Five papers from the symposium are presented in this issue of Cement, Concrete, and Aggregates. R. Doug Hooton, associate professor at the University of Toronto, presided as symposium chairman and Leslie J. Struble served as symposium cochairman. R. Doug Hooton provided this Introduction—Editor.]
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHydraulic cement.
=650  \0$aMix design.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10122J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10123J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10123J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10123J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP882.3
=082  04$a620.135$223
=100  1\$aCampbell, DH.,$eauthor.
=245  10$aQuantitative Clinker Microscopy with the Light Microscope /$cDH Campbell, JS Galehouse.
=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$b11
=520  3\$aMicroscopical methods for quantitative determination of phase percentage in rocks, bricks, portland cement clinkers, and other composite materials, although time consuming, are among the most reliable techniques available. For particle mounts on glass microscope slides, the line, ribbon, or Fleet methods are used. For thin sections or polished sections, the linear traverse or point-counting methods are recommended. Microscopically determined percentages can obviously include crystalline and amorphous phases, which is more than X-ray diffraction can clearly reveal. Microscopical data can be converted into oxides, giving a chemical analysis. The gathering of microscopical data is facilitated by electronic tallying devices and semiautomatic mechanical stages. Finally, microscopical data, properly gathered, can be treated statistically with high levels of confidence. One should be aware, however, of the limits that each microscopical method entails.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aClinker.
=650  \0$aLinear traverse.
=650  \0$aMicroscopy.
=650  \0$aParticles.
=650  \0$aPhase abundance.
=650  \0$aPoint count.
=650  \0$aPolished section.
=650  \0$aThin section.
=650  \0$aCement$xAnalysis.
=650  \0$aConcrete$xAnalysis.
=650  \0$aCement clinkers.
=650  14$aCement.
=650  24$aClinker.
=650  24$aMicroscopy.
=650  24$aPhase abundance.
=650  24$aPoint count.
=650  24$aLinear traverse.
=650  24$aParticles.
=650  24$aThin section.
=650  24$aPolished section.
=700  1\$aGalehouse, JS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10123J.htm

=LDR  03762nab  2200553 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/CCA10124J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10124J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP882.3
=082  04$a620.1/35$223
=100  1\$aStruble, LJ.,$eauthor.
=245  10$aQuantitative Phase Analysis of Clinker Using X-Ray Diffraction /$cLJ Struble.
=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$b11
=520  3\$aMany difficulties are encountered in quantitative X-ray diffraction analysis of portland cement and clinker. Despite these difficulties, it appears that, with adequate experimental procedures, the major clinker phases can be determined with an absolute accuracy of 2 to 5% (by weight of the total clinker) for alite and belite and 1 to 2% (by weight of the total clinker) for aluminate and ferrite. A task group in ASTM is exploring X-ray diffraction methods for quantitative phase analysis of cement and clinker. The group has made considerable progress towards proposing a standard test method for aluminate, ferrite, and magnesium oxide. Using specified experimental procedures, preliminary results indicate that these three phases may be determined in clinker with an absolute accuracy of 1.7%. After the task group completes work with these phases, it plans to continue with the calcium silicates.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aClinker.
=650  \0$aPhase analysis.
=650  \0$aQuantitative phase analysis.
=650  \0$aX-ray diffraction.
=650  \0$aCement$xAnalysis.
=650  \0$aCement clinkers$xAnalysis.
=650  \0$aChemical microscopy.
=650  14$aCement.
=650  24$aClinker.
=650  24$aPhase analysis.
=650  24$aQuantitative phase analysis.
=650  24$aX-ray diffraction.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10124J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10125J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10125J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10125J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666/.893$223
=100  1\$aJeknavorian, AA.,$eauthor.
=245  10$aTroubleshooting Retarded Concrete :$bUnderstanding the Role of Cement and Admixtures Through an Interdisciplinary Approach /$cAA Jeknavorian, TD Hayden.
=264  \1$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$b2
=520  3\$aThis paper discusses a multidisciplinary approach used to determine the cause of a severe and erratic retardation problem. The problem involved random loads of ready-mixed concrete having extended set times of up to 40 h. Eight samples of a Type I/II portland cement, one Class F fly ash, two cylinders, a core, and a sample of Type D water-reducing admixture were evaluated using chemical, microscopic, and physical analyses, and mortar performance tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixture.
=650  \0$aCement.
=650  \0$aChemical analysis.
=650  \0$aPetrography.
=650  \0$aRetardation.
=650  \0$aZinc.
=650  \0$aAdmixtures.
=650  \0$aConcrete.
=650  14$aConcrete.
=650  24$aCement.
=650  24$aChemical analysis.
=650  24$aAdmixture.
=650  24$aRetardation.
=650  24$aZinc.
=650  24$aPetrography.
=650  24$aXRF.
=700  1\$aHayden, TD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10125J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10126J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10126J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10126J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP875
=082  04$a691$223
=100  1\$aStutzman, PE.,$eauthor.
=245  10$aCement Clinker Characterization by Scanning Electron Microscopy /$cPE Stutzman.
=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$b8
=520  3\$aThe scanning electron microscope (SEM) is becoming increasingly recognized as an important instrument for the study of portland cement clinker, cement, and concrete. Images of clinker surface topography are used to study particle size and shape, as well as fracture surface features. Microstructural features such as phase distribution and abundance are obtained by imaging polished surfaces. X-ray microanalysis provides qualitative and quantitative elemental composition and images of element distribution. Computer-based image analysis systems are used to process microscope images to enhance details (such as the separation of individual phases) and image analysis for the measurement of features (such as phase abundance). The linking of the SEM with X-ray microanalysis and image analysis under computer control will provide automated, quantitative, and consistent analysis of portland cement clinker.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement clinker.
=650  \0$aClinker microstructure.
=650  \0$aImage analysis.
=650  \0$aPetrography.
=650  \0$aPhase analysis.
=650  \0$aScanning electron microscopy.
=650  \0$aX-ray microanalysis.
=650  \0$aCement clinker.
=650  \0$aCement clinkers.
=650  \0$aCement industries.
=650  14$aCement clinker.
=650  24$aClinker microstructure.
=650  24$aImage analysis.
=650  24$aPetrography.
=650  24$aPhase analysis.
=650  24$aScanning electron microscopy.
=650  24$aX-ray microanalysis.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10126J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10127J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10127J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10127J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE716.L8
=082  04$a666.893$223
=100  1\$aMalghan, SG.,$eauthor.
=245  13$aAn Analysis of Factors Affecting Particle-Size Distribution of Hydraulic Cements /$cSG Malghan, L-SH Lum.
=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$b11
=520  3\$aParticle-size distribution of hydraulic cements plays an indispensable role in controlling the product quality and maintaining reliable performance in end applications. Selection of particle-size measurement methods is becoming increasingly complex due to the availability of a variety of instruments based on different measurement principles. This paper discusses the primary criteria to be met by a particle-size distribution analzer for applications in hydraulic cement characterization. Among the several methods available for measuring the particle-size distribution, a light diffraction technique was utilized to examine the effect of dispersion solvents on the resulting size distribution. Distilled water, distilled water containing a polyacrylate surfactant, isopropyl alcohol, and a commercially available organic surfactant were used as dispersion solvents. The resulting data are analyzed with respect to variations due to the dispersion solvents and factors responsible for the observed variations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDispersion in solvents.
=650  \0$aHydraulic cements.
=650  \0$aInstrument selection.
=650  \0$aMethods of size analysis.
=650  \0$aParticle-size distribution.
=650  \0$aSample preparation.
=650  \0$aHydraulic cement.
=650  \0$aMix design.
=650  \0$aLight scattering.
=650  \0$aNstrument selection.
=650  14$aParticle-size distribution.
=650  24$aHydraulic cements.
=650  24$aDispersion in solvents.
=650  24$aMethods of size analysis.
=650  24$aLight scattering.
=650  24$aInstrument selection.
=650  24$aSample preparation.
=700  1\$aLum, L-SH,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10127J.htm

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=001  CCA10128J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10128J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10128J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aEzeldin, AS.,$eauthor.
=245  10$aEffect of Coarse Aggregate on the Behavior of Normal and High-Strength Concretes /$cAS Ezeldin, P-C Aitcin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1991.
=300  \\$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$b5
=520  3\$aThe effect of four coarse aggregate types on the compressive strength, flexural strength, and flexural strength/compressive strength ratio of normal- and high-strength concrete are reported. With normal-strength concrete mixtures, it was found that the coarse aggregate type did not greatly influence the mechanical properties. However, the high-strength concrete mixtures containing the limestone aggregate produced higher compressive strength than the concrete mixtures containing either gravel or granite aggregates. The flexural behavior of high-strength concrete was not affected by the aggregate type. Also, the experimental results did not show a conclusive influence of the aggregate type on the variation of flexural strength/compressive strength ratio.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlexural strength.
=650  \0$aHigh-strength concrete.
=650  \0$aSilica fume.
=650  \0$aHigh strength concrete.
=650  \0$aCompressive strength.
=650  \0$aCoarse aggregate.
=650  14$aCoarse aggregate.
=650  24$aCompressive strength.
=650  24$aFlexural strength.
=650  24$aHigh-strength concrete.
=650  24$aSilica fume.
=700  1\$aAitcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10128J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10129J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10129J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10129J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA682.48
=082  04$a620.1/36/17$223
=100  1\$aMittelacher, M.,$eauthor.
=245  10$aEffect of Extended Use of Set-Retarded Concrete in Hot Weather /$cM Mittelacher.
=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$b14
=520  3\$aTest results from four major Florida projects were reviewed for effects of set-retarder use on maintaining slump and strength of concrete held in the mixer for extended time periods in hot weather conditions. Admixtures included ASTM Specification for Chemical Admixtures for Concrete (C 494) Type D water-reducing and retarding and Type G high-range water-reducing and retarding admixtures. Four different cement-admixture combinations were used. Design strengths ranged from 27.6 to 69.0 MPa (4000 to 10 000 psi). The test samples representing the longest delivery times were found to have maintained the specified slump. Their strength levels generally remained at, or exceeded, the average strength of the respective concrete class.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixtures.
=650  \0$aCement.
=650  \0$aConcrete.
=650  \0$aHot weather.
=650  \0$aSet retarders.
=650  \0$aSlump loss.
=650  \0$aStrength.
=650  \0$aWater-reducing admixtures.
=650  \0$aConcrete construction$xHot weather conditions.
=650  \0$aConcrete$xHot weather conditions.
=650  \0$aField performance.
=650  \0$aHigh-range water reducers.
=650  14$aAdmixtures.
=650  24$aCement.
=650  24$aConcrete.
=650  24$aField performance.
=650  24$aHigh-range water reducers.
=650  24$aHot weather.
=650  24$aSet retarders.
=650  24$aSlump loss.
=650  24$aStrength.
=650  24$aWater-reducing admixtures.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10129J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10135J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10135J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10135J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.13$223
=100  1\$aHudec, PP.,$eauthor.
=245  10$aQuantitative Petrographic Evaluation of Fine Aggregate /$cPP Hudec, S Boateng.
=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$b11
=520  3\$aPetrographic examination of coarse aggregate is accepted as a viable method for predicting its durability in concrete. No similar quantitative method existed for fine aggregate, although Guide for Petrographic Examination of Aggregates for Concrete (ASTM C 295) does yield preliminary information of durability of fine aggregate. This paper proposes a quantitative petrographic analysis that can be used to quickly assess the natural fine aggregate's durability when used in concrete. The method of analysis is essentially the Ministry of Transportation, Ontario LS-616, which separates the fine aggregate into silicate, carbonate, shale and chert fractions. The weighted percentages of these fractions were statistically compared to standard physical tests, including water adsorption and absorption, dry density, magnesium sulfate loss, and micro-Deval abrasion loss. Step-wise multiple regression equations were developed, which allowed calculation of expected magnesium sulfate and micro-Deval abrasion losses based on the proportion of the petrographic types. Mathematical and statistical techniques were also used to establish a petrographic number for sand (PNS) that allows the classification of aggregate into good or poor categories based on their petrographic composition.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDurability.
=650  \0$aFine aggregate.
=650  \0$aMicro-deval abrasion.
=650  \0$aMultivariate analysis.
=650  \0$aPrediction.
=650  \0$aRegression.
=650  \0$aFine aggregates.
=650  \0$aAggregates (Building materials)
=650  \0$aConcrete.
=650  \0$aAggregates.
=650  \0$aPetrographic analysis.
=650  14$aPetrographic analysis.
=650  24$aFine aggregate.
=650  24$aMicro-deval abrasion.
=650  24$aRegression.
=650  24$aPrediction.
=650  24$aDurability.
=650  24$aMultivariate analysis.
=700  1\$aBoateng, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10135J.htm

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=001  CCA10136J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10136J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10136J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aS593
=082  04$a543$223
=100  1\$aGu, P.,$eauthor.
=245  10$aSome Applications of AC Impedance Spectroscopy in Cement Research /$cP Gu, P Xie, JJ Beaudoin.
=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$b15
=520  3\$aAC impedance techniques have been recently applied to investigate the electrical properties of hydrating cement pastes. A review of recent applications of AC impedance spectroscopy (ACIS) in cementitious materials studies including some relevant applications to microstructural characterization, silica fume content estimation, W-C ratio determination and microcracking of cement paste are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAC impedance spectroscopy.
=650  \0$aMicrocracking behavior.
=650  \0$aSilica fume.
=650  \0$aCement paste.
=650  \0$aAtomic absorption spectroscopy.
=650  \0$aCement$xAnalysis.
=650  \0$aEmission spectroscopy.
=650  14$aAC impedance spectroscopy.
=650  24$aCement paste.
=650  24$aSilica fume.
=650  24$aMicrocracking behavior.
=700  1\$aXie, P.,$eauthor.
=700  1\$aBeaudoin, JJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10136J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10137J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10137J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10137J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/35$223
=100  1\$aKhaloo, AR.,$eauthor.
=245  10$aCrushed Tile Coarse Aggregate Concrete /$cAR Khaloo.
=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$b2
=520  3\$aThis paper investigates the potential of crushed tiles as coarse aggregate in concrete. Test results of bulk, saturated surface dry (SSD) and apparent specific gravities, bulk unit weight, water absorption, resistance to abrasion, percent of voids and grading (performed as per ASTM standards) on two types of crushed tiles were compared with the results of conventional crushed stone aggregate. Also included are results from tests on concrete cylinders under uniaxial compression, split tension, and beams under flexure to determine the influence of variables of test age on concrete strength, type of tiles, and ratio of volume of crushed tile to the total volume of coarse aggregate in concrete. Recommendations for use of crushed tile as coarse aggregates in concrete are given.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aApplication.
=650  \0$aBroken tile.
=650  \0$aCoarse aggregate.
=650  \0$aConcrete.
=650  \0$aCrushed tile.
=650  \0$aIndustrial waste.
=650  \0$aPhysical characteristics.
=650  \0$aStrength.
=650  \0$aTests.
=650  \0$aAggregate gradation.
=650  \0$aRoad construction.
=650  \0$aCoarse aggregates.
=650  14$aCoarse aggregate.
=650  24$aBroken tile.
=650  24$aCrushed tile.
=650  24$aConcrete.
=650  24$aIndustrial waste.
=650  24$aPhysical characteristics.
=650  24$aStrength.
=650  24$aApplication.
=650  24$aTests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10137J.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/CCA10138J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10138J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aKhayat, KH.,$eauthor.
=245  10$aHigh-Strength Concrete Properties Derived from Compressive Strength Values /$cKH Khayat, JA Bickley, RD Hooton.
=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$b26
=520  3\$aThe determinations of modulus of elasticity and flexural and splitting tensile strengths often involve complicated testing procedures compared to compressive strength testing. These properties can be estimated using existing relationships between them and compressive strength values. However, most of the existing correlations have been derived for mixtures with compressive strengths less than 80 MPa and may not be applicable to mixtures of greater strengths. This paper compares compressive strength, splitting tensile strength, flexural strength, and modulus of elasticity values to similar results predicted by national codes and alternatives suggested by various researchers. Commercially available and laboratory-prepared concrete mixtures with 28-d compressive strengths of 45 to 110 MPa were tested.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aFlexural strength.
=650  \0$aHigh-strength concrete.
=650  \0$aModulus of elasticity.
=650  \0$aSplitting tensile strength.
=650  \0$aStrength gain.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  14$aCode formulae.
=650  24$aCompressive strength.
=650  24$aFlexural strength.
=650  24$aHigh-strength concrete.
=650  24$aModulus of elasticity.
=650  24$aSplitting tensile strength.
=650  24$aStrength gain.
=700  1\$aBickley, JA.,$eauthor.
=700  1\$aHooton, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10138J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10139J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10139J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA445.5
=082  04$a620.1723$223
=100  1\$aTullmin, M.,$eauthor.
=245  14$aThe Passivation of Reinforcing Steel Exposed to Synthetic Pore Solution and the Effect of Calcium-Nitrite Inhibitor /$cM Tullmin, L Mammoliti, R Sohdi, CM Hansson, BB Hope.
=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$b20
=520  3\$aPotentiodynamic polarization studies were conducted on rebar steel in a simulated cement paste pore solution containing sodium chloride, with and without additions of calcium-nitrite inhibitor. The rebar steel passivated spontaneously and displayed an extensive passive potential range in both cases. Surprisingly, however, passivity breakdown was observed to occur at a lower potential in the inhibited solution. XPS surface analysis indicated a similar composition of the passive films formed in the inhibited and uninhibited pore solutions. Only trace amounts of nitrogen were detected in the passive films. On the basis of the XPS results and the reported nitrite-inhibition mechanism, it would appear that the smaller passive potential range associated with the inhibitor additions is related to a decrease in pH recorded after the inhibitor addition.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcium nitrite.
=650  \0$aChloride.
=650  \0$aPassivation.
=650  \0$aReinforcing Steel.
=650  \0$aReinforcing bars$xCorrosion.
=650  \0$aReinforced concrete$xCorrosion.
=650  \0$aStainless steel$xCorrosion.
=650  \0$aPore solution.
=650  14$aReinforcing steel.
=650  24$aPassivation.
=650  24$aCalcium nitrite.
=650  24$aChloride.
=650  24$aPore solution.
=700  1\$aMammoliti, L.,$eauthor.
=700  1\$aSohdi, R.,$eauthor.
=700  1\$aHansson, CM.,$eauthor.
=700  1\$aHope, BB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10139J.htm

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=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10140J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10140J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aGebhardt, RF.,$eauthor.
=245  10$aSurvey of North American Portland Cements :$b1994 /$cRF Gebhardt.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$a1 online resource (45 pages) :$billustrations, figures, tables
=336  \\$atext$2rdacontent
=337  \\$acomputer$2rdamedia
=338  \\$aonline resource$2rdacarrier
=347  \\$atext file$bPDF$2rda
=504  \\$aIncludes bibliographical references$b4
=520  3\$aA survey of portland cements marketed in North America was conducted in 1994 under the sponsorship of ASTM Committee C-1 on Cement. The primary purpose of the survey was to provide modern data on cement characteristics and to aid C-1 subcommittees in evaluating standard development needs. The last previous survey of similar scope was done by the National Bureau of Standards on cements procured in 1953 and 1954, with the data published during the period from 1965 through 1971 (Clifton and Mathey 1971; Blaine et al. 1965). The NBS survey differed in scope by including large amounts of testing data on concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aNorth American portland cements.
=650  \0$aPortland cement physical properties.
=650  \0$aPortland cement survey.
=650  \0$aPortland cement.
=650  \0$aPortland cement composition.
=650  \0$aPortland cement$xAnalysis.
=650  14$aPortland cement.
=650  24$aPortland cement composition.
=650  24$aPortland cement physical properties.
=650  24$aPortland cement survey.
=650  24$aNorth American portland cements.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10140J.htm

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=001  CCA10141J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10141J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10141J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aSykora, V.,$eauthor.
=245  10$aAmendment of Appendix X2 in ASTM C 917 Evaluation of Cement Uniformity from a Single Source /$cV Sykora.
=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.
=520  3\$aTest Method for Evaluation of Cement Strength Uniformity from a Single Source (ASTM C 917) in the ASTM Annual Book of Standards, Volume 4.01, Cement, Lime, and Gypsum provides methods to evaluate the cement strength uniformity from a single source. Test data comparing 1976 through 1977 and 1991 show a general increase in strengths over that period of time. In 1976, 45% of the labs had annual average 7-day strengths less than 27.6 MPa (4000 psi), while in 1991 none of the plants had averages below that level. The data show the cement industry, overall, shipped a more consistent product in 1991 compared to 1976 through 1977. The percentage of plants with a standard deviation below 2.1 MPa (300 psi) at 7 days increased from 63 to 81% during that time period. A higher percentage of plants had the total coefficient of variation and corrected deviations below 6%. The testing error remained the same with the 1976 data and the 1991 data, but the testing error coefficient of variation improved.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement strength uniformity.
=650  \0$aCement strength.
=650  \0$aCompressive strengths.
=650  \0$aProduction deviation.
=650  \0$aSingle source variation.
=650  \0$aTesting deviation.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  14$aCement strength uniformity.
=650  24$aCement strength.
=650  24$aCompressive strengths.
=650  24$aTesting deviation.
=650  24$aProduction deviation.
=650  24$aSingle source variation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10141J.htm

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=001  CCA10142J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10142J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10142J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA438
=082  04$a620.135$223
=100  1\$aBright, RP.,$eauthor.
=245  00$aIntroduction to Symposium on Polymer-Modified Concrete and Mortars :$bBuilding on the Past and Moving into the Future /$cRP Bright, PL Fitzgerald, MJ O'Brien.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=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 following six papers were presented as a part of a symposium on “Polymer-Modified Concrete and Mortars: Building on the Past and Moving into the Future.” The symposium was held on 20 June 1995 in Denver, Colorado and sponsored by ASTM Committee C-9 on Concrete and Aggregates and its Subcommittee C09.14 on Polymer-Modified Concrete and Mortars.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement composites.
=650  \0$aPolymer-impregnated cement.
=650  \0$aPolymer-impregnated concrete.
=650  \0$aMortars.
=700  1\$aFitzgerald, PL.,$eauthor.
=700  1\$aO'Brien, MJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10142J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10143J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10143J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10143J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a624.1/834$223
=100  1\$aPinelle, DJ.,$eauthor.
=245  10$aCuring Stresses in Polymer-Modified Repair Mortars /$cDJ Pinelle.
=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$b5
=520  3\$aAccurate correlation between standard test results and observed field performance of repair mortars has been difficult to achieve. A study was conducted in an attempt to understand the development of physical properties and induced tensile stresses as a repair material cures and how these affect the likelihood of early age cracking. A mathematical model was developed to predict when induced stresses may be sufficient to crack a repair mortar while curing. Using this technique, the influence of two polymers on a generic mortar was investigated in the laboratory. The laboratory study included measurements over time of tensile strength, drying shrinkage, tensile modulus of elasticity, and tensile creep. The model's predictions were checked by placing the studied mortars in a simulated repair situation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCracking.
=650  \0$aCreep.
=650  \0$aCuring stresses.
=650  \0$aMathematical model.
=650  \0$aModulus of elasticity.
=650  \0$aShrinkage.
=650  \0$aTensile strength.
=650  \0$aTensile stress.
=650  \0$aConcrete construction.
=650  \0$aConcrete$xCracking.
=650  \0$aConcrete$xCreep.
=650  \0$aRepair mortar.
=650  14$aCracking.
=650  24$aRepair mortar.
=650  24$aCuring stresses.
=650  24$aModulus of elasticity.
=650  24$aCreep.
=650  24$aTensile strength.
=650  24$aShrinkage.
=650  24$aTensile stress.
=650  24$aMathematical model.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10143J.htm

=LDR  03762nab  2200553 i 4500
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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10144J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10144J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE192
=082  04$a625.7/072073$223
=100  1\$aGlauz, DL.,$eauthor.
=245  12$aA Latex-Modified Concrete Overlay on Plain-Jointed Concrete Pavement /$cDL Glauz.
=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$b5
=520  3\$aA latex-modified concrete overlay was placed on Interstate 5 in Northern California at a Strategic Highway Research Program SPS-6 test site. The objective of the test was to evaluate a potentially lower cost latex overlay system. The cost of the overlay would be reduced by eliminating surface prewetting and the wet burlap cure. The test section was placed 300-m long across three lanes. Unusual features of the overlay were: (1) it was placed on a dry substrate, (2) latex content was 43% higher than conventional practice, (3) cure was by curing compound rather than wet burlap, and (4) it was on a plain jointed portland cement concrete pavement. Bond to the substrate was very good. Curing compound provided an adequate curing membrane when applied at the proper rate. The system was evaluated annually. To date, the only problem has been at the joints, which present a serious problem for a bonded overlay. Delaminations or spalls have occurred at most of the transverse joints. The objective was met although the system is not suitable for use on jointed pavements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLatex-modified concrete overlay.
=650  \0$aPlain-jointed concrete pavement.
=650  \0$aPavement performance.
=650  \0$aHighway maintenance.
=650  \0$aConcrete bridges.
=650  \0$aConcrete pavements.
=650  14$aLatex-modified concrete overlay.
=650  24$aPlain-jointed concrete pavement.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10144J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10145J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10145J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10145J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH2521
=082  04$a690/.16$223
=100  1\$aAlexanderson, J.,$eauthor.
=245  10$aSelf-Smoothing Industrial Floors /$cJ Alexanderson.
=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$b3
=520  3\$aSelf-smoothing industrial floors have been developed in Sweden over the last 15 years.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aContinuous mixing.
=650  \0$aIndustrial floors.
=650  \0$aPolymer modification.
=650  \0$aRolling wheel loading.
=650  \0$aFlooring.
=650  \0$aFloors$xDesign and construction.
=650  \0$aSelf-smoothing.
=650  14$aSelf-smoothing.
=650  24$aIndustrial floors.
=650  24$aPolymer modification.
=650  24$aRolling wheel loading.
=650  24$aContinuous mixing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10145J.htm

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=001  CCA10146J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10146J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10146J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA437
=082  04$a620.1/2$223
=100  1\$aKuhlmann, LA.,$eauthor.
=245  10$aProperties of a Non-Film Forming Latex in Ceramic Tile Mortar /$cLA Kuhlmann.
=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$b2
=520  3\$aLatexes currently used for modifying portland cement contribute many property improvements to mortar and concrete. Many different polymers are used to make these latexes, but all have one thing in common: they form a film at normal working temperatures. It is the formation of this film that is generally understood to be critical to the performance of these latexes in portland cement and responsible for certain of the property improvements in the hardened mortar and concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCeramic tile.
=650  \0$aLatex mortar.
=650  \0$aNon-film forming.
=650  \0$aMortar $xTesting.
=650  \0$aMasonry.
=650  14$aCeramic tile.
=650  24$aLatex mortar.
=650  24$aNon-film forming.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10146J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10147J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10147J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10147J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aCi, X.,$eauthor.
=245  10$aAcrylic Powder Modified Portland Cement /$cX Ci, RR Falconio.
=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$b6
=520  3\$aThe key functions of polymer in modifying cement for both indoor and outdoor applications have been identified and demonstrated through years of practice since the early 1960s. The effectiveness of using pure acrylic polymer in cement modification can be credited to the unique acrylic chemistry in combination with special polymer designs and processes. Both acrylic powder and acrylic latex rely on the acrylic backbone to provide excellent performance and durability, especially for exterior applications. Acrylic redispersible powder recently developed preserves acrylic latex performance in mechanical strength, adhesion, and water resistance as demonstrated by various tests under wet- and dry-exposure conditions. In addition, use of acrylic powder as a “one-package” alternative to latex facilitates on-site handling, environmental protection, and reduces packaging and transportation costs.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcrylic.
=650  \0$aDurability.
=650  \0$aFlexibility.
=650  \0$aPolymer modification of cement mortar.
=650  \0$aRedispersible powder.
=650  \0$aWater resistance.
=650  \0$aPavements, Concrete$xMaintenance and repair.
=650  \0$aPortland cement$xAnalysis.
=650  14$aAcrylic.
=650  24$aRedispersible powder.
=650  24$aPolymer modification of cement mortar.
=650  24$aDurability.
=650  24$aFlexibility.
=650  24$aWater resistance.
=700  1\$aFalconio, RR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10147J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10148J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10148J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA681
=082  04$a666/.89$223
=100  1\$aBright, RP.,$eauthor.
=245  10$aComparison of Liquid Dispersions with Spray-Dried Acrylic Polymers as Modifiers of a Cement-Based Patching Material /$cRP Bright.
=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$b3
=520  3\$aThis study was carried out to compare the performance of dry polymers to the more conventional liquid-based polymers in a general purpose patching mortar. A series of polymer-modified mortars were thus evaluated, comparing two spray-dried redispersible acrylic powders with two water-based polymers: an acrylic dispersion and a styrene-butadiene rubber dispersion.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcrylic polymers.
=650  \0$aEmulsions.
=650  \0$aLatex-modified mortars.
=650  \0$aPatching mortars.
=650  \0$aPolymer-modified mortars.
=650  \0$aPortland cement.
=650  \0$aRedispersible powders.
=650  \0$aStyrene-butadiene rubber.
=650  \0$aConcrete coatings.
=650  \0$aConcrete$xCuring.
=650  \0$aPolymers.
=650  \0$aAcrylic resins.
=650  14$aPolymer-modified mortars.
=650  24$aPortland cement.
=650  24$aAcrylic polymers.
=650  24$aRedispersible powders.
=650  24$aEmulsions.
=650  24$aLatex-modified mortars.
=650  24$aPatching mortars.
=650  24$aStyrene-butadiene rubber.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10148J.htm

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=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10153J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10153J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a666/.94$223
=100  1\$aAl-Amoudi, OSB,$eauthor.
=245  10$aPerformance and Correlation of the Properties of Fly Ash Cement Concrete /$cOSB Al-Amoudi, M Maslehuddin, IM Asi.
=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$b15
=520  3\$aThis investigation was conducted to evaluate the performance of fly ash cement concrete specimens made by cement replacement levels of 0, 10, 20, 30, and 40% with Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete (ASTM C 618) Class F fly ash. Compressive strength, pulse velocity, porosity, and water permeability were determined after 28, 90, 180, and 360 days of water curing. Reinforced concrete specimens were used to assess the corrosion-resistance of plain and fly ash cement concretes in chloride environments. The corrosion potentials on steel were measured at periodic intervals to determine the time-to-initiation of reinforcement corrosion. The data generated was statistically analyzed to ascertain the relationship between the various properties of plain and fly ash cement concretes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aFly ash.
=650  \0$aPermeability.
=650  \0$aPorosity.
=650  \0$aPortland cement.
=650  \0$aPozzolanic reaction.
=650  \0$aPulse velocity.
=650  \0$aStatistical analyses.
=650  \0$aFly ash.
=650  \0$aCement.
=650  \0$aConcrete.
=650  14$aCompressive strength.
=650  24$aFly ash.
=650  24$aPermeability.
=650  24$aPorosity.
=650  24$aPortland cement.
=650  24$aPozzolanic reaction.
=650  24$aPulse velocity.
=650  24$aStatistical analyses.
=700  1\$aMaslehuddin, M.,$eauthor.
=700  1\$aAsi, IM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10153J.htm

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=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10154J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10154J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA442.5
=082  04$a620.1/3633$223
=100  1\$aToutanji, HA.,$eauthor.
=245  10$aTensile and Compressive Strength of Silica Fume-Cement Pastes and Mortars /$cHA Toutanji, T El-Korchi.
=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$b34
=520  3\$aThe effect of silica fume on the compressive and uniaxial direct tensile strength of portland cement paste and mortar is reported. Sixteen and 25% of the cement used in the paste and in the mortar, measured by mass, was replaced by silica fume. Four different W/C ratio mixtures were tested: 0.22, 0.25, 0.28, and 0.31. The super-plasticizer content was adjusted for each mixture to provide a sufficient amount for efficient dispersion of the cement and silica fume particles, but also to make sure that there would be no excess of this additive that might lead to effects such as bleeding.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement paste.
=650  \0$aCementitious composites.
=650  \0$aCompressive strength.
=650  \0$aMortar.
=650  \0$aSilica fume.
=650  \0$aTensile strength.
=650  \0$aHigh strength concrete$xTesting.
=650  \0$aHigh performance concrete.
=650  \0$aCreep tests.
=650  14$aCementitious composites.
=650  24$aCement paste.
=650  24$aMortar.
=650  24$aTensile strength.
=650  24$aCompressive strength.
=650  24$aSilica fume.
=700  1\$aEl-Korchi, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10154J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10155J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10155J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/36/2$223
=100  1\$aMarchand, J.,$eauthor.
=245  10$aPrecision of Tests for Assessment of the Deicer Salt Scaling Resistance of Concrete /$cJ Marchand, R Pleau, M Pigeon.
=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$b18
=520  3\$aSome aspects of the variability of Test Method for Scaling Resistance of Concrete Surfaces Exposed to Deicing Chemicals (ASTM C 672) measurements are discussed in this paper. The influence of the operator's subjectivity on the visual rating is studied. The relationship between the visual rating and the cumulated mass of scaled-off particles is also analyzed. From a statistical analysis of several hundred different concrete mixtures, the variability of the test method is estimated for various types of concrete considering only the cumulated mass of scaled-off particles. Using the same statistical analysis, the precision of ASTM C 672 is finally compared to that of the Canadian brine immersion test (Precast Concrete Paving Blocks, CAN/CSA A231.2 M85) designed to assess the deicer salt scaling resistance of precast concrete elements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeicing.
=650  \0$aScaling.
=650  \0$aStatistical variability.
=650  \0$aTest methods.
=650  \0$aVisual rating.
=650  \0$aConcrete$xDeterioration.
=650  \0$aConcrete$xEffect of salt on.
=650  \0$aReinforced concrete$xDeterioration.
=650  14$aDeicing.
=650  24$aScaling.
=650  24$aStatistical variability.
=650  24$aTest methods.
=650  24$aVisual rating.
=700  1\$aPleau, R.,$eauthor.
=700  1\$aPigeon, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10155J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10156J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10156J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA444
=082  04$a624.18341$223
=100  1\$aKhaloo, AR.,$eauthor.
=245  10$aMechanical Properties of Normal to High-Strength Steel Fiber-Reinforced Concrete /$cAR Khaloo, N Kim.
=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$b15
=520  3\$aA total of 84 specimens were tested to study the effect of concrete strength on the mechanical properties of concrete reinforced with randomly distributed steel fibers. The concrete strengths investigated include 25 MPa for normal-strength (NSC), 50 MPa for medium-strength (MSC), and 69 MPa representing high-strength concrete (HSC). Fiber content ranges from 0 to 1.5% by volume of the concrete matrix. The influence of concrete strength on the compressive strength, splitting tensile strength, and modulus of rupture of steel fiber-reinforced concrete (FRC) is presented. Based on the limited number of specimens tested, it was concluded that HSC provides considerable improvement in compressive strength for fiber content of up to 1% compared to that of NSC and MSC. Also, modulus of rupture of NSFRC considerably improves due to fiber compared to those of MSFRC and HSFRC. Splitting tensile strength results do not indicate a clear dependency to concrete compressive strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aConcrete strength.
=650  \0$aModulus of rupture.
=650  \0$aSplitting tensile strength.
=650  \0$aTests.
=650  \0$aFiber-reinforced concrete$xCongresses.
=650  \0$aFiber-reinforced concrete.
=650  \0$aSteel fibers.
=650  \0$aDeflection.
=650  \0$aStiffness.
=650  14$aCompressive strength.
=650  24$aFiber-reinforced concrete.
=650  24$aModulus of rupture.
=650  24$aSplitting tensile strength.
=650  24$aConcrete strength.
=650  24$aSteel fibers.
=650  24$aTests.
=700  1\$aKim, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10156J.htm

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=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10157J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10157J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA437
=082  04$a620.1/2$223
=100  1\$aHelmuth, R.,$eauthor.
=245  10$aFactors Influencing Flow and Strength of Standard Mortars and Reappraisal of ASTM Test Methods for Fly Ash /$cR Helmuth.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$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$b18
=520  3\$aModified Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland-Cement Concrete (ASTM C 311) Pozzolanic (Strength) Activity Index tests with five fly ashes and two portland cements were done to compare results with those of standard tests. When sand contents (at constant water and cement contents) were varied, strengths of 38°C cured mortars decreased (−30 to −50 kPa/g of sand added in mixes containing 1370 to 1570 grams of sand) for different cement/fly ash blends. When water contents (at constant sand contents) were varied, strengths varied (−125 to +190 kPa/mL), strengths tending to increase because of paste volume increases with water content. Flow of mortars in both kinds of tests increase nearly linearly with paste volume fractions; the slopes are related by a factor of 0.60 ± 0.04. Accelerated curing at 38°C for tests at 28 days usually yields higher relative strengths than after curing at 23°C for 91 days. Multiple linear regression equations using both kinds of test data are solved at specified flow and strength values to determine proportions and mortar volume yields. This more general performance test ranks fly ashes (or cementitious mixtures) by mortar volume yield at equal flow and strength, and is suggested as a candidate to replace the present Strength Activity Index test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlow.
=650  \0$aFly ash.
=650  \0$aMortar.
=650  \0$aPozzolanic activity.
=650  \0$aProportions.
=650  \0$aSpecifications.
=650  \0$aStandards.
=650  \0$aStrength.
=650  \0$aTest methods.
=650  \0$aMortar $xTesting.
=650  \0$aPortland cement.
=650  \0$aFlow and Strength.
=650  14$aMortar.
=650  24$aFlow.
=650  24$aStrength.
=650  24$aFly ash.
=650  24$aPortland cement.
=650  24$aPozzolanic activity.
=650  24$aProportions.
=650  24$aStandards.
=650  24$aTest methods.
=650  24$aSpecifications.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10157J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10158J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10158J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA405
=082  04$a620.1/12$223
=100  1\$aLi, Y.,$eauthor.
=245  14$aThe Strength and Microstructure of High-Strength Paste Containing Silica Fume /$cY Li, BW Langan, MA Ward.
=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$b11
=520  3\$aThis paper describes the effect of silica fume on the strength and microstructure of high-strength paste. The particular tests carried out included: compressive strength, pore structure (mercury porosimetry), calcium hydroxide content, evaporable and non-evaporable water contents, and X-ray diffraction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcium hydroxide content.
=650  \0$aCompressive strength.
=650  \0$aDegree of hydration.
=650  \0$aMicrostructure.
=650  \0$aSilica fume.
=650  \0$aStrength paste.
=650  \0$aStrength of materials.
=650  14$aSilica fume.
=650  24$aStrength paste.
=650  24$aCompressive strength.
=650  24$aMicrostructure.
=650  24$aCalcium hydroxide content.
=650  24$aDegree of hydration.
=700  1\$aLangan, BW.,$eauthor.
=700  1\$aWard, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10158J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10159J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10159J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/36$223
=100  1\$aBatis, G.,$eauthor.
=245  10$aDurability of Reinforced Lightweight Mortars with Corrosion Inhibitors /$cG Batis, N Kouloumbi, A Katsiamboulas.
=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$b36
=520  3\$aThe aim of this experimental work is the examination of the performance of reinforced mortar specimens containing Greek fine-pumice aggregates together with corrosion inhibitors (sodium nitrite or sodium benzoate or iron oxides) added in order to lower the corrosion rate of steel reinforcement in a chloride environment. The durability of the specimen was evaluated by measuring the corrosion potential and the mass loss time dependence of the steel rebar, the carbonation depth, the porosity, and the compressive strength of the specimens. Correlation of the above results revealed that the corrosion inhibitors examined have a protective effect on the steel, while the changes of the mechanical strength of the relative lightweight mortars are not significant compared to the practical needs. The most efficient inhibitor was sodium nitrite in both concentrations examined, that is, 2 and 5%.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCorrosion inhibitors.
=650  \0$aSodium nitrite.
=650  \0$aDurability.
=650  \0$aLightweight aggregates.
=650  \0$aSteel reinforcements.
=650  \0$aCorrosion.
=650  14$aLightweight aggregates.
=650  24$aCorrosion.
=650  24$aSteel reinforcements.
=650  24$aCorrosion inhibitors.
=650  24$aSodium nitrite.
=700  1\$aKouloumbi, N.,$eauthor.
=700  1\$aKatsiamboulas, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10159J.htm

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=024  7\$a10.1520/CCA10166J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10166J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aWalker, HN.,$eauthor.
=245  10$aMethods and Equipment Used in Preparing and Examining Fluorescent Ultrathin Sections of Portland Cement Concrete /$cHN Walker, BF Marshall.
=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$b8
=520  3\$aThe method of preparation is explained for fluorescent dye-impregnated polished ultrathin sections of portland cement concrete used for a study of the microstructure of concrete. The sections were examined with a microscope that combines the features of a petrographic microscope with those of a microscope having incident fluorescing capabilities. Photomicrographs are used to illustrate microcracks, hollow shell hydration, impermeable areas, and the influence of coatings on aggregate particles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aCracks.
=650  \0$aHardened cement paste.
=650  \0$aHydration.
=650  \0$aImpregnation.
=650  \0$aMicroscopy.
=650  \0$aMicrostructure.
=650  \0$aThin sections.
=650  \0$aVoids.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  \0$aPetrography.
=650  \0$aFluorescence.
=650  \0$aAggregate characteristics.
=650  14$aConcretes.
=650  24$aPetrography.
=650  24$aMicrostructure.
=650  24$aFluorescence.
=650  24$aMicroscopy.
=650  24$aImpregnation.
=650  24$aThin sections.
=650  24$aHardened cement paste.
=650  24$aAggregate characteristics.
=650  24$aCracks.
=650  24$aHydration.
=650  24$aVoids.
=700  1\$aMarshall, BF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10166J.htm

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=024  7\$a10.1520/CCA10167J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10167J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.136$223
=100  1\$ade Sousa Coutinho, A.,$eauthor.
=245  10$aAspects of Sulfate Attack on Concrete /$cA de Sousa Coutinho.
=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$b9
=520  3\$aThis paper discusses three aspects of sulfate attack on concrete that are important in understanding the development of sulfate-resisting concretes. These are: the importance of a precipitated layer of reaction products at the surface of the concrete, the role of aggregate type in the formation of ettringite, and the importance of the alkalinity of the medium in which the ettringite is formed. It is shown that alumina of kaolinized feldspar react with sulfates in a supersaturated lime medium, giving rise to expansive ettringite. It is also shown that lowering the concentration of lime in the medium inhibits expansion; this is accomplished by replacing 40% or more of the cement with pozzolan.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aPortland cements.
=650  \0$aPozzolans.
=650  \0$aReactive aggregates.
=650  \0$aSulfate-resisting cements.
=650  \0$aConcrete.
=650  \0$aConcrete$xAdditives.
=650  \0$aPortland cement.
=650  \0$aCement additives.
=650  14$aConcretes.
=650  24$aPortland cements.
=650  24$aSulfate-resisting cements.
=650  24$aCement additives.
=650  24$aPozzolans.
=650  24$aReactive aggregates.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10167J.htm

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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10168J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10168J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3633$223
=100  1\$aSwamy, RN.,$eauthor.
=245  14$aThe Ring Method of Measuring Restrained Shrinkage in Mortar and Concrete /$cRN Swamy, AK Bandyopadhyay, H Stavrides.
=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$b17
=520  3\$aThis paper describes an improved steel-ring test method for determining tensile stresses induced by the restrained shrinkage of either mortar or concrete. The method permits measurement of shrinkage stresses at ages as early as five hours after casting. The specimens used were 102-mm (4-in.) thick rings with an outer diameter of 660 mm (26 in.). Graphic data are presented to validate the efficacy of the method. Restrained shrinkage measurements are given for plain mortar, mortar incorporating alkali-resistant glass fibers, and plain concrete (both normal weight, incorporating gravel aggregate, and lightweight, incorporating expanded slate aggregate). Also shown are the effects of heat of hydration associated with special hydraulic cements (aluminous and ultrafine Type I portland)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete durability.
=650  \0$aConcretes.
=650  \0$aCracking (fracturing)
=650  \0$aFiber-reinforced mortars.
=650  \0$aMortars (material)
=650  \0$aRing tests.
=650  \0$aShrinkage stresses.
=650  \0$aSpecial cements.
=650  \0$aConcrete$xCreep.
=650  \0$aConcrete$xExpansion and contraction.
=650  \0$aHigh strength concrete.
=650  \0$aLightweight concrete.
=650  \0$aCreep tests.
=650  \0$aShrinkage.
=650  14$aConcretes.
=650  24$aMortars (material)
=650  24$aShrinkage.
=650  24$aConcrete durability.
=650  24$aCracking (fracturing)
=650  24$aRing tests.
=650  24$aShrinkage stresses.
=650  24$aSpecial cements.
=650  24$aFiber-reinforced mortars.
=700  1\$aBandyopadhyay, AK.,$eauthor.
=700  1\$aStavrides, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10168J.htm

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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10169J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10169J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQE471.2
=082  04$a553.6/22$223
=100  1\$aBarnes, BD.,$eauthor.
=245  10$aScanning Electron Microscope Characterization of the Surfaces of ASTM C 109 Standard Ottawa Sand Grains /$cBD Barnes, S Diamond, WL Dolch.
=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$b2
=520  3\$aSurface microstructural features of Ottawa sand prescribed for mortar strength tests of portland cements in ASTM C 109 have been examined by scanning electron microscopy. The observed features include large areas of rounded grain surface that appear etched or frosted at low magnification and are seen to consist of sharp hills and valleys on a scale of a few micrometres; some areas of smooth planar surfaces representing cleavage planes; a number of large dish-shaped concavities thought to arise through conchoidal fractures associated with violent grain-to-grain contact; and incised lines separating some of the frosted surface into roughly polygonal blocks about 50 μm across. The frosted areas probably represent the results of repeated local dissolution and reprecipitation of silica.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectron microscopy.
=650  \0$aMicrostructure.
=650  \0$aQuartz.
=650  \0$aSands.
=650  \0$aSilica.
=650  \0$aSurface properties.
=650  \0$aSand$xMicrostructure.
=650  14$aSands.
=650  24$aSurface properties.
=650  24$aElectron microscopy.
=650  24$aMicrostructure.
=650  24$aSilica.
=650  24$aQuartz.
=700  1\$aDiamond, S.,$eauthor.
=700  1\$aDolch, WL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10169J.htm

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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10170J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10170J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE275
=082  04$a625.8$223
=100  1\$aRahal, AS.,$eauthor.
=245  10$aLow-Void Concrete Mixtures /$cAS Rahal, JH Havens.
=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$b11
=520  3\$aThe purpose of this study was to modify concrete mix design formulas so that all water over and above that needed for hydration could be replaced with a nonevaporable liquid material or a super water-reducer or superplasticizer, thus producing a low-void concrete. A water cement ratio of 0.244 to 0.30 was presumed minimal for hydration of the cement. Several polymeric materials, asphalts, oils, and superplasticizers were used. Success was achieved with two latexes, one epoxy, and several superplasticizers. The use of these materials in concrete resulted in improved strength, reduction of air voids and permeability, and improved resistance to corrosive chloride salts.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBridge decks.
=650  \0$aCorrosion resistance.
=650  \0$aDurability.
=650  \0$aEpoxies.
=650  \0$aLatexes.
=650  \0$aNonevaporable liquids.
=650  \0$aPermeability.
=650  \0$aSuperplasticizers.
=650  \0$aVoids.
=650  \0$aConcretes.
=650  \0$aHot mix paving mixture.
=650  14$aConcretes.
=650  24$aBridge decks.
=650  24$aCorrosion resistance.
=650  24$aVoids.
=650  24$aDurability.
=650  24$aNonevaporable liquids.
=650  24$aLatexes.
=650  24$aSuperplasticizers.
=650  24$aEpoxies.
=650  24$aPermeability.
=700  1\$aHavens, JH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10170J.htm

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=024  7\$a10.1520/CCA10171J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10171J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aPopovics, S.,$eauthor.
=245  10$aJudging the Precision and Reliability of Standard Test Methods /$cS Popovics.
=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$b26
=520  3\$aResults of materials tests are influenced not only by the measured property but also by such distorting factors as random and regular errors in testing or sampling. Knowledge of the magnitude of such factors is useful, since the smaller their contribution to the test results the more reliable the results are. It is argued that the most suitable method of obtaining such knowledge is breaking down the total variation in test results into meaningful components such as testing variance, sampling variance, and material variance. Application of this method is illustrated for the ASTM Test for Slump of Portland Cement Concrete (C 143-74). This illustration also shows that, contrary to general belief, this test is no less reliable than the standard tests for compressive strength, air content, or unit weight determinations of concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccuracy.
=650  \0$aAnalysis of variance.
=650  \0$aConcretes—portland cement.
=650  \0$aMaterial variance.
=650  \0$aPrecision.
=650  \0$aRuggedness tests.
=650  \0$aSampling variance.
=650  \0$aSlump tests.
=650  \0$aTesting variance.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  14$aConcretes—portland cement.
=650  24$aAnalysis of variance.
=650  24$aPrecision.
=650  24$aAccuracy.
=650  24$aRuggedness tests.
=650  24$aSlump tests.
=650  24$aSampling variance.
=650  24$aTesting variance.
=650  24$aMaterial variance.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10171J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10174J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10174J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aCarrasquillo, RL.,$eauthor.
=245  10$aHigh-Strength Concrete :$bAn Annotated Bibliography 1930–1979 /$cRL Carrasquillo, AH Nilson, FO Slate.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1980.
=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$b120
=520  3\$aThe purpose of this bibliography is to present a guide to the existing literature on high-strength concrete. This bibliography covers most of the relevant writings of this subject in the English language and some writings in other languages. High-strength concretes are here defined as concretes with strengths considerably higher than usually obtained by a given production process. There is general agreement on the need for a unified effort for the development of knowledge of this new material so that it may be used with confidence in design and construction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBibliographies.
=650  \0$aConcrete.
=650  \0$aHigh-strength concrete.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  14$aConcrete.
=650  24$aBibliographies.
=650  24$aHigh-strength concrete.
=700  1\$aNilson, AH.,$eauthor.
=700  1\$aSlate, FO.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10174J.htm

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=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10175J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10175J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aDunstan, ER.,$eauthor.
=245  12$aA Possible Method for Identifying Fly Ashes That Will Improve the Sulfate Resistance of Concretes /$cER Dunstan.
=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$b24
=520  3\$aCurrent methods for determining sulfate resistance of fly ash concrete often require several years of testing. An accepted method that can be used to predict sulfate resistance in a few days does not exist. A hypothesis is submitted as a possible step towards development of a comprehensive theory. The sulfate reactivity of fly ash is characterized by its chemical composition. One high calcium fly ash was shown to react similarly to blast-furnace slags. Sulfate resistance of comparable fly ash concretes is shown to correlate with ash composition; therefore, based on chemical composition of fly ash, a sulfate resistance factor R is proposed. The factor is the ratio (C-5)/F, where C is calcium oxide and F is ferric oxide in percent. When R is less than 1.5, a fly ash should improve the sulfate resistance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlast furnaces.
=650  \0$aCements.
=650  \0$aChemical properties.
=650  \0$aConcrete properties.
=650  \0$aConcrete tests.
=650  \0$aDeterioration.
=650  \0$aHydration.
=650  \0$aPhysical properties.
=650  \0$aPozzolan.
=650  \0$aSlags/specifications.
=650  \0$aSulfate attack.
=650  \0$aSulfate-resisting cement.
=650  \0$aSulfates.
=650  \0$aX-ray diffraction.
=650  \0$aFly ash.
=650  \0$aConcretes.
=650  14$aCements.
=650  24$aBlast furnaces.
=650  24$aChemical properties.
=650  24$aFly ash.
=650  24$aConcretes.
=650  24$aConcrete properties.
=650  24$aConcrete tests.
=650  24$aDeterioration.
=650  24$aHydration.
=650  24$aPhysical properties.
=650  24$aPozzolan.
=650  24$aSlags/specifications.
=650  24$aSulfate attack.
=650  24$aSulfate-resisting cement.
=650  24$aSulfates.
=650  24$aX-ray diffraction.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10175J.htm

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=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10176J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10176J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE200
=082  04$a625.8/4$223
=100  1\$aWhiting, D.,$eauthor.
=245  10$aEffect of Mixing Temperature on Slump Loss and Setting Time of Concrete Containing High-Range Water Reducers /$cD Whiting.
=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$b15
=520  3\$aConcretes containing high-range water reducers (HRWR) based on naphthalene (NHRWR) and melamine (MHRWR) condensation products were batched, mixed, and tested at temperatures of 7, 16, 23, and 32°C (45, 60, 73, and 90°F). The amount of HRWR necessary to obtain a fixed slump and water-cement ratio was found to increase with a decrease in temperature below 23°C (73°F) and to remain fairly constant from 23 to 32°C (73 to 90°F). Slump loss showed a significant increase with an increase in temperature across the entire range studied. Mixtures containing melamine-based HRWR exhibited somewhat higher rates of slump loss than did those containing naphthalene-based HRWR when a cement containing a moderately high tricalcium aluminate (C3A) content was used. No consistent differences in slump loss were found between the two admixtures when a cement with a somewhat lower C3A content was tested. At the dosages used in this study, HRWR exhibited significant, though not excessive, retardation of set. It was found that certain combinations of HRWR and lignosulfonate or hydroxycarboxylic acid type retarders can have a moderating effect on slump loss at elevated temperatures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRetardants.
=650  \0$aSetting time.
=650  \0$aSlump tests.
=650  \0$aWater reducing agents.
=650  \0$aSetting (Concrete)
=650  \0$aSetting Time of Concrete.
=650  \0$aAdmixtures.
=650  \0$aCement.
=650  \0$aConcrete.
=650  14$aConcrete.
=650  24$aAdmixtures.
=650  24$aRetardants.
=650  24$aSetting time.
=650  24$aSlump tests.
=650  24$aWater reducing agents.
=650  24$aCement.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10176J.htm

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=024  7\$a10.1520/CCA10177J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10177J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/08s$223
=100  1\$aEhrenburg, DO.,$eauthor.
=245  13$aAn Analytical Approach to Gap-Graded Concrete /$cDO Ehrenburg.
=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$b7
=520  3\$aIn the mix proportioning process, the concept of minimum voids and the principle of minimum surface area are basically in conflict with each other. The former implies that a blend of several fractions of coarse aggregate is always superior to a single fraction. The latter states that for a given maximum size of aggregate a single fraction is superior to any blend. Between the two extremes—continuous gradation, on the one hand, and a single fraction of coarse aggregate, on the other—lies the vast and largely unexplored gray area of gap-graded mixes. In spite of the great variety of gradation patterns available in this area, certain general principles can be delineated and translated into a system of mix proportioning that is applicable to the total spectrum of concrete mixes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArea.
=650  \0$aConcrete.
=650  \0$aGap-graded.
=650  \0$aMixtures.
=650  \0$aParticle interference.
=650  \0$aVoids volume.
=650  \0$aVoids.
=650  \0$aWeymouth's limit.
=650  \0$aGap graded aggregates.
=650  \0$aConcrete pavements.
=650  \0$aAdmixtures.
=650  14$aConcrete.
=650  24$aVoids.
=650  24$aMixtures.
=650  24$aArea.
=650  24$aParticle interference.
=650  24$aWeymouth's limit.
=650  24$aGap-graded.
=650  24$aVoids volume.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10177J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10178J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10178J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.136$223
=100  1\$aMullen, WG.,$eauthor.
=245  10$aAir Content of Hardened Concrete from Comparison Electron Microscope Photographs /$cWG Mullen, CK Waggoner.
=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$b12
=520  3\$aThe purpose of the research reported in this paper is to provide a rapid means for determining the entrained air content of hardened concrete by using scanning electron microscope photographs of fractured faces of samples from hardened concrete. The method that has been developed and verified at a reasonable level of confidence consists of an array of low magnification scanning electron microscope photographs of fractured faces of concretes of known air contents. The air contents range from 0 to 20% in increments of approximately 1%. At a magnification of ×80, air-entrained bubbles interrupted by the fracture face are visible as portions of hollow spheres. To determine the air content of a concrete a random series of photographs is made of fractured faces, and these are compared as a group to the array of known air content photographs until a best match is made. With untrained personnel, 1 σ precision, where σ is the standard deviation, of less than 1.5% has been obtained in selecting the correct air content for a concrete with an unknown air content.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElectron microscopy.
=650  \0$aPhotomicrography.
=650  \0$aConcrete.
=650  \0$aAir entrainment.
=650  14$aConcrete.
=650  24$aAir entrainment.
=650  24$aElectron microscopy.
=650  24$aPhotomicrography.
=700  1\$aWaggoner, CK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10178J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10179J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10179J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10179J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH1611
=082  04$a690.0685$223
=245  00$aUse of CCRL Reference Sample Results for Precision Statements.
=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\$aThe need for precision statements for most cement test methods and many concrete test methods can be satisfied by data already in existence in the Cement and Concrete Reference Laboratory Reference Sample Program. A simple technique for extracting the pertinent data is presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcceptability.
=650  \0$aPrecision.
=650  \0$aQuality control.
=650  \0$aConcrete construction$xStandards.
=650  \0$aConstruction industry$xQuality control.
=650  \0$aConcrete.
=650  14$aConcrete.
=650  24$aPrecision.
=650  24$aQuality control.
=650  24$aAcceptability.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10179J.htm

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=001  CCA10182J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10182J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10182J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.136$223
=100  1\$aCzarnecka, ET.,$eauthor.
=245  10$aRoughness of Aggregates of Different Types by the Modified Fourier Method and Scanning Electron Microscopy /$cET Czarnecka, JE Gillott.
=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$b13
=520  3\$aThree types of aggregates obtained by partial crushing of pebbles of different lithology and erosional history were investigated quantitatively with the modified Fourier technique. All the crushed particles were rougher, that is, more elongated and textured than the natural pebbles from which they were obtained. Surface texture increases more rapidly than the elongation. However, roughness, shape, and surface texture of the aggregates depend on the lithology of the raw material. There was also a difference in trend between changes of roughness within natural and crushed particles of different types when the size of the pebbles investigated decreased. Provided the number of profiles is representative, the modified Fourier method yields precise numerical values. These data could lead to improved control of the roughness, shape, and texture characteristics that have an important effect on the properties of aggregates in concrete. Studies with the scanning electron microscope showed conchoidal fractures on the surfaces of quartzite particles and finer textural features on limestone surfaces. These detailed features add to the surficial macrotexture of profiles investigated by the Fourier method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aConcretes.
=650  \0$aFourier analysis.
=650  \0$aRoughness.
=650  \0$aScanning electron microscopy.
=650  \0$aShape.
=650  \0$aSurface properties.
=650  \0$aSurface texture.
=650  \0$aAggregates (Building materials)
=650  \0$aConcrete.
=650  14$aAggregates.
=650  24$aConcretes.
=650  24$aFourier analysis.
=650  24$aSurface properties.
=650  24$aRoughness.
=650  24$aScanning electron microscopy.
=650  24$aShape.
=650  24$aSurface texture.
=700  1\$aGillott, JE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10182J.htm

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=001  CCA10183J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10183J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10183J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666/.893$223
=100  1\$aWalker, HN.,$eauthor.
=245  10$aFormula for Calculating Spacing Factor for Entrained Air Voids /$cHN Walker.
=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$b5
=520  3\$aA spacing factor only for small voids is derived from the proportion of small voids to total voids. The formula can be used with any method of air determination in hardened concrete that includes denominating some voids as large and some as small. The formula is not dependent on the size criterion used. A graphic method of estimating the spacing factors is given: ¯L for total voids and ¯Ls for the proportion of small voids.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir.
=650  \0$aConcrete durability.
=650  \0$aConcretes.
=650  \0$aSpacing factor.
=650  \0$aVoids.
=650  \0$aAir entrained concrete.
=650  \0$aConcrete curing.
=650  14$aConcretes.
=650  24$aAir.
=650  24$aVoids.
=650  24$aConcrete durability.
=650  24$aSpacing factor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10183J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10184J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10184J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10184J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA438
=082  04$a620.135$223
=100  1\$aFontana, JJ.,$eauthor.
=245  10$aConcrete Polymer Materials as Alternative Construction Materials for Geothermal Applications—Field Evaluations /$cJJ Fontana, A Zeldin.
=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$b7
=520  3\$aA serious problem in the development of geothermal energy is that suitable, durable, and economical construction materials are not readily available. Hot brine and other aerated geothermal fluids are highly corrosive and attack most conventional construction materials. Brookhaven National Laboratory has been investigating the use of concrete polymer materials as alternative construction materials for geothermal processes. To date, successful field tests have been demonstrated at the Geyesers, the U.S. Bureau of Mines Corrosion Facility, and the East Mesa Geothermal Facility. This report is a survey of field and laboratory evaluations of concrete polymer materials that have been shown to be durable and economical as alternative construction materials.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aCorrosion tests.
=650  \0$aGeothermy.
=650  \0$aPolymers.
=650  \0$aPolymer concrete.
=650  \0$aPolymer-impregnated concrete.
=650  14$aConcretes.
=650  24$aPolymer concrete.
=650  24$aPolymer-impregnated concrete.
=650  24$aGeothermy.
=650  24$aPolymers.
=650  24$aCorrosion tests.
=700  1\$aZeldin, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10184J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10185J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10185J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10185J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP885
=082  04$a624/.1834$223
=245  00$aPigments for Integrally Colored Concrete.
=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.
=520  3\$aA Task Group of ASTM Subcommittee Section C09.03.08.05 has developed laboratory tests for lightfastness, alkali resistance, water wettability, and curing stability of pigments to be used to integrally color concrete. A general purpose carbon black, which was hydrophobic, did not pass the water wettability test, but a hydrophilic concrete-grade carbon black readily mixed with water. Many otherwise attractive pigments, such as chrome yellow and iron blue, did not pass the alkali resistance test. Ultramarine blue is resistant to most alkalies, but calcium hydroxide gradually decomposes it, especially at elevated temperatures; therefore, ultramarine blue did not pass the curing stability test. None of the organic pigments tested passed the lightfastness test. Of the pigments tested, only iron oxide (natural and synthetic), chromium oxide, cobalt blue, and carbon black (concrete grade) passed all four tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali resistance tests.
=650  \0$aConcretes.
=650  \0$aLightfastness.
=650  \0$aPigments.
=650  \0$aWater wettability.
=650  \0$aColor.
=650  \0$aConcrete.
=650  \0$aCuring stability.
=650  14$aConcretes.
=650  24$aAlkali resistance tests.
=650  24$aColor.
=650  24$aPigments.
=650  24$aCuring stability.
=650  24$aLightfastness.
=650  24$aWater wettability.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10185J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10186J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10186J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA435
=082  04$a624.183/3$223
=100  1\$aGouda, GR.,$eauthor.
=245  10$aQuick Determination of Cement Properties Through the Use of Hot-Pressing /$cGR Gouda, DM Roy.
=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$b7
=520  3\$aBy proper application of heat and pressure to a cement paste having a very low water/cement ratio W/C, a hard, strong, dense cylindrical specimen is formed in a very short time. Specimen preparation is simple and only a few grams of cement are required. Compression and splitting (modified tension) tests can be performed and the soundness of the cement can be predicted. Temperature, pressure, time, W/C, sample size, and cement fineness are the parameters that affect the degree of strength. With standardization of the hot-pressing parameters, the physical properties of the cement paste can be obtained quickly instead of after the usual waiting period of from one to four weeks.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCements.
=650  \0$aCompressive strength.
=650  \0$aPressure.
=650  \0$aQuick test for testing cement properties.
=650  \0$aTime.
=650  \0$aWater cement ratio.
=650  \0$aCement$xTesting.
=650  \0$aInterfaces.
=650  \0$aCement paste.
=650  \0$aHot pressing.
=650  14$aCements.
=650  24$aHot pressing.
=650  24$aWater cement ratio.
=650  24$aPressure.
=650  24$aCement paste.
=650  24$aTime.
=650  24$aCompressive strength.
=650  24$aQuick test for testing cement properties.
=700  1\$aRoy, DM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10186J.htm

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=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10187J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10187J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP883
=082  04$a666/.94$223
=100  1\$aBuchanan, CE.,$eauthor.
=245  10$aRapid Determination of the Predominant Form of Calcium Sulfate Found in Portland Cement and Its Effect on Premature Stiffening /$cCE Buchanan.
=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$b1
=520  3\$aThe object of this research program was to enable us to predict very rapidly the performance of portland cement in the field in relationship to abnormal setting characteristics. A cement water leach is prepared, and the filtrates are analyzed for calcium and sulfate. A sodium (DI) ethylenediaminetetraacetate acid (EDTA) titration is used for the calcium and a turbidimetric method is used for the sulfate. Based on the results obtained with this chemical procedure, quality control methods that fairly accurately predict whether a cement contains an excessive amount of either anhydrite or plaster of paris have been prepared.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcium sulfates.
=650  \0$aCements.
=650  \0$aPortland cements.
=650  \0$aStiffening.
=650  \0$aCalcium sulfate.
=650  \0$aPortland cement.
=650  14$aCements.
=650  24$aCalcium sulfates.
=650  24$aPortland cements.
=650  24$aStiffening.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10187J.htm

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=001  CCA10188J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10188J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10188J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA437
=082  04$a691.5$223
=100  1\$aConway, JT.,$eauthor.
=245  12$aA Method for the Determination of Consistency and Consistency Retention (Board Life) of Masonry Mortars /$cJT Conway.
=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 of field testing is presented to determine the consistency, consistency retention, and rate of stiffening of masonry mortars by the use of a modified concrete penetrometer. The equipment, procedure, and applications for the method are described.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBoard life.
=650  \0$aConsistency retention.
=650  \0$aConsistency.
=650  \0$aDisk.
=650  \0$aMeasuring instruments.
=650  \0$aMortars (material)
=650  \0$aRate of stiffening.
=650  \0$aRheological properties.
=650  \0$aRing-shaped mold.
=650  \0$aMasonry.
=650  \0$aMortars Testing.
=650  \0$aCements.
=650  14$aCements.
=650  24$aMasonry.
=650  24$aMortars (material)
=650  24$aMeasuring instruments.
=650  24$aRheological properties.
=650  24$aDisk.
=650  24$aRing-shaped mold.
=650  24$aConsistency.
=650  24$aBoard life.
=650  24$aConsistency retention.
=650  24$aRate of stiffening.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10188J.htm

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=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10189J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10189J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE1
=082  04$a625.725$223
=100  1\$aStark, D.,$eauthor.
=245  10$aAlkali-Silica Reactivity :$bSome Reconsiderations /$cD Stark.
=264  \1$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$b4
=520  3\$aNumerous instances have been recorded where the use of low alkali cement with certain volcanic aggregates has failed to prevent deleterious alkali-silica reactivity. Present testing using the ASTM Test for Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar-Bar Method) (C 227) may fail to identify this reactivity because testing is normally done with only high alkali cements. It is recommended that concurrent testing be done, using a range of both high and low alkali cements, to determine that maximum safe cement alkali level for each aggregate in question. Although the traditional limit of 0.60% alkali has prevented alkali aggregate reaction with many reactive aggregates, there are certain volcanic aggregates that require even lower alkali or the use of suitable pozzolanic materials to avoid alkali aggregate reactivity or both.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAndesite.
=650  \0$aBridges (structures)
=650  \0$aCements.
=650  \0$aExpansion.
=650  \0$aLow alkali cement.
=650  \0$aMortar bar tests.
=650  \0$aPavements.
=650  \0$aRhyolite.
=650  \0$aAsphalt concrete$xAdditives.
=650  \0$aAlkali aggregate reactions.
=650  \0$aBridges (structures)
=650  \0$aStructural analysis.
=650  14$aCements.
=650  24$aAlkali aggregate reactions.
=650  24$aAndesite.
=650  24$aBridges (structures)
=650  24$aExpansion.
=650  24$aPavements.
=650  24$aRhyolite.
=650  24$aOpal.
=650  24$aLow alkali cement.
=650  24$aMortar bar tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10189J.htm

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=007  cr\|n||||||||n
=008  161219s1980\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10190J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10190J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.89$223
=100  1\$aKantro, DL.,$eauthor.
=245  10$aInfluence of Water-Reducing Admixtures on Properties of Cement Paste—A Miniature Slump Test /$cDL Kantro.
=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$b10
=520  3\$aA miniature slump test has been developed for the evaluation of the influence of water-reducing admixtures on the workability of neat portland cement pastes. Resulting paste pat areas rather than heights are measured, and the results are expressed as the percentage of water reduction. Relative effects of various admixtures on a portland cement are illustrated, and influences of specific admixtures on different cements are also shown. Effects of different superwater-reducing admixtures and combinations of ordinary and superwater-reducing admixtures are compared. The mini-slump method has also been used for the evaluation of the loss of workability (slump loss) with time for various admixtures and admixture combinations. The simplicity of the method facilitates accurate and effective evaluation of water-reducing admixtures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCements.
=650  \0$aPortland cements.
=650  \0$aWater-reducing agents.
=650  \0$aWorkability.
=650  \0$aCement$xAdditives.
=650  \0$aConcrete$xAdditives.
=650  \0$aAdmixtures.
=650  14$aCements.
=650  24$aWater-reducing agents.
=650  24$aWorkability.
=650  24$aPortland cements.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 2, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1980$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10190J.htm

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=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10196J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10196J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aGulyas, RJ.,$eauthor.
=245  14$aThe Action and Application of Two New ASTM Specifications for Shrinkage-Compensating Cement in Concrete :$bASTM C 845 and C 878 /$cRJ Gulyas, MF Garrett.
=264  \1$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$b17
=520  3\$aThe past theory of the action of shrinkage-compensating cements is discussed and recent findings that refute the internal compressive stress concept are presented in favor of the American Concrete Institute (ACI) Committee 223 net positive elastic strain behavior (spring action theory) for the proper functioning of concrete with shrinkage-compensating expansive cement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBowing.
=650  \0$aCements.
=650  \0$aCompressible isolation joints.
=650  \0$aCurling/warping.
=650  \0$aElastic strain theory.
=650  \0$aExpansion.
=650  \0$aExternal and internal restraint.
=650  \0$aPortland cements.
=650  \0$aResidual (net) strain.
=650  \0$aRestrained prism expansion test.
=650  \0$aShrinkage-compensating cement.
=650  \0$aStrains.
=650  \0$aStresses.
=650  \0$aType K cement.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  \0$aShrinkage.
=650  14$aCements.
=650  24$aPortland cements.
=650  24$aStresses.
=650  24$aStrains.
=650  24$aExpansion.
=650  24$aShrinkage-compensating cement.
=650  24$aResidual (net) strain.
=650  24$aExternal and internal restraint.
=650  24$aShrinkage.
=650  24$aCurling/warping.
=650  24$aBowing.
=650  24$aCompressible isolation joints.
=650  24$aType K cement.
=650  24$aElastic strain theory.
=650  24$aRestrained prism expansion test.
=700  1\$aGarrett, MF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10196J.htm

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=001  CCA10197J
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=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10197J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10197J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a693/.5$223
=100  1\$aDahir, SH.,$eauthor.
=245  10$aRelative Resistance of Rained-On Concrete Pavements to Abrasion, Skidding, and Scaling /$cSH Dahir.
=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$b3
=520  3\$aCores from concrete pavements that had been exposed to rain while plastic and specimens prepared in the laboratory and exposed to artificial rain showers were tested for abrasion, skid resistance, and scaling. Companion not-rained-on cores and laboratory specimens were similarly tested. The results indicated that average skid resistance measured with the British Pendulum Tester (BPT) was similar on both rained-on and not-rained-on cores and specimens. Full-scale tire skid numbers were about 10% higher on not-rained-on untraveled pavement sections than on adjacent rained-on sections. Scaling caused by freeze-thaw exposure and abrasion loss determined with the U.S. Corps of Engineers Method of Test for Resistance of Concrete or Mortar Surfaces to Abrasion (Procedure CRD-C52-54) were consistently higher on rained-on than on comparable not-rained-on cores and specimens. Abrasion loss was higher on untraveled pavements than on those that had been in use for several years. Also, abrasion loss was higher on specimens that had been exposed to heavier rain intensity, longer rain duration, and deeper texturing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aFreeze-thaw.
=650  \0$aRained on.
=650  \0$aScaling.
=650  \0$aSkid resistance.
=650  \0$aAbrasion resistance.
=650  \0$aConcrete pavements.
=650  \0$aFreeze-thaw durability.
=650  14$aConcretes.
=650  24$aConcrete pavements.
=650  24$aAbrasion resistance.
=650  24$aSkid resistance.
=650  24$aRained on.
=650  24$aFreeze-thaw.
=650  24$aScaling.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10197J.htm

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=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10198J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10198J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aShah, SP.,$eauthor.
=245  13$aAn Experimental Technique for Obtaining Complete Stress-Strain Curves for High Strength Concrete /$cSP Shah, U Gokoz, F Ansari.
=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$b9
=520  3\$aFor a rational design of concrete structures, it is necessary to know both the ascending and the descending parts of the stress-strain curve of concrete subjected to uniaxial compression. It is difficult to determine the descending part experimentally because of the interaction between the testing system and the specimen, especially for concrete of high compressive strength. The influence of the testing machine depends on the stiffness of the machine, the frequency response of the system, the length and diameter of the specimen, the strength of concrete, the rate of loading, and the inherent brittleness of the material. For a closed-loop testing machine, the specimen-machine interaction also depends on the parameter chosen to control the loading. It is shown that the descending part of the curve can be obtained by controlling the circumferential strain even when the axial strain control produces an unstable failure. A method of testing specimens at a controlled rate of circumferential strain increase is described. Stress-strain curves of concrete subjected to uniaxial compression using both the axial and the lateral strain as a control were compared for compressive strengths ranging between 70 to 90 MPa (10 000 to 13 000 psi)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aExperimental techniques.
=650  \0$aHigh strength concretes.
=650  \0$aMechanical properties.
=650  \0$aStrain measuring instruments.
=650  \0$aStrain rate.
=650  \0$aStress strain diagrams.
=650  \0$aHigh strength concrete.
=650  \0$aCompression tests.
=650  \0$aClosed loop testing machines.
=650  \0$aStress-Strain Curves.
=650  14$aConcretes.
=650  24$aStress strain diagrams.
=650  24$aCompression tests.
=650  24$aHigh strength concretes.
=650  24$aClosed loop testing machines.
=650  24$aStrain rate.
=650  24$aStrain measuring instruments.
=650  24$aExperimental techniques.
=650  24$aMechanical properties.
=700  1\$aGokoz, U.,$eauthor.
=700  1\$aAnsari, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10198J.htm

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=006  m|||||o|||||||||||
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=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10199J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10199J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA437
=082  04$a620.1/2$223
=100  1\$aKemp, BG.,$eauthor.
=245  10$aInvestigation of ASTM Paste and Mortar Bleeding Tests /$cBG Kemp.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$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.
=520  3\$aThis report outlines the results of testing to see if 1-1-1 trichloroethane can be substituted for carbon tetrachloride as the displacement medium in the ASTM standardized cement bleeding tests. This was necessary because highly toxic carbon tetrachloride is now banned from laboratory use in the United States.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCarbon tetrachloride.
=650  \0$aFlotation.
=650  \0$aMortars (material)
=650  \0$aMortar $xTesting.
=650  \0$aCements.
=650  \0$aMortars.
=650  14$aCements.
=650  24$aMortars (material)
=650  24$aCarbon tetrachloride.
=650  24$aFlotation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10199J.htm

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=024  7\$a10.1520/CCA10200J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10200J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/35$223
=100  1\$aEhrenburg, DO.,$eauthor.
=245  10$aProportioning of Coarse Aggregate for Conventionally and Gap-Graded Concrete /$cDO Ehrenburg.
=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$b4
=520  3\$aThis paper presents a set of tables for proportioning 38-mm (1.5-in.) maximum size conventionally or gap-graded concrete. The tables were compiled on the basis of Weymouth's concept of particle interference, considerations of minimum surface area, and certain other considerations. It will be noted that the recommended gradations of the coarse aggregate often lie somewhere between conventional and gap-graded patterns. Laboratory tests have established the validity of the proposed method. The procedure is laboratory oriented in that the matrix requirement is established on the basis of trial mixes. The meshing of test results with data obtained from the proposed tables is illustrated by a practical example.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aArea.
=650  \0$aConcretes.
=650  \0$aGap-graded concrete.
=650  \0$aMatrix requirement.
=650  \0$aProportioning.
=650  \0$aTrial mixes.
=650  \0$aWeymouth's limit.
=650  \0$aAggregate gradation.
=650  \0$aRoad construction.
=650  \0$aCoarse aggregates.
=650  14$aConcretes.
=650  24$aAggregates.
=650  24$aProportioning.
=650  24$aArea.
=650  24$aMatrix requirement.
=650  24$aGap-graded concrete.
=650  24$aTrial mixes.
=650  24$aWeymouth's limit.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10200J.htm

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=024  7\$a10.1520/CCA10201J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10201J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aHogan, FJ.,$eauthor.
=245  10$aEvaluation for Durability and Strength Development of a Ground Granulated Blast Furnace Slag /$cFJ Hogan, JW Meusel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1981.
=300  \\$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$b25
=520  3\$aThis paper covers the evaluation of a ground granulated blast furnace slag as a partial replacement for portland cement in mortars and concrete. The ground slag was evaluated for strength-producing properties as well as durability performance when used to replace 40 to 65% portland cement. This study shows that the ground slag when used to replace 40 to 65% portland cement did significantly improve strengths, sulfate resistance, and alkali aggregate reactivity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCements.
=650  \0$aConcrete.
=650  \0$aCorrosion.
=650  \0$aDeicer scaling.
=650  \0$aFreeze-thaw durability.
=650  \0$aGranular blast furnace slag.
=650  \0$aMortar.
=650  \0$aPelleting.
=650  \0$aPortland cement.
=650  \0$aShrinkage.
=650  \0$aSlags.
=650  \0$aStrength.
=650  \0$aSulfate resistance.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  \0$aGranular materials.
=650  \0$aAlkali aggregate reactivity.
=650  14$aCements.
=650  24$aPortland cement.
=650  24$aGranular materials.
=650  24$aSlags.
=650  24$aPelleting.
=650  24$aMortar.
=650  24$aConcrete.
=650  24$aStrength.
=650  24$aSulfate resistance.
=650  24$aAlkali aggregate reactivity.
=650  24$aShrinkage.
=650  24$aFreeze-thaw durability.
=650  24$aDeicer scaling.
=650  24$aCorrosion.
=650  24$aGranular blast furnace slag.
=700  1\$aMeusel, JW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10201J.htm

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=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10202J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10202J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC547
=082  04$a627.8$223
=100  1\$aMather, K.,$eauthor.
=245  10$aCondition of Concrete in Martin Dam After 50 Years of Service /$cK Mather.
=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$b6
=520  3\$aThe concrete in Martin Dam, an arch-gravity hydroelectric power dam in Alabama, completed in 1926, was sampled by three 152-mm (6-in.) cores drilled in the crest of the dam to the foundation. Samples taken from these cores were examined petrographically, tested ultrasonically to measure compressional- and shear-wave velocities, tested in unconfined compression, tested in triaxial loading in groups of three cores each at three confining pressures, and tested for strength in direct tension.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reaction.
=650  \0$aConcrete durability.
=650  \0$aConcretes.
=650  \0$aMechanical properties.
=650  \0$aConcrete dams.
=650  \0$aCracking.
=650  \0$aConcrete petrography.
=650  14$aConcretes.
=650  24$aConcrete dams.
=650  24$aMechanical properties.
=650  24$aConcrete durability.
=650  24$aAlkali-silica reaction.
=650  24$aTetracalcium aluminate monosulfate-12-hydrate.
=650  24$aConcrete petrography.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10202J.htm

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=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10203J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10203J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a624.183$223
=100  1\$aManmohan, D.,$eauthor.
=245  10$aInfluence of Pozzolanic, Slag, and Chemical Admixtures on Pore Size Distribution and Permeability of Hardened Cement Pastes /$cD Manmohan, PK Mehta.
=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$b3
=520  3\$aDurability of concrete is greatly influenced by the permeability of the cement paste which in turn is governed by the pore size distribution. Some mineral and chemical admixtures are known to enhance the durability of portland cement concrete. The objective of this work was to investigate how the pore size distribution and permeability of portland cement pastes are modified by the addition of pozzolanic admixtures, blast furnace slag, and chloride salts. The effectiveness of pozzolans in reducing the volume of large pores and permeability was found to depend on the reactivity of the pozzolan used. Large additions of granulated blast furnace slag increased the total pore volume, however the pore size distribution was shifted toward finer pores and therefore the permeability of the paste was reduced. Among the chloride admixtures, namely calcium, magnesium, and sodium chloride, magnesium chloride was most effective in reducing both the volume of large pores and permeability of the cement pastes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlast furnace slag.
=650  \0$aCements.
=650  \0$aChloride admixtures.
=650  \0$aConcretes.
=650  \0$aMercury penetration.
=650  \0$aPermeability.
=650  \0$aPore size distribution.
=650  \0$aPortland cements.
=650  \0$aRice-hulls ash.
=650  \0$aAir-entraining cements.
=650  \0$aConcrete$xAdditives.
=650  \0$aFly ash.
=650  \0$aPortland cement.
=650  14$aCements.
=650  24$aPortland cements.
=650  24$aConcretes.
=650  24$aPermeability.
=650  24$aPore size distribution.
=650  24$aMercury penetration.
=650  24$aFly ash.
=650  24$aRice-hulls ash.
=650  24$aBlast furnace slag.
=650  24$aChloride admixtures.
=700  1\$aMehta, PK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10203J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10204J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10204J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA434
=082  04$a620.1/352$223
=100  1\$aPunzet-Karpisek, M.,$eauthor.
=245  10$aState of Solutes in Contact with Hydrating Tricalcium Silicate Pastes /$cM Punzet-Karpisek.
=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$b19
=520  3\$aThere have been numerous excellent studies concerned with the mechanism of the early hydration reactions of tricalcium silicate. The determination of reaction kinetics through the use of conduction calorimetry, quantitative X-ray diffraction analysis, studies of the stoichiometry of hydration, and, now, the growth of calcium hydroxide crystals in water have been done. Data concerning the liquid-phase composition in contact with hydrating tricalcium silicate also have been reported.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnions.
=650  \0$aAqueous electrolytes.
=650  \0$aCations.
=650  \0$aConcrete.
=650  \0$aCement.
=650  \0$aConcrete$xChemistry.
=650  \0$aHydration.
=650  14$aConcrete.
=650  24$aHydration.
=650  24$aAqueous electrolytes.
=650  24$aAnions.
=650  24$aCations.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10204J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10208J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10208J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10208J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA680
=082  04$a624.1/8341$223
=100  1\$aSuaris, W.,$eauthor.
=245  10$aInertial Effects in the Instrumented Impact Testing of Cementitious Composites /$cW Suaris, SP Shah.
=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$b14
=520  3\$aThe effects of specimen inertia on the instrumented impact testing of cementitious composites are discussed and a method for reducing such effects is proposed. A two degree of freedom model capable of predicting the amplitude and period of inertial loading oscillations on the tup-load versus time-trace is presented. Results of tests conducted on asbestos cement and fiber-reinforced concrete are presented and are compared with those predicted using the analytical model. It is concluded that the model developed is satisfactory in predicting inertial loading effects.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aDebonding.
=650  \0$aDynamic loading.
=650  \0$aEnergy.
=650  \0$aFiber-reinforced concretes.
=650  \0$aFracture toughness.
=650  \0$aImpact tests.
=650  \0$aImpulsive loading.
=650  \0$aModulus of rupture.
=650  \0$aStrain rate.
=650  \0$aStrains.
=650  \0$aFiber-reinforced concrete.
=650  \0$aFibrous composites.
=650  \0$aPolymers.
=650  \0$aCements.
=650  14$aCements.
=650  24$aImpact tests.
=650  24$aStrain rate.
=650  24$aConcretes.
=650  24$aFiber-reinforced concretes.
=650  24$aDynamic loading.
=650  24$aImpulsive loading.
=650  24$aFracture toughness.
=650  24$aModulus of rupture.
=650  24$aEnergy.
=650  24$aStrains.
=650  24$aDebonding.
=700  1\$aShah, SP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10208J.htm

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=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10209J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10209J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA438
=082  04$a620.135$223
=100  1\$aWoelfl, GA.,$eauthor.
=245  10$aFlexural Fatigue of Polymer Concrete /$cGA Woelfl, M McNerney, CJ Chang.
=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$b5
=520  3\$aThis paper describes modulus of rupture and flexural fatigue testing performed on beam specimens made of Silikal® polymer concrete and course aggregate. Test results indicate that modulus of rupture of polymer concrete increases with increasing rate of loading similar to portland cement concrete. Fatigue test results show good correlation with a mathematical expression relating probability of survival with stress level and number of cycles to failure. This equation was developed and used by other investigators for portland cement concrete. Test results indicate that frequency of loading influences the fatigue life of polymer concrete, but a short rest period within each loading cycle probably does not. Further fatigue study is recommended in the paper.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aFatigue (materials)
=650  \0$aLoading frequency.
=650  \0$aModulus of rupture tests.
=650  \0$aPolymer concretes.
=650  \0$aProbability theory.
=650  \0$aRest periods.
=650  \0$aPolymer concrete.
=650  \0$aPolymer-impregnated concrete.
=650  14$aConcrete.
=650  24$aFatigue (materials)
=650  24$aModulus of rupture tests.
=650  24$aProbability theory.
=650  24$aPolymer concretes.
=650  24$aLoading frequency.
=650  24$aRest periods.
=700  1\$aMcNerney, M.,$eauthor.
=700  1\$aChang, CJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10209J.htm

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=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10210J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10210J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE275
=082  04$a620.196$223
=100  1\$aMarusin, SL.,$eauthor.
=245  10$aUse of the Maleic Acid Method for the Determination of Cement Content of Concrete /$cSL Marusin.
=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$b12
=520  3\$aThe determination of cement content of hardened concrete using the maleic acid (MMA) extraction method was evaluated using laboratory-prepared samples. The effect of variations in the strength of the maleic acid solution and sample digestion time were evaluated. The method was found to be very accurate. The difference between the actual and determined cement contents of the laboratory-prepared concretes ranged from 0.0 to 0.3 bags per yd3 with an average of 0.2 bags per yd3. A test procedure for using the method to determine the cement content in concrete cores is proposed. The method is recommended as an adjunct to petrographic examination, since significant errors may occur if the cement paste is extensively carbonated, if such admixtures or aggregates as fly ash or slag are present, or if the aggregates contain carbonate minerals.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixtures.
=650  \0$aCement content.
=650  \0$aCements.
=650  \0$aCombined water.
=650  \0$aConcretes.
=650  \0$aFree water.
=650  \0$aMaleic acid.
=650  \0$aConcrete$xChemistry.
=650  \0$aAsphalt cement.
=650  14$aConcretes.
=650  24$aMaleic acid.
=650  24$aCements.
=650  24$aFree water.
=650  24$aCombined water.
=650  24$aAdmixtures.
=650  24$aCement content.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10210J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10211J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10211J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10211J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a693/.5$223
=100  1\$aLiu, TC.,$eauthor.
=245  10$aAbrasion-Erosion Resistance of Fiber-Reinforced Concrete /$cTC Liu, JE McDonald.
=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$b6
=520  3\$aFiber-reinforced concrete (FRC) has been used for repair of abrasion-erosion damaged areas such as stilling basins, conduits, sluiceways, and discharge laterals in hydraulic structures. However, the resistance of such concrete subjected to abrasive action of waterborne particles has not previously been evaluated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbrasion.
=650  \0$aAggregates.
=650  \0$aCompressive strength.
=650  \0$aConcretes.
=650  \0$aErosion.
=650  \0$aPolymer-impregnated concrete.
=650  \0$aAbrasion resistance.
=650  \0$aFiber-reinforced concrete.
=650  14$aConcretes.
=650  24$aAbrasion.
=650  24$aAggregates.
=650  24$aCompressive strength.
=650  24$aFiber-reinforced concrete.
=650  24$aErosion.
=650  24$aPolymer-impregnated concrete.
=700  1\$aMcDonald, JE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10211J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10212J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10212J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10212J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aDunstan, ER.,$eauthor.
=245  14$aThe Effect of Fly Ash on Concrete Alkali-Aggregate Reaction /$cER Dunstan.
=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$b7
=520  3\$aConcrete aggregates may contain reactive constituents that will react with alkalies in cement causing disruptive expansions. Concrete deterioration caused by alkali-aggregate reaction can be prevented by using nonreactive aggregate or using cement with sufficiently low alkali content. However, energy conservation and pollution controls can be expected to indirectly increase the alkali content of some cements. On the other hand, the availability of nonreactive aggregate is continually reduced. Other preventive techniques, such as the use of pozzolan admixtures, can be used. But pozzolans vary in their effectiveness in reducing alkali-aggregate reactions. This paper discusses the use of fly ash pozzolan, a finely divided material collected from the exhaust flues of coal-burning power plants, to reduce alkali-aggregate reaction. The effectiveness of fly ash to reduce this reaction appears to depend, in part, on the chemical composition of the fly ash and also on the percent weight replacement of cement by fly ash.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali aggregate reactions.
=650  \0$aCement alkalies.
=650  \0$aChemical properties.
=650  \0$aConcretes.
=650  \0$aMortar bar expansion.
=650  \0$aPozzolans.
=650  \0$aReactive aggregates.
=650  \0$aFly ash.
=650  \0$aAggregates.
=650  \0$aPortland cements.
=650  14$aAggregates.
=650  24$aAlkali aggregate reactions.
=650  24$aPortland cements.
=650  24$aChemical properties.
=650  24$aFly ash.
=650  24$aConcretes.
=650  24$aCement alkalies.
=650  24$aMortar bar expansion.
=650  24$aPozzolans.
=650  24$aReactive aggregates.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10212J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10213J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10213J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10213J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA445.5
=082  04$a620.13723$223
=100  1\$aIvanov, FM.,$eauthor.
=245  10$aAttack of Aggressive Fluids /$cFM Ivanov.
=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$b1
=520  3\$aThis paper deals with the present state of classification of aggressive fluids. The USSR codes on rating the corrosive attack of water as an environment are given. Methods of imparting higher corrosion resistance for concrete are briefly analyzed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggressive attack of fluid.
=650  \0$aAggressive attack protection.
=650  \0$aConcrete durability.
=650  \0$aConcretes.
=650  \0$aCorrosion environments.
=650  \0$aSulfate aggressive media.
=650  \0$aWater.
=650  \0$aReinforcing bars$xCorrosion.
=650  \0$aReinforced concrete$xCorrosion.
=650  \0$aSteel, Structural$xCorrosion.
=650  14$aConcretes.
=650  24$aConcrete durability.
=650  24$aWater.
=650  24$aCorrosion environments.
=650  24$aAggressive attack of fluid.
=650  24$aAggressive attack protection.
=650  24$aSulfate aggressive media.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10213J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10214J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1981\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10214J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10214J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.L5
=082  04$a620.1$223
=100  1\$aIvanenko, GP.,$eauthor.
=245  10$aProduction of Artificial Porous Aggregates from Fuel-Containing Industrial Wastes in the USSR /$cGP Ivanenko, SG Vasilkov.
=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$b3
=520  3\$aData on the use in the USSR of fuel-containing industrial wastes in the production of artificial porous aggregates for lightweight concrete are presented. The main peculiarities of the production technology of artificial porous aggregates from thermal power plant ashes, by-products of mining, and concentration of coal are presented. Formation processes of the porous structure's of aggregates during production by agglomeration method is discussed. Data on properties of porous aggregates and lightweight concrete are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAgglomeration.
=650  \0$aArtificial porous aggregate.
=650  \0$aAshes.
=650  \0$aBy-products.
=650  \0$aIndustrial wastes.
=650  \0$aPorous structure.
=650  \0$aProperties.
=650  \0$aThermal power plants.
=650  \0$aLightweight concrete.
=650  \0$aAggregates.
=650  14$aAggregates.
=650  24$aIndustrial wastes.
=650  24$aAshes.
=650  24$aBy-products.
=650  24$aThermal power plants.
=650  24$aArtificial porous aggregate.
=650  24$aAgglomeration.
=650  24$aPorous structure.
=650  24$aProperties.
=650  24$aLightweight concrete.
=700  1\$aVasilkov, SG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 3, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1981$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10214J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10219J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10219J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10219J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666/.893$223
=100  1\$aMalhotra, VM.,$eauthor.
=245  10$aMechanical Properties and Freezing and Thawing Resistance of Non-Air-Entrained, Air-Entrained, and Air-Entrained Superplasticized Concrete Using ASTM Test C 666, Procedures A and B /$cVM Malhotra.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1982.
=300  \\$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$b11
=520  3\$aThis investigation was undertaken to develop data on the durability of non-air-entrained, air-entrained, and air-entrained superplasticized concrete when tested in accordance with the ASTM Test for Resistance of Concrete to Rapid Freezing and Thawing (C 666) Procedures A and B. A total of nineteen 0.06-m3 mixes were made with water-to-cement ratios ranging from 0.35 to 0.70. Apart from the control mixes, all other mixes were either air-entrained or air-entrained and superplasticized. A number of test prisms were cast and subjected to repeated cycles of freezing and thawing and air-void parameters of the hardened concrete were determined. The following conclusions were made from the test results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir-entrained and superplasticized concretes.
=650  \0$aAir-entrained concretes.
=650  \0$aBubble spacing factor.
=650  \0$aCompressive strength.
=650  \0$aConcretes.
=650  \0$aFlexural strength.
=650  \0$aFreezing.
=650  \0$aMelting.
=650  \0$aNon-air-entrained concretes.
=650  \0$aPortland cement.
=650  \0$aConcrete aggregates.
=650  \0$aAdmixtures.
=650  \0$aAir entrained concrete.
=650  \0$aConcrete placing.
=650  14$aConcretes.
=650  24$aAir-entrained concretes.
=650  24$aCompressive strength.
=650  24$aFlexural strength.
=650  24$aNon-air-entrained concretes.
=650  24$aAir-entrained and superplasticized concretes.
=650  24$aFreezing.
=650  24$aMelting.
=650  24$aBubble spacing factor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10219J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10220J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10220J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10220J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aParka, N.,$eauthor.
=245  10$aOn the Correlation of Consistency and Strength of Concrete to the Attrition Rate of Fine Aggregate /$cN Parka, TC Hansen.
=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$b2
=520  3\$aOn the basis of experimental studies correlations were found between attrition rate of fine aggregates on one hand and consistency of fresh concrete and compressive strength of hardened concretes on the other. For fine aggregates complying with standard requirements, differences of up to 15 MPa (2100 psi) in compressive strength were observed between concretes made with high and low quality fine aggregates when other factors are essentially identical. For identical concrete mix proportions slump values between 190 and 0 mm (7.6 and 0 in.) were observed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAttrition test.
=650  \0$aConsistency.
=650  \0$aConcrete construction.
=650  \0$aHigh strength concrete.
=650  \0$aCompressive strength.
=650  \0$aFine aggregates.
=650  \0$aConcretes.
=650  14$aConcretes.
=650  24$aCompressive strength.
=650  24$aConsistency.
=650  24$aFine aggregates.
=650  24$aAttrition test.
=700  1\$aHansen, TC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10220J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10221J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10221J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10221J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3623$223
=100  1\$aParka, N.,$eauthor.
=245  10$aOn the Correlation of Strength and Elasticity of Concrete to Los Angeles Abrasion Loss and Crushing Value of Indonesian River Gravels /$cN Parka, TC Hansen.
=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$b7
=520  3\$aOn the basis of experimental results, correlations were established between, on the one hand, aggregate crushing value and the percentage of natural Indonesian river gravels lost as per the Los Angeles abrasion test and the compressive strength and the modulus of elasticity of hardened concretes on the other. For gravels complying with standard requirements, differences of up to 11.8 MPa (1678 psi) in compressive strength and up to 10.9 GPa (1.55 × 106 psi) in modulus of elasticity were observed between concretes made with high and low quality gravels.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate crushing value.
=650  \0$aAggregates.
=650  \0$aConcretes.
=650  \0$aModulus of elasticity.
=650  \0$aHigh performance concrete.
=650  \0$aPortland cement concrete.
=650  \0$aPermeability.
=650  \0$aChlorides.
=650  \0$aTests.
=650  \0$aBridge decks.
=650  \0$aCompressive strength.
=650  \0$aSilica fume.
=650  \0$aModulus of elasticity.
=650  14$aConcretes.
=650  24$aCompressive strength.
=650  24$aModulus of elasticity.
=650  24$aAggregates.
=650  24$aLos Angeles abrasion test.
=650  24$aAggregate crushing value.
=700  1\$aHansen, TC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10221J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10222J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10222J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10222J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a625.8$223
=100  1\$aCzarnecka, ET.,$eauthor.
=245  10$aEffect of Different Types of Crushers on Shape and Roughness of Aggregates /$cET Czarnecka, JE Gillott.
=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$b15
=520  3\$aThe shape and texture of four specimens of crushed aggregates produced by different commercial crushers were quantitatively investigated using the modified Fourier method described in earlier articles. Specimens were classified according to size (all in the range 4 to 64 mm) and type of crusher. Results show that on average the shape of different specimens of crushed aggregates vary more than their surface texture; hence, shape is the dominant factor contributing to the total roughness that combines both characteristics. Particles crushed by a jaw crusher are much more elongated and rectangular than particles that passed through a cone crusher, impactor, or rod mill. The total roughness and shape factor of crushed particles decrease in the order: jaw crusher, cone, impactor, and rod mill. Data provided by the modified Fourier technique give more precise shape as well as textural data that could lead to better control of the aggregates' characteristics; shape and texture have an important bearing upon performance of concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComminution.
=650  \0$aConcretes.
=650  \0$aFourier analysis.
=650  \0$aShape.
=650  \0$aSurface texture.
=650  \0$aConcrete pavements.
=650  \0$aPavement performance.
=650  \0$aRoughness.
=650  \0$aAggregates.
=650  14$aAggregates.
=650  24$aConcretes.
=650  24$aComminution.
=650  24$aFourier analysis.
=650  24$aRoughness.
=650  24$aShape.
=650  24$aSurface texture.
=700  1\$aGillott, JE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10222J.htm

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=001  CCA10223J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10223J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10223J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1007
=082  04$a624.2/83$223
=100  1\$aPirtz, D.,$eauthor.
=245  12$aA Strain Control System for Relaxation Studies of Concrete /$cD Pirtz, K Thomas.
=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$b4
=520  3\$aThis paper describes a system of automatic strain control devised to maintain constant strain in concrete specimens during stress relaxation tests. The system also makes provision for continuous monitoring of strain and stress as the testing proceeds. Evaluation of the system performance from the results of relaxation tests conducted using the system showed that the strain control achieved during these tests was remarkably effective. The maximum variation from initial strain recorded was 0.5 × 10−6 microstrain (0.5 × 10−6 in./in.)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBridge circuits.
=650  \0$aConcretes.
=650  \0$aHydraulic control.
=650  \0$aImbalance.
=650  \0$aPressure.
=650  \0$aStrain control.
=650  \0$aStrains.
=650  \0$aStress relaxation.
=650  \0$aConcrete bridges$xFloors$xDesign and construction.
=650  \0$aConcrete bridges$xFloors$xMaterials.
=650  \0$aAggregates (Building materials)
=650  \0$aConcrete$xAdditives.
=650  \0$aBridge decks.
=650  14$aConcretes.
=650  24$aStress relaxation.
=650  24$aStrains.
=650  24$aPressure.
=650  24$aStrain control.
=650  24$aImbalance.
=650  24$aBridge circuits.
=650  24$aHydraulic control.
=700  1\$aThomas, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10223J.htm

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=007  cr\|n||||||||n
=008  161219s1982\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10224J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10224J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP883.2.S73
=082  04$a628.53$223
=100  1\$aLesniak, TW.,$eauthor.
=245  10$aPrecision of the Proposed Test Method to Measure Slag Hydraulic Properties /$cTW Lesniak.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1982.
=300  \\$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 method has been developed which tests the hydraulic properties of finely ground blast furnace slag. Results from round robin testing were analyzed according to the ASTM Practice for Conducting an Interlaboratory Test Program to Determine the Precision of Test Methods for Construction Materials (C 802). Evaluation of the data has confirmed the validity of the test method and appropriate precision statements have been developed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlast furnaces.
=650  \0$aCements.
=650  \0$aPrecision.
=650  \0$aSlag activity index.
=650  \0$aSlags.
=650  \0$aCement$xStandards.
=650  \0$aHydraulics.
=650  14$aCements.
=650  24$aHydraulics.
=650  24$aBlast furnaces.
=650  24$aSlags.
=650  24$aSlag activity index.
=650  24$aPrecision.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10224J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10228J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10228J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10228J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA680
=082  04$a624.1/8341$223
=100  1\$aJohnston, CD.,$eauthor.
=245  10$aDefinition and Measurement of Flexural Toughness Parameters for Fiber Reinforced Concrete /$cCD Johnston.
=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$b8
=520  3\$aCurrent and past approaches to assessing and defining the flexural toughness of fiber reinforced concrete are reviewed, and the difficulties associated with them are discussed. Refinements needed to ensure correct analysis and interpretation of load-deflection relationships in evaluation of flexural toughness are identified. A new system of defining toughness is proposed. It comprises a series of indices based on material behavior up to specified multiples of the first-crack deflection. This system is shown to be superior to the one currently advocated by The American Concrete Institute Committee 544 based on material behavior up to a deflection of 1.9 mm (0.075 in.). It is recommended as the basis for a standard test method to evaluate toughness, and appropriate provisions for inclusion in the standard are identified.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete structures.
=650  \0$aConcretes.
=650  \0$aFiber reinforced concretes.
=650  \0$aFlexural toughness tests.
=650  \0$aQuality control.
=650  \0$aStandardization.
=650  \0$aFiber-reinforced concrete.
=650  \0$aConcrete construction.
=650  14$aConcretes.
=650  24$aConcrete structures.
=650  24$aFlexural toughness tests.
=650  24$aQuality control.
=650  24$aStandardization.
=650  24$aFiber reinforced concretes.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10228J.htm

=LDR  03762nab  2200553 i 4500
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10229J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10229J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG335
=082  04$a624.2/1$223
=100  1\$aJohnston, CD.,$eauthor.
=245  10$aPrecision of Flexural Strength and Toughness Parameters for Steel Fiber Reinforced Concrete /$cCD Johnston.
=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$b5
=520  3\$aThe variability of parameters used to define the toughness of fiber reinforced concrete under static flexural loading is examined to establish the precision statistics needed for ASTM standards dealing with toughness measurement. Included in the anlaysis of single-operator precision are first-crack strength, deflection, and toughness, the toughness index recommended by the American Concrete Institute Committee 544, and a number of other toughness indices that have been shown in a previous paper to define flexural toughness more completely. The single-operator 1S% value defined according to ASTM Standard Practice for Preparing Precision Statements for Test Methods for Construction Materials (C 670) is used as the measure of precision throughout, the bulk of the data being obtained from testing of 300- by 100- by 100-mm (12- by 4- by 4-in.) steel fiber reinforced beams under third-point loading. However, the effects of beam size, shape, span, and mode of loading on both the actual values of the toughness indices and their variability are also discussed. Single-operator levels of precision achievable in flexural toughness tests by an experienced operator using good equipment are summarized to provide input to precision statements for a future ASTM standard dealing with the measurement of flexural toughness under static loading.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aFiber reinforced concrete.
=650  \0$aFibers.
=650  \0$aPrecision.
=650  \0$aStandardization.
=650  \0$aToughness tests.
=650  \0$aConcrete bridges$xMaintenance and repair$xTesting.
=650  \0$aGirders$xTesting.
=650  \0$aFiber-reinforced plastics$xTesting.
=650  \0$aCarbon fibers.
=650  \0$aSteel.
=650  \0$aStrengthening (Maintenance)
=650  \0$aTensile strength.
=650  14$aConcretes.
=650  24$aFibers.
=650  24$aFiber reinforced concrete.
=650  24$aToughness tests.
=650  24$aPrecision.
=650  24$aStandardization.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10229J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10230J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10230J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10230J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aButler, WB.,$eauthor.
=245  12$aA Critical Look at ASTM C 618 and C 311 /$cWB Butler.
=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$b3
=520  3\$aASTM Specification for Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete (C 618) is probably the most demanding specification for fly ash in the English-speaking world, with comprehensive provisions for both chemical and physical tests. However, the time delays involved and the cost of testing are often out of proportion to the benefits derived. ASTM Standard Methods of Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland Cement Concrete (C 311) does a creditable job of defining test methods to meet the needs of C 618, but neither document makes any attempt to grade testing frequencies for individual tests in a practical manner. With the new ASTM Committee C09.03.10 beginning the task of revising the documents, this seems a good time for a critical look at the status quo.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemical analysis.
=650  \0$aExothermic reaction.
=650  \0$aFineness.
=650  \0$aPozzolanic activity.
=650  \0$aPozzolans.
=650  \0$aStandard methods.
=650  \0$aTests.
=650  \0$aFly ash.
=650  \0$aConcretes.
=650  14$aConcretes.
=650  24$aFly ash.
=650  24$aPozzolans.
=650  24$aChemical analysis.
=650  24$aFineness.
=650  24$aTests.
=650  24$aASTM standards.
=650  24$aExothermic reaction.
=650  24$aPozzolanic activity.
=650  24$aStandard methods.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10230J.htm

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=001  CCA10231J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10231J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10231J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE200
=082  04$a625.8/4$223
=100  1\$aSriravindrarajah, R.,$eauthor.
=245  10$aDevelopment of a Conductivity Probe to Monitor Setting Time and Moisture Movement in Concrete /$cR Sriravindrarajah, RN Swamy.
=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$b20
=520  3\$aThe development of a three-dimensional conductivity probe, based on the measurement of electrical conductance between electrodes, to evaluate the setting time of fresh concrete and the variation of moisture content with time in hardened concrete is reported. The construction and calibration of the conductivity probe are described, and a calibration curve translating electrical conductance measurements into available moisture content is presented. Tests are then reported to evaluate the setting time of fresh concrete, and these are related to internal temperature variations. These tests are then extended to study moisture variations in hardened concrete under load and no-load conditions in both sealed and unsealed environments. These measurements taken for up to two years are related to internal humidity measurements. The results show that the conductivity probe is a simple and inexpensive device that gives quantitative information in any direction and possesses qualities of accuracy, reliability, long-term stability, and local resolution.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aConductivity probe.
=650  \0$aElectrical conductivity.
=650  \0$aInternal humidity.
=650  \0$aMaterials tests.
=650  \0$aMeasuring instruments.
=650  \0$aMoisture content.
=650  \0$aMoisture meters.
=650  \0$aSetting time.
=650  \0$aTime dependence.
=650  \0$aPortland cement concrete.
=650  \0$aSetting (Concrete)
=650  14$aConcretes.
=650  24$aMaterials tests.
=650  24$aSetting time.
=650  24$aMoisture content.
=650  24$aTime dependence.
=650  24$aMeasuring instruments.
=650  24$aMoisture meters.
=650  24$aConductivity probe.
=650  24$aInternal humidity.
=650  24$aElectrical conductivity.
=700  1\$aSwamy, RN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10231J.htm

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=001  CCA10232J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10232J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10232J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aMukherjee, PK.,$eauthor.
=245  10$aDevelopment of High-Strength Concrete Incorporating a Large Percentage of Fly Ash and Superplasticizers /$cPK Mukherjee, MT Loughborough, VM Malhotra.
=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$b5
=520  3\$aIn this paper results are reported of an investigation performed to develop high-strength concrete incorporating superplasticizers and a large percentage of fly ash as a replacement for normal portland cement. The concrete mix developed had a water to (cement + fly ash) ratio of 0.28, cement and fly ash contents of 390 and 230 kg/m3, respectively, and a large dosage of a superplasticizer. The 28-day compressive strength of 152- by 305-mm cylinders ranged from 51.0 to 53.8 MPa, and the 28-day flexural strength was approximately 8 MPa. The drying shrinkage and creep values were comparable to the corresponding values of the reference mix. It was concluded that the concrete developed was satisfactory in both workability and early age strength and should find uses in precast concrete operations for the production of high-strength structural units.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete structures.
=650  \0$aConcretes.
=650  \0$aFly ash.
=650  \0$aHigh-Strength Concrete.
=650  \0$aPlasticizers.
=650  14$aConcretes.
=650  24$aConcrete structures.
=650  24$aPlasticizers.
=650  24$aFly ash.
=700  1\$aLoughborough, MT.,$eauthor.
=700  1\$aMalhotra, VM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10232J.htm

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=001  CCA10233J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10233J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10233J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624.151363$223
=100  1\$aMcKerall, WC.,$eauthor.
=245  10$aVariability and Control of Class C Fly Ash /$cWC McKerall, WB Ledbetter.
=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$b10
=520  3\$aFive Class C fly ashes produced in Texas were analyzed for their potential usefulness as a construction material in highways. In order to determine the variability a new test method was devised and termed the calcium oxide heat evolution test, whereby the total calcium oxide content of the Class C fly ashes can be quickly and reliably determined in the field, as a quality control test. By using this test plus the traditional physical and chemical characterizations, the variability of typical fly ashes produced in Texas was ascertained. They were shown to generally conform to the requirements of ASTM for Class C fly ash. In addition to the analysis the potential usefulness of this type of fly ash is discussed, and the test procedures for calcium oxide content are described.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete pavements.
=650  \0$aConcretes.
=650  \0$aFly ash mortar.
=650  \0$aFly ash properties.
=650  \0$aFly ash quality control.
=650  \0$aHigh lime fly ash.
=650  \0$aFly Ash.
=650  \0$aPavement performance.
=650  \0$aFly ash concrete.
=650  14$aConcretes.
=650  24$aConcrete pavements.
=650  24$aFly ash.
=650  24$aHigh lime fly ash.
=650  24$aFly ash properties.
=650  24$aFly ash concrete.
=650  24$aFly ash mortar.
=650  24$aFly ash quality control.
=700  1\$aLedbetter, WB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10233J.htm

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=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10234J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10234J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aOhama, Y.,$eauthor.
=245  10$aDurability Performance of Polymer-Modified Mortars /$cY Ohama.
=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$b1
=520  3\$aPolymer-modified mortars have recently been widely used in construction work throughout the world because of their high strength, excellent adhesion, waterproofness, and chemical resistance. The durability performance of such mortars has not been extensively studied until now. Polymer-modified mortars using various polymer dispersions were prepared with different polymer-cement ratios and tested for weatherability, freezing-thawing resistance, heat resistance, and chemical resistance. The test results demonstrate that most polymer-modified mortars have better durability performance than conventional cement mortar.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCements.
=650  \0$aChemical resistance.
=650  \0$aConcrete durability.
=650  \0$aDurability.
=650  \0$aHeat resistance.
=650  \0$aMortars.
=650  \0$aPolymer dispersions.
=650  \0$aPolymer-modified mortars.
=650  \0$aPortland cements.
=650  \0$aWeatherability.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  14$aCements.
=650  24$aPortland cements.
=650  24$aMortars.
=650  24$aConcrete durability.
=650  24$aChemical resistance.
=650  24$aDurability.
=650  24$aHeat resistance.
=650  24$aPolymer dispersions.
=650  24$aPolymer-modified mortars.
=650  24$aWeatherability.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10234J.htm

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=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10235J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10235J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.136$223
=100  1\$aSoles, JA.,$eauthor.
=245  10$aThermally Destructive Particles in Sound Dolostone Aggregate from an Ontario Quarry /$cJA Soles.
=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$b7
=520  3\$aA normally sound dolostone aggregate was found to be unstable in concrete during sustained heating at 150°C. Petrographic and other related investigations of the rock have indicated that the primary cause of deterioration of particles is the oxidation of iron sulfide. In this aggregate, fine pyrite is intergranular with dolomite, calcite, and clastic material, particularly in shaly sections. Analyses of disintegrated particles revealed that the granular powders consisted of unaltered carbonate and clastic grains, relict pyrite, and sub-micron material containing hygroscopic, iron-rich sulfate. It was concluded that the pyrite had oxidized to iron sulfate hydrate under these particular conditions; the resulting volume change disintegrated the permeable, often weakly bonded particles, and stresses arising from aggregate expansion ruptured the concrete. Tests revealed also that the aggregate was relatively stable at 75 and 300°C and in dry oxygen, which suggests that water vapor in a particular pressure-temperature range is critical for the reaction. Water released from the aggregate by sustained heating is in part responsible.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aConcretes.
=650  \0$aDolomite.
=650  \0$aPetrography.
=650  \0$aPortland cements.
=650  \0$aPozzolans.
=650  \0$aAggregates (Building materials)
=650  \0$aConcrete.
=650  14$aAggregates.
=650  24$aDolomite.
=650  24$aConcretes.
=650  24$aPetrography.
=650  24$aPortland cements.
=650  24$aPozzolans.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10235J.htm

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=024  7\$a10.1520/CCA10236J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10236J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/35$223
=100  1\$aEhrenburg, DO.,$eauthor.
=245  10$aIdeal and Quasi-Ideal Grading of Coarse and Fine Aggregates for Mass Concrete /$cDO Ehrenburg.
=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$b6
=520  3\$aIn an earlier publication the author presented a set of tables for proportioning continuously and gap-graded concrete of 38-mm (1.5-in.) maximum size, on the basis of Weymouth's theory of particle interference. In this paper, Weymouth's theory has been restated in algebraic form, thus making applications to mix proportioning less difficult. Moreover, tables for optimum grading of 76-mm (3-in.) maximum size coarse aggregate as well as tables for optimum grading of fine aggregate are included.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aConcretes.
=650  \0$aFine aggregates.
=650  \0$aIdeal grading.
=650  \0$aNonstandard screens.
=650  \0$aParticle interference.
=650  \0$aParticle size distribution.
=650  \0$aProportioning.
=650  \0$aQuasi-ideal grading.
=650  \0$aWeymouth's limit.
=650  \0$aAggregate gradation.
=650  \0$aRoad construction.
=650  \0$aCoarse aggregates.
=650  14$aConcretes.
=650  24$aAggregates.
=650  24$aFine aggregates.
=650  24$aProportioning.
=650  24$aParticle size distribution.
=650  24$aParticle interference.
=650  24$aWeymouth's limit.
=650  24$aIdeal grading.
=650  24$aQuasi-ideal grading.
=650  24$aNonstandard screens.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10236J.htm

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=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10237J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10237J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a624.1834$223
=100  1\$aSyal, SK.,$eauthor.
=245  10$aAccurate Rapid Analysis of Alkali Contents in Portland Cement /$cSK Syal, SS Kataria.
=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$b12
=520  3\$aAlkali contents of portland cement/clinker significantly affect the hydration reaction rate and the development of mechanical strength of cements. An accurate, rapid method has been developed for the quantitative determination of alkalies sodium oxide and potassium oxide by use of the flame photometric emission spectroscopic technique. The procedure is free from errors caused by the presence of calcium atoms and the mutual disturbance caused by the different ionization behavior of sodium and potassium salts in the flame. The determinations have been performed in a nitric acid medium with use of optimum amounts of aluminum sulfate and cesium sulfate as the controlling electrolytes. A combination of 2000 ppm of alumina +30 ppm of cesium is optimum for the analysis of ordinary portland cements and clinkers. In the procedure a wide range of alkali concentration is covered by the analysis of solutions for 1 to 10 ppm of sodium oxide and potassium oxide with the best reproducibility in the range of 4 to 8 ppm. The accuracy of the determinations is better than 0.01 ppm. The method is suitable for laboratory analysis as well as for on-line quality control determinations of alkali content.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkalies.
=650  \0$aAluminum sulfate.
=650  \0$aCesium sulfate.
=650  \0$aFlame photometry.
=650  \0$aHydration.
=650  \0$aPortland cements.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xDefects.
=650  \0$aConcrete$xDeterioration.
=650  \0$aPortland cement.
=650  \0$aSilicates.
=650  14$aPortland cements.
=650  24$aAlkalies.
=650  24$aFlame photometry.
=650  24$aHydration.
=650  24$aAluminum sulfate.
=650  24$aCesium sulfate.
=700  1\$aKataria, SS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10237J.htm

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=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10238J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10238J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE275
=082  04$a625.8$223
=100  1\$aSyal, SK.,$eauthor.
=245  10$aDevelopment and Interaction of a Concrete Additive for Improved Performance and Durability /$cSK Syal, SS Kataria.
=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$b21
=520  3\$aTwo percent of the additive lignin superplasticizer (SLC) that is developed by mixing equal amounts of alkali carbonate and black liquor sulfate/sulfite lye (that is, lignosulfonate-based material) from paper and pulp works in India can eliminate the use of gypsum and produce a cement with improved strength, lower water requirements (about 30% less) for the same consistency, and increase durability. When used as a simple additive to normal portland cement (clinker and gypsum system), it increased strength and durability to aggressive reagents and decreased the water requirement for the same consistency. Porosity, microstructural, and morphological studies suggest that the lower porosity and increased strengths observed in the presence of the additive are caused by the formation of a Type III calcium silicate hydrate gel in the early stages of hydration, instead of a Type I or a Type II calcium silicate hydrate gel that is generally observed in the normal systems. The atomistic mechanism explains that the increased durability in concretes is caused by a denser, more uniform cement matrix and a stronger matrix-aggregate bond.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdditive lignin superplasticizer.
=650  \0$aAtomistic mechanism.
=650  \0$aCement matrix.
=650  \0$aConcrete structures.
=650  \0$aConcretes.
=650  \0$aHadley grains.
=650  \0$aMatrix aggregate bond.
=650  \0$aMicrostructure.
=650  \0$aMorphology.
=650  \0$aPorosity.
=650  \0$aPortlandite crystals.
=650  \0$aAsphalt concrete.
=650  \0$aPavements, Asphalt concrete.
=650  \0$aConcrete durability.
=650  14$aConcretes.
=650  24$aConcrete structures.
=650  24$aConcrete durability.
=650  24$aAdditive lignin superplasticizer.
=650  24$aMicrostructure.
=650  24$aMorphology.
=650  24$aPorosity.
=650  24$aPortlandite crystals.
=650  24$aAtomistic mechanism.
=650  24$aCement matrix.
=650  24$aHadley grains.
=650  24$aMatrix aggregate bond.
=700  1\$aKataria, SS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10238J.htm

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=001  CCA10239J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10239J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10239J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.136$223
=100  1\$aAkhundov, AA.,$eauthor.
=245  10$aMethod of Lightweight Sand Production by Fluidized Bed Calcination /$cAA Akhundov.
=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.
=520  3\$aA method is described for producing lightweight sand by fluidized bed calcination. The procedure offers some advantages over other methods, including increased mechanization and higher quality products. Use of lightweight sand in concrete panels reduces cement consumption, vibration time, and concrete bulk density.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aConcretes.
=650  \0$aSand control.
=650  \0$aSands.
=650  \0$aAggregates (Building materials)
=650  \0$aConcrete.
=650  14$aConcretes.
=650  24$aAggregates.
=650  24$aSand control.
=650  24$aSands.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 4, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1982$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10239J.htm

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=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10244J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10244J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aCarette, GG.,$eauthor.
=245  10$aMechanical Properties, Durability, and Drying Shrinkage of Portland Cement Concrete Incorporating Silica Fume /$cGG Carette, VM Malhotra.
=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$b10
=520  3\$aPortland cement is a highly energy intensive material, therefore, considerable effort is being made to find substitutes for partially replacing cement in concrete. Silica fume, a byproduct in the manufacture of ferrosilicon and silicon metal is one possible substitute. Results are given of a preliminary investigation to determine the strength, freezing and thawing characteristics, and drying shrinkage of concrete incorporating various percentages of silica fume.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aDurability.
=650  \0$aMechanical properties.
=650  \0$aPortland cement.
=650  \0$aSilica.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  \0$aShrinkage.
=650  14$aConcretes.
=650  24$aPortland cement.
=650  24$aSilica.
=650  24$aDurability.
=650  24$aMechanical properties.
=700  1\$aMalhotra, VM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10244J.htm

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=001  CCA10245J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10245J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10245J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE275
=082  04$a625.8/5$223
=100  1\$aDaugherty, KE.,$eauthor.
=245  14$aThe Incorporation of Low Levels of By-Products in Portland Cement and the Effects on Cement Quality /$cKE Daugherty, JE Funnell.
=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$b2
=520  3\$aThis paper has attempted to show that the cement industry in the United States can accomplish significant reductions in its total energy consumption by intergrinding industrial by-products such as slags, fly ashes, kiln dusts, and possibly other industrial by-products with cement clinker. Further, as seen in many countries this reduction can be accomplished without sacrifice in cement product quality. This study undertook an analysis and evaluation of the utilization of a variety of slags, fly ashes, and kiln dusts in combination with Type I cements from a number of cement plants. Additionally, a significant portion of the project effort was directed on fostering more widespread usage of industrial by-products in blended cement manufacture in the United States and promoting within the industry, ASTM, and other cognizant agencies the adoption of performance specifications applicable to the energy-saving blended cements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlended cement.
=650  \0$aBy-products.
=650  \0$aEnergy.
=650  \0$aFly ash.
=650  \0$aKiln dust.
=650  \0$aPortland cements.
=650  \0$aSlag cements.
=650  \0$aAsphalt cement$xQuality control$xCongresses.
=650  \0$aAsphalt cement$xQuality control.
=650  \0$aAsphalt$xQuality control.
=650  14$aBy-products.
=650  24$aEnergy.
=650  24$aPortland cements.
=650  24$aSlag cements.
=650  24$aFly ash.
=650  24$aKiln dust.
=650  24$aBlended cement.
=700  1\$aFunnell, JE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10245J.htm

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=001  CCA10246J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10246J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10246J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP690.45
=082  04$a541.395$223
=100  1\$aSafa, AI.,$eauthor.
=245  14$aThe Potential Use of Catalysts in the Cement Industry /$cAI Safa, KE Daugherty, WA Mallow, JJ Dziuk, JE Funnell.
=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$b10
=520  3\$aThe calcination of calcium carbonate in a cement or a lime kiln requires approximately two to four times the theoretical quantity of energy predicted from thermodynamic analysis depending upon the type of cement kiln used. The potential for using catalysts to reduce the total energy requirements was explored. It is, of course, impossible to reduce the theoretical energy requirement for the calcination process. Two possible ways considered to reduce this total requirement were (1) to either increase the rate of calcination at a specific temperature or (2) to decrease the temperature of calcination. Several classes of catalysts show promise of doubling the calcination rate (or decreasing the energy requirement by ½)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali halides.
=650  \0$aCalcination.
=650  \0$aCalcium carbonates.
=650  \0$aCalcium oxides.
=650  \0$aCarbon dioxide.
=650  \0$aCatalysts.
=650  \0$aCements.
=650  \0$aConservation.
=650  \0$aEnergy.
=650  \0$aFused salts.
=650  \0$aLimestone.
=650  \0$aRate of calcination.
=650  \0$aThermal analysis.
=650  \0$aCatalysis$xIndustrial applications.
=650  \0$aMetal catalysts$xIndustrial applications.
=650  \0$aChemical industry.
=650  14$aCatalysts.
=650  24$aCalcium carbonates.
=650  24$aLimestone.
=650  24$aFused salts.
=650  24$aCarbon dioxide.
=650  24$aThermal analysis.
=650  24$aEnergy.
=650  24$aConservation.
=650  24$aCalcium oxides.
=650  24$aCements.
=650  24$aCalcination.
=650  24$aAlkali halides.
=650  24$aRate of calcination.
=700  1\$aDaugherty, KE.,$eauthor.
=700  1\$aMallow, WA.,$eauthor.
=700  1\$aDziuk, JJ.,$eauthor.
=700  1\$aFunnell, JE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10246J.htm

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=001  CCA10247J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10247J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10247J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.136$223
=100  1\$aMacDonald, LP.,$eauthor.
=245  10$aWaste Fuels Program at the Mississauga Plant of St. Lawrence Cement, Inc. /$cLP MacDonald.
=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$b8
=520  3\$aUsed automotive oil containing approximately 0.5% lead, 0.1% bromine, 0.1% zinc, and 0.1% phosphorus was burned in a suspension preheater kiln. Lead, zinc, and phosphorus emissions were not found to be increased. A material balance showed these elements to be retained in the process solids. No effect on cement quality was detected.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBromine.
=650  \0$aChlorohydrocarbons.
=650  \0$aCoke.
=650  \0$aDelayed coke.
=650  \0$aKilns.
=650  \0$aLead (metal)
=650  \0$aLow-alkali cement.
=650  \0$aNickel.
=650  \0$aPhosphorus.
=650  \0$aPolychlorinated biphenyls.
=650  \0$aSulfur.
=650  \0$aUsed automotive oil.
=650  \0$aUsed oil.
=650  \0$aVanadium.
=650  \0$aZinc.
=650  \0$aCement.
=650  \0$aConcrete.
=650  14$aKilns.
=650  24$aLead (metal)
=650  24$aBromine.
=650  24$aZinc.
=650  24$aPhosphorus.
=650  24$aUsed automotive oil.
=650  24$aUsed oil.
=650  24$aChlorohydrocarbons.
=650  24$aPolychlorinated biphenyls.
=650  24$aLow-alkali cement.
=650  24$aCoke.
=650  24$aDelayed coke.
=650  24$aVanadium.
=650  24$aNickel.
=650  24$aSulfur.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10247J.htm

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=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10248J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10248J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA402.3
=082  04$a629.8/312$223
=100  1\$aCapon, BM.,$eauthor.
=245  14$aThe Use of Unconventional Fuels in Cement Manufacture /$cBM Capon, PB Layne, D Watson.
=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$b8
=520  3\$aFor more than half a century combustible materials have been used to a limited extent to substitute partially for coal, oil, or gas as the main fuel for cement manufacture, and the continuing increase in price of the conventional fuels is increasing the incentive to do this wherever it is technically practicable and economic. This paper discusses and quantifies the theoretical aspects of this topic, particularly the influence of the properties, continuity of supply, delivered cost and processing cost of possible alternative fuels, the tolerance of the cement-making process according to the type of process and raw materials and cement product quality requirements. Guidelines are developed and are illustrated by reference to the results of research and development and pilot plant work and practical experiences of a number of full-scale applications including a large and novel plant and system for consuming domestic refuse (municipal garbage) in a cement works.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDomestic refuse.
=650  \0$aFuels.
=650  \0$aKilns.
=650  \0$aLow grade fuels.
=650  \0$aCement Kilns.
=650  \0$aCements.
=650  14$aCements.
=650  24$aFuels.
=650  24$aKilns.
=650  24$aDomestic refuse.
=650  24$aLow grade fuels.
=700  1\$aLayne, PB.,$eauthor.
=700  1\$aWatson, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10248J.htm

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=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10249J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10249J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aHC79.E5
=082  04$a363.7$223
=100  1\$aWelch, PW.,$eauthor.
=245  14$aThe Grace Factor :$bA New Tool for Cement Industry Process Control Engineers /$cPW Welch.
=264  \1$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$b4
=520  3\$aA method for mill control and supervision is described that is based on measurement of the mill horsepower consumption and the bulk density of the material being ground. Control by horsepower is shown to be possible and to be a more fundamentally based scheme than other commonly used systems. A monitoring and control system is discussed that uses the relationships described to provide a visual indication of mill loading conditions that can be used effectively by nontechnically trained personnel for manual mill control or as an automatic signal for direct control interlock with programmable controllers.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBulk density.
=650  \0$aBypass rate.
=650  \0$aCascading action.
=650  \0$aCirculating load.
=650  \0$aFlow rate factor.
=650  \0$aGrace factor.
=650  \0$aLoad level.
=650  \0$aOptimum horsepower demand.
=650  \0$aProcess control.
=650  \0$aTrend line analyzer.
=650  \0$aTrends.
=650  \0$aVoid fill.
=650  \0$aVoid space.
=650  \0$aVoids.
=650  \0$aVolume loading.
=650  \0$aCement mill.
=650  14$aTrends.
=650  24$aVoids.
=650  24$aBulk density.
=650  24$aProcess control.
=650  24$aCement mill.
=650  24$aOptimum horsepower demand.
=650  24$aLoad level.
=650  24$aTrend line analyzer.
=650  24$aMill retention time.
=650  24$aCirculating load.
=650  24$aInstantaneous clinker charge.
=650  24$aMill/separator balance.
=650  24$aGrace factor.
=650  24$aVoid fill.
=650  24$aVolume loading.
=650  24$aVoid space.
=650  24$aCascading action.
=650  24$aBypass rate.
=650  24$aFlow rate factor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10249J.htm

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=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10250J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10250J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/40287$223
=100  1\$aCattaneo, A.,$eauthor.
=245  10$aPerformance of Blast-Furnace Slag Cement /$cA Cattaneo, G Frigione.
=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$b26
=520  3\$aThe sulfate resisting portland cement is obtained from a special portland cement clinker with low-tricalcium-aluminate content. In Western Europe another cement is used more for constructions in sulfate environments than portland low-tricalcium-aluminate cement, the blast furnace slag cement with slag content higher than 70%. According to ASTM standard Specification for Concrete Aggregates (C 33), when reactive alkali-aggregates are used, portland low-alkali cement is recommended. According to the European experience, the blast-furnace slag cement with slag content greater than 70% does not produce any expansion when used with stone materials of potential alkaline reactivity. This paper deals with the performances of blastfurnace slag cements tested for sulfate resistance and for alkali-aggregates reaction. The results obtained fully confirm the possibility of overcoming the risk of alkali-aggregate expansion and sulfate destruction by using blast furnace slag cements with high-slag content. The lower energy cost of blast-furnace slag cement, which can replace the special portland cement with low-tricalcium aluminate and low-alkali content, may favor its use.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali aggregate reaction.
=650  \0$aBlast furnace slag.
=650  \0$aBlast furnaces.
=650  \0$aBlast-furnace slag cement.
=650  \0$aCements.
=650  \0$aEnergy conservation.
=650  \0$aLow alkali portland cement.
=650  \0$aSulfate resisting cements.
=650  \0$aSulfate resisting portland cement.
=650  \0$aPavements, Concrete$xMaintenance and repair.
=650  \0$aPavements, Concrete$xTesting.
=650  \0$aPavements$xPerformance.
=650  14$aCements.
=650  24$aBlast furnaces.
=650  24$aSulfate resisting cements.
=650  24$aBlast-furnace slag cement.
=650  24$aLow alkali portland cement.
=650  24$aSulfate resisting portland cement.
=650  24$aEnergy conservation.
=650  24$aBlast furnace slag.
=650  24$aAlkali aggregate reaction.
=700  1\$aFrigione, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10250J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10251J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10251J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10251J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a693/.5$223
=100  1\$aHeck, WJ.,$eauthor.
=245  10$aStudy of Alkali-Silica Reactivity Tests to Improve Correlation and Predictability for Aggregates /$cWJ Heck.
=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$b5
=520  3\$aEvaluation of ASTM Tests for Potential Reactivity of Chemical Aggregates (Chemical Method) (C 289), Potential Alkali Reactivity Cement-Aggregate Combination (Mortar-Bar Method) (C 227), and Petrographic Examination of Aggregates for Concrete (C 295) for predicting alkali-silica reactivity potential of aggregates was undertaken using a natural siliceous sand and a manufactured limestone sand to which 2, 5, 10, and 20% by weight of reactive materials (chert and opaline sandstone) were added. Three aggregate gradings were tried in the mortar-bar test. None of the test methods by themselves are adequate to predict alkalisilica reactivity potential; furthermore, the chemical test did not correlate well with the limit of mortar-bar expansion at an age of six months as indicative of reactive aggregate. There is a linear trend between the amount of reactive material and the amount of soluble silica by weight added to the sands and reduction of alkalinity determined by the chemical test. A similar linear relationship is shown between the amount of soluble silica and the amount of reactive material in the aggregate as determined by petrographic examination. The pessimum proportion of the reactive material was found to be around 10% by weight. Coarser graded aggregate tended to produce greater expansion, but this was not definitely established. Mortar-bar expansion tends to be highly variable with increase of amount of reactive material over 2%. The test data indicates that the limit of mortar-bar expansion of 0.1% at six months does not adequately define potentially reactive material. It is suggested that the limit should be lowered to 0.075% at six months. Because of the effect of grading and the variability of expansion, consideration should be given to replacing the mortar-bar test with a concrete-prism test. Limestone aggregate appears to have an inhibiting effect on alkali-silica reactivity, therefore, adding limestone to reactive aggregates may be a practical way to make them usable in concrete. Further testing should be conducted to establish the minimum amount of limestone required to effectively inhibit reactivity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reactivity tests.
=650  \0$aCorrelation.
=650  \0$aEvaluation.
=650  \0$aExpansion.
=650  \0$aHigh-alkali cement.
=650  \0$aOpaline sandstone.
=650  \0$aAlkali aggregate reaction.
=650  \0$aConcrete$xDefects.
=650  14$aAlkali aggregate reaction.
=650  24$aChert.
=650  24$aExpansion.
=650  24$aCorrelation.
=650  24$aEvaluation.
=650  24$aAlkali-silica reactivity tests.
=650  24$aOpaline sandstone.
=650  24$aHigh-alkali cement.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10251J.htm

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=001  CCA10252J
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=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10252J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10252J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aCarrasquillo, RL.,$eauthor.
=245  10$aMicrocracking and Definition of Failure of High- and Normal-Strength Concretes /$cRL Carrasquillo, FO Slate.
=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$b26
=520  3\$aThe discontinuity point is defined as that point at which an unstable progressive crack growth mechanism develops in the concrete. A criterion for defining the discontinuity point in terms of microcracking and thus for determining the stress or strain corresponding to the discontinuity point is perhaps the most relevant strength criterion for engineering design because it can identify the onset of failure when a given concrete can no longer withstand a given state of stress without unstable disruption of the structure. This paper summarizes the work done at Cornell University on the development of a criterion for determining stress and strain at discontinuity for different-strength concretes based on the observed internal microcracking at different load stages and proposes ranges of stress and strain at discontinuity for those different concretes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aDiscontinuity point.
=650  \0$aFailure.
=650  \0$aHigh strength concretes.
=650  \0$aPlain concrete.
=650  \0$aPoisson ratio.
=650  \0$aVolume change.
=650  \0$aHigh strength concrete.
=650  \0$aMicrocracking.
=650  14$aConcretes.
=650  24$aHigh strength concretes.
=650  24$aPoisson ratio.
=650  24$aVolume change.
=650  24$aFailure.
=650  24$aMicrocracking.
=650  24$aDiscontinuity point.
=650  24$aPlain concrete.
=700  1\$aSlate, FO.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10252J.htm

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=001  CCA10253J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10253J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10253J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP882.3
=082  04$a620.135$223
=100  1\$aStruble, LJ.,$eauthor.
=245  10$aQuantitative X-Ray Diffraction Analysis of Cement and Clinker :$bA Bibliography /$cLJ Struble.
=264  \1$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.
=520  3\$aThis comprehensive bibliography covers analysis of portland cement and concrete by quantitative X-ray diffraction. The citation and an abstract is provided for each reference. The bibliography was prepared at the request of the quantitative X-ray diffraction analysis task group of ASTM Subcommittee C01.23.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBibliographies.
=650  \0$aCements.
=650  \0$aClinker.
=650  \0$aX-ray diffraction.
=650  \0$aCement clinkers.
=650  \0$aConcrete$xAnalysis.
=650  \0$aCement.
=650  \0$aCement$xAnalysis.
=650  14$aBibliographies.
=650  24$aCements.
=650  24$aClinker.
=650  24$aX-ray diffraction.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10253J.htm

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=001  CCA10254J
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=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10254J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10254J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.136$223
=100  1\$aRobinson, RF.,$eauthor.
=245  10$aLithological Characteristics of Concrete Aggregates as Related to Durability /$cRF Robinson.
=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$b2
=520  3\$aPopouts in concrete bridge decks prompted an investigation into the reasons for such performance in relatively new construction projects. Certain stones usually reddish in color and belonging to a lithologic unit referred to as the superior group appeared to be responsible for the popout action. Conventional tests had not revealed any excessive values or unusual properties. Several area pits were examined, sampled, and tested by different methods. There were no specific series of tests that indicated the durability of aggregates used in this study, but an indication of high absorption to greater loss in soundness tests was detected. From testing results and past performance records, a recommendation was made to require individual stone counts to isolate the amount of the suspect aggregate. It was further recommended that a soundness loss of not more than 5% of the total specimen be allowed to conform with the “deleterious substances” section 501.3.6.4.3 of the current specification.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbsorption.
=650  \0$aAggregates.
=650  \0$aBridges.
=650  \0$aConcretes.
=650  \0$aDeleterious.
=650  \0$aFloors.
=650  \0$aFreezing.
=650  \0$aFrost.
=650  \0$aLithology.
=650  \0$aPopouts.
=650  \0$aSandstones.
=650  \0$aShales.
=650  \0$aSoundness.
=650  \0$aAggregates (Building materials)
=650  \0$aConcrete.
=650  \0$aFreeze-Thaw Durability.
=650  14$aAbsorption.
=650  24$aFrost.
=650  24$aFreezing.
=650  24$aLithology.
=650  24$aShales.
=650  24$aSandstones.
=650  24$aAggregates.
=650  24$aConcretes.
=650  24$aBridges.
=650  24$aFloors.
=650  24$aPopouts.
=650  24$aSoundness.
=650  24$aDeleterious.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10254J.htm

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=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10255J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10255J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666.893$223
=100  1\$aSpellman, LU.,$eauthor.
=245  10$aSome Opportunities to Offset Poor Quality Characteristics of High-Alkali Cement /$cLU Spellman.
=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$b18
=520  3\$aIt is to be expected that the influx of preheater/precalciner technology will result in a general increase in portland cement alkali level. High-alkali cement is associated, in general, with rapid early strength development and disproportionately lower 28 day strength in mortar cubes in accordance with ASTM Compressive Strength of Hydraulic Cement Mortars (C 109). Too, alkali cements react more readily with reactive aggregates. While portland cements tend to be increasing in alkali content, sources of unreactive aggregates tend to be decreasing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkalies.
=650  \0$aBlast-furnace slag.
=650  \0$aCompressive strength.
=650  \0$aPortland cements.
=650  \0$aSuspension preheater.
=650  \0$aConcrete.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xTesting.
=650  \0$aSoil cement.
=650  14$aPortland cements.
=650  24$aAlkalies.
=650  24$aCompressive strength.
=650  24$aAlkali-aggregate reactions.
=650  24$aBlast-furnace slag.
=650  24$aSuspension preheater.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10255J.htm

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=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10258J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10258J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/36$223
=100  1\$aCady, PD.,$eauthor.
=245  10$aChloride Penetration and the Deterioration of Concrete Bridge Decks /$cPD Cady, RE Weyers.
=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$b17
=520  3\$aThe rapid deterioration of the nation's bridges is a widely recognized problem. A major contributor to this problem is bridge deck deterioration caused by chloride-induced corrosion of reinforcement. Chlorides are derived primarily from the application of roadway deicing salts. This paper synthesizes empirical data from previous studies with the diffusion theory in developing a predictive model for chloride infusion of bridge decks. The model includes the effects of subsidence cracking over the reinforcement. Primary input data consist only of average reinforcement cover, which is easily obtainable with existing instrumentation. The model is intended to serve as a useful, rational means of providing information for life-cycle costing in bridge deck rehabilitation planning studies.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBridge decks.
=650  \0$aChloride diffusion.
=650  \0$aConcretes.
=650  \0$aDeicing.
=650  \0$aReinforcement corrosion.
=650  \0$aSubsidence cracking.
=650  \0$aConcrete structures.
=650  \0$aCorrosion resistance.
=650  \0$aDeterioration by environmental action.
=650  \0$aFiber reinforced polymers.
=650  \0$aFlexural strength.
=650  \0$aReinforcement (Engineering)
=650  14$aConcretes.
=650  24$aDeicing.
=650  24$aBridge decks.
=650  24$aReinforcement corrosion.
=650  24$aChloride diffusion.
=650  24$aSubsidence cracking.
=700  1\$aWeyers, RE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10258J.htm

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=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10259J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10259J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP882.3
=082  04$a620.135$223
=100  1\$aHead, WJ.,$eauthor.
=245  10$aEvaluation of Selected Procedures for the Rapid Analysis of Fresh Concrete /$cWJ Head, HM Phillippi, PA Howdyshell, D Lawrence.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$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$b16
=520  3\$aPresented in this paper are results of a program to evaluate procedures for the rapid determination of both cement and water contents of fresh concrete. Three generations of a general method were considered. The abilities of the current (Generation II-Construction Engineering Research Laboratory/Kelly Vail [CERL/KV]) and recently evolved (Generation III-Construction Engineering Research Laboratory/Concrete Quality Monitor [CERL/CQM]) procedures to aid in predicting cement and water contents of a variety of concrete mixtures were determined in an extensive series of side-by-side laboratory tests. Evaluated in the tests were effects of sampling techniques and aggregate type. Analysis of variance techniques were used as aids in establishing accuracy statements and comparing the two procedures. Results demonstrated that accuracies of the CERL/KV and CERL/CQM methods were equivalent for identical test conditions. Further, it was determined that aggregate characteristics affect results of both cement-content tests and both water-content tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement content.
=650  \0$aConcrete quality control.
=650  \0$aConcretes.
=650  \0$aFresh concrete.
=650  \0$aMoisture content.
=650  \0$aRapid analysis.
=650  \0$aStatistical analysis.
=650  \0$aConcrete$xAnalysis.
=650  \0$aMoisture.
=650  14$aMoisture content.
=650  24$aConcretes.
=650  24$aStatistical analysis.
=650  24$aFresh concrete.
=650  24$aRapid analysis.
=650  24$aConcrete quality control.
=650  24$aCement content.
=700  1\$aPhillippi, HM.,$eauthor.
=700  1\$aHowdyshell, PA.,$eauthor.
=700  1\$aLawrence, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10259J.htm

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=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10260J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10260J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aHelmuth, R.,$eauthor.
=245  10$aSome Questions Concerning ASTM Standards and Methods of Testing Fly Ash for Use with Portland Cement /$cR Helmuth.
=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$b34
=520  3\$aAlthough the potential for substantial energy conservation by the use of fly ash in blended cements is well recognized, present test methods and standard specifications do not appear to be adequate to insure predictable performance. A review of the literature led to an analysis of the scientific bases for existing tests for water requirement for pozzolanic activity. Questions are raised concerning the use of fixed proportions in both tests. It is suggested that proportions be adjusted in the mortar flow test to take into account the 45-μm (No. 325) sieve residue of the fly ash. It is also suggested that variable proportions of fly ash and cement be used in the pozzolanic activity tests to facilitate optimization of concrete properties.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemical reactions.
=650  \0$aFineness.
=650  \0$aFlow measurement.
=650  \0$aFly ash.
=650  \0$aPortland cements.
=650  \0$aPozzolans.
=650  \0$aSpecifications.
=650  \0$aStandards.
=650  \0$aStrength.
=650  \0$aTests.
=650  \0$aWater requirement.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  14$aFly ash.
=650  24$aPortland cements.
=650  24$aStandards.
=650  24$aSpecifications.
=650  24$aTests.
=650  24$aFlow measurement.
=650  24$aWater requirement.
=650  24$aPozzolans.
=650  24$aChemical reactions.
=650  24$aStrength.
=650  24$aFineness.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10260J.htm

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=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10261J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10261J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA438
=082  04$a625.7$223
=100  1\$aGreer, WC.,$eauthor.
=245  10$aVariation of Laboratory Concrete Flexural Strength Tests /$cWC Greer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1983.
=300  \\$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$b10
=520  3\$aAn analysis of 145 laboratory flexural-strength concrete mixes prepared for projects at the expansion of the Atlanta International Airport is presented. Typical values for within-test (within-batch) and between-test (between-batch) standard deviations are presented and compared with data published by others. Flexural strength as a function of age in the laboratory is discussed, and typical values are given for Type I cement mixes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoefficient of variation.
=650  \0$aConcrete pavements.
=650  \0$aConcretes.
=650  \0$aLaboratory between-test variation.
=650  \0$aLaboratory within-test variation.
=650  \0$aModulus of rupture tests.
=650  \0$aStandard deviation.
=650  \0$aStatistics.
=650  \0$aVariability.
=650  \0$aFlexural strength.
=650  \0$aDuctility.
=650  \0$aConcrete.
=650  \0$aShrinkage.
=650  \0$aFiber-reinforced concrete.
=650  14$aCoefficient of variation.
=650  24$aConcretes.
=650  24$aConcrete pavements.
=650  24$aModulus of rupture tests.
=650  24$aStandard deviation.
=650  24$aStatistics.
=650  24$aVariability.
=650  24$aLaboratory within-test variation.
=650  24$aLaboratory between-test variation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10261J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10262J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10262J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aWheeler, BD.,$eauthor.
=245  10$aChemical Analysis of Portland Cement by Energy Dispersive X-Ray Fluorescence /$cBD Wheeler.
=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$b26
=520  3\$aX-ray fluorescence techniques have been applied for the analysis of portland cement for the past 20 or more years. During this time, applications have been developed primarily with wavelength spectrometers. In the past several years, development of solid state detectors has allowed energy dispersive X-ray fluorescence to detect and measure all the elements of interest in portland cement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbsorption.
=650  \0$aEnergy dispersive.
=650  \0$aEnhancement.
=650  \0$aMatrix.
=650  \0$aWavelengths.
=650  \0$aX-ray fluorescence.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  14$aX-ray fluorescence.
=650  24$aEnergy dispersive.
=650  24$aWavelengths.
=650  24$aAbsorption.
=650  24$aMatrix.
=650  24$aEnhancement.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10262J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10263J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10263J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10263J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a624.183$223
=100  1\$aPhilleo, RE.,$eauthor.
=245  12$aA Method for Analyzing Void Distribution in Air-Entrained Concrete /$cRE Philleo.
=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$b4
=520  3\$aA method is derived that makes possible the determination of the fraction of hardened cement paste within any stipulated distance of the nearest air void as a means of determining the extent to which the paste is protected from the damaging effects of freezing. The required input consists of the total air content and the number of air voids per unit volume. Both can be determined from a Rosiwal linear traverse performed by microscope on a polished section of concrete. Determining the void density requires a count of chord intercepts in two or three small size groups.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir entrainment.
=650  \0$aAir-entraining agents.
=650  \0$aConcretes.
=650  \0$aLinear traverse.
=650  \0$aSpacing factor.
=650  \0$aVoid distribution.
=650  \0$aConcrete.
=650  \0$aAir-Entrained Concrete.
=650  14$aAir entrainment.
=650  24$aAir-entraining agents.
=650  24$aConcretes.
=650  24$aLinear traverse.
=650  24$aSpacing factor.
=650  24$aVoid distribution.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10263J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10264J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10264J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10264J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.136$223
=100  1\$aBuck, AD.,$eauthor.
=245  10$aAlkali Reactivity of Strained Quartz as a Constituent of Concrete Aggregate /$cAD Buck.
=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$b14
=520  3\$aSome strained quartz may cause a deleterious alkali-silica reaction if present as a constituent of concrete aggregate in sufficient amounts. The criterion for reactive strained quartz is suggested to be more than 20% strained quartz with an average undulatory extinction angle greater than 15°. Length changes of mortar bars containing such strained quartz will be 0.025 and 0.040% or more at six and twelve months, respectively, when stored at a temperature of 60°C (140°F). Revisions to applicable ASTM standards may be appropriate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali aggregate reactions.
=650  \0$aAlkalies.
=650  \0$aAlkalisilica reaction.
=650  \0$aConcrete aggregate.
=650  \0$aLength change data.
=650  \0$aPetrography.
=650  \0$aStrained quartz.
=650  \0$aAggregates (Building materials)
=650  \0$aAlkali aggregate reaction.
=650  14$aAlkalies.
=650  24$aAlkali aggregate reactions.
=650  24$aPetrography.
=650  24$aAlkalisilica reaction.
=650  24$aConcrete aggregate.
=650  24$aStrained quartz.
=650  24$aLength change data.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10264J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10265J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10265J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a658.7/8$223
=100  1\$aYaksharov, OJ.,$eauthor.
=245  10$aProduction Technology of Expanded Clay Aggregate Gravel with Bulk Density Below 300 kg/m3 /$cOJ Yaksharov, BV Skiba.
=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$b1
=520  3\$aSome problems of production technology of expanded clay aggregate in a rotary kiln are considered with the use of the method of dusting the particles of burning material with refractory, or highmelting, powders. A list of the main units of modernization for the rotary kiln is given. Dependence upon the consumption of dusting materials is shown, and the conditions of its usage in rotary kilns are investigated. Comparative technical indexes of operation during the industrial tests in modernized rotary kilns with the use of devices under discussion are offered. Industrial tests are given for four kinds of argillaceous raw materials.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBulk density.
=650  \0$aDrosses.
=650  \0$aEutectics.
=650  \0$aExpanded clay aggregates.
=650  \0$aHomogeneity.
=650  \0$aKilns.
=650  \0$aMelting points.
=650  \0$aRadiant heating.
=650  \0$aSpecific heat.
=650  \0$aThermal expansion.
=650  \0$aAggregates (Building materials)$xStorage.
=650  \0$aAggregates (Building materials)$xTransportation.
=650  \0$aAggregate gradation.
=650  \0$aStockpiling.
=650  \0$aCrushed rock.
=650  \0$aGravel.
=650  14$aExpanded clay aggregates.
=650  24$aThermal expansion.
=650  24$aBulk density.
=650  24$aKilns.
=650  24$aHomogeneity.
=650  24$aMelting points.
=650  24$aEutectics.
=650  24$aSpecific heat.
=650  24$aDrosses.
=650  24$aRadiant heating.
=700  1\$aSkiba, BV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10265J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10266J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10266J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/36$223
=100  1\$aMeininger, RC.,$eauthor.
=245  10$aEffects of Initial Field Curing on Standard 28-Day Cylinder Strengths /$cRC Meininger.
=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.
=520  3\$aProposed changes to the initial curing of standard strength cylinders under ASTM Making and Curing Concrete Test Speciments in the Field (C 31) were studied. Cylinders were cured for periods of one or two days under four simulated field conditions: (1) 16°C (60°F) water, (2) 16°C (60°F) air, (3) 27°C (80°F) water, and (4) 27°C (80°F) air. After this initial curring period, all cylinders were given standard curing until 28-days age. Strength results were significantly affected by initial curing environment. Initial water curing at 16°C (60°F) resulted in 28-day strengths on the order of 5 to 7 MPa (700 to 1000 psi) more than concrete from the same batch cured initially in air at 27°C (80°F). It was also found that cement source has an influence on the strength difference because of initial curing environment and, also, on the temperature rise of the concrete cylinders during the first 6 h after molding. Increasing the initial curing period from one to two days only reduced compressive strength by about 1%.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression tests.
=650  \0$aConcretes.
=650  \0$aCuring.
=650  \0$aStrength tests.
=650  \0$aConcrete construction.
=650  \0$aConcrete$xCuring.
=650  14$aConcretes.
=650  24$aCuring.
=650  24$aCompression tests.
=650  24$aStrength tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10266J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10267J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10267J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10267J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA660.P63
=082  04$a695$223
=100  1\$aMatselinsky, RN.,$eauthor.
=245  10$aEfficient Large Panel Roofing /$cRN Matselinsky, YA Rogatin, LS Spannut.
=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$b1
=520  3\$aLarge panel building roofs using prestressed short cylindrical panel-shells with dimensions of 3 by 12, 3 by 18, and 3 by 24 m developed in the U.S.S.R. are presented in this paper, and their technical and economic advantages in comparison with other roofs are shown.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLongitudinal structure.
=650  \0$aPanel shell.
=650  \0$aPrestressed concrete.
=650  \0$aPrestressed reinforcement.
=650  \0$aPrestressing.
=650  \0$aRib diaphragm.
=650  \0$aRoofing.
=650  \0$aSegment vault.
=650  \0$aShell.
=650  \0$aFolded plate structures$xDesign and construction.
=650  \0$aRoofing, Concrete$xDesign and construction.
=650  14$aRoofing.
=650  24$aPrestressing.
=650  24$aPrestressed concrete.
=650  24$aPanel shell.
=650  24$aRib diaphragm.
=650  24$aShell.
=650  24$aPrestressed reinforcement.
=650  24$aLongitudinal structure.
=650  24$aSegment vault.
=700  1\$aRogatin, YA.,$eauthor.
=700  1\$aSpannut, LS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10267J.htm

=LDR  03762nab  2200553 i 4500
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=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1983\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10268J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10268J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/35$223
=100  1\$aLi, S-T,$eauthor.
=245  10$aDiscussion of “Proportioning of Coarse Aggregate for Conventionally and Gap-Graded Concrete” by D. O. Ehrenburg /$cS-T Li, V Ramakrishnan.
=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$b12
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aArea.
=650  \0$aConcretes.
=650  \0$aGap-graded concrete.
=650  \0$aMatrix requirement.
=650  \0$aProportioning.
=650  \0$aTrial mixes.
=650  \0$aWeymouth's limit.
=650  \0$aAggregate gradation.
=650  \0$aRoad construction.
=650  \0$aCoarse aggregates.
=650  14$aConcretes.
=650  24$aAggregates.
=650  24$aProportioning.
=650  24$aArea.
=650  24$aMatrix requirement.
=650  24$aGap-graded concrete.
=650  24$aTrial mixes.
=650  24$aWeymouth's limit.
=700  1\$aRamakrishnan, V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 5, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1983$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10268J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10273J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10273J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10273J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aFeng, N-Q,$eauthor.
=245  10$aHigh-Strength and Flowing Concrete with a Zeolitic Mineral Admixture /$cN-Q Feng, G-Z Li, X-W Zang.
=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$b5
=520  3\$aZeolitic mineral admixture (ZMA) is made of the finely divided powder of natural zeolite with a bit of other agent such as triethanolamine. When ZMA is used to displace about 10% (by mass) of the ordinary portland cement (OPC) (strength grade No. 525) in concrete and mixed with a suitable amount of superplasticizer (W/C = 0.31 to 0.35), then a high-strength concrete with compressive strength of about 80 MPa and a slump of about 180 mm can be obtained. The strength of this concrete is about 10 to 15% higher than that of the corresponding concrete mixed with pure OPC, and its bleeding decreases greatly. It also results in no segregation or separation of the mix, and thus it satisfies the requirement of pumping concrete in construction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aNatural zeolite.
=650  \0$aZeolitic mineral admixture (ZMA)
=650  \0$aConcrete construction.
=650  \0$aHigh strength concrete.
=650  14$aNatural zeolite.
=650  24$aZeolitic mineral admixture (ZMA)
=700  1\$aLi, G-Z,$eauthor.
=700  1\$aZang, X-W,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10273J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10274J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10274J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10274J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA442.5
=082  04$a624.2028/4$223
=100  1\$aMehta, PK.,$eauthor.
=245  10$aPrinciples Underlying Production of High-Performance Concrete /$cPK Mehta, P-CC Aïtcin.
=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$b19
=520  3\$aDurability rather than high strength appears to be the principal characteristic for high-performance concrete mixtures being developed for use in hostile environments such as seafloor tunnels, offshore and coastal marine structures, and confinement for solid and liquid wastes containing hazardous materials. Strength, dimensional stability, impermeability, and high workability are usually the principal characteristics required of high-performance concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aCement paste.
=650  \0$aDimensional stability.
=650  \0$aDurability.
=650  \0$aHigh performance.
=650  \0$aImpermeability.
=650  \0$aMineral admixtures.
=650  \0$aProportioning.
=650  \0$aStrength grading.
=650  \0$aSuperplasticizer.
=650  \0$aHigh performance concrete.
=650  \0$aConcrete strength.
=650  14$aConcrete strength.
=650  24$aImpermeability.
=650  24$aDurability.
=650  24$aHigh performance.
=650  24$aDimensional stability.
=650  24$aCement paste.
=650  24$aAggregate.
=650  24$aMineral admixtures.
=650  24$aSuperplasticizer.
=650  24$aProportioning.
=650  24$aStrength grading.
=700  1\$aAïtcin, P-CC,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10274J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10275J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10275J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10275J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA442.5
=082  04$a624.1/834$223
=100  1\$aCzarnecki, B.,$eauthor.
=245  14$aThe Effect of Mix Design on the Properties of Sulfur Concrete /$cB Czarnecki, JE Gillott.
=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$b14
=520  3\$aSome sulfur concretes have been shown to expand excessively under moist conditions. The deterioration is accompanied by a decrease in dynamic modulus of elasticity with time. The durability of sulfur concretes containing glycerin and crude oil admixtures was slightly improved, but expansions were still unacceptably high. Two silane admixtures significantly decreased the moisture expansions. Silane type A was more effective when larger amounts were used, but differences in amount of silane type Z had little effect on amount of expansion. Silanes also improved the durability of sulfur concrete when assessed by the dynamic modulus of elasticity, which generally remained at the same level during water immersion. It is concluded that by changing the surface characteristics at the aggregate-sulfur interface silanes minimize the detrimental effects of moisture.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDynamic modulus of elasticity.
=650  \0$aGlycerin admixture.
=650  \0$aMix design.
=650  \0$aMoisture expansion of sulfur concrete.
=650  \0$aSilane admixtures.
=650  \0$aSulfur concrete.
=650  \0$aSulfur concrete.
=650  14$aSulfur concrete.
=650  24$aSilane admixtures.
=650  24$aGlycerin admixture.
=650  24$aMix design.
=650  24$aMoisture expansion of sulfur concrete.
=650  24$aDynamic modulus of elasticity.
=700  1\$aGillott, JE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10275J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10276J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10276J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10276J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a693/.5$223
=100  1\$aFernandez, L.,$eauthor.
=245  10$aMechanical Properties, Abrasion Resistance, and Chloride Permeability of Concrete Incorporating Granulated Blast-Furnace Slag /$cL Fernandez, VM Malhotra.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1990.
=300  \\$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$b6
=520  3\$aThis paper reports the results of an investigation to determine the mechanical properties, abrasion resistance, and chloride-ion permeability of concrete incorporating ground-granulated blast-furnace slag from a source in northern Ontario. Nine 0.06-m3 air-entrained concrete mixtures involving 18 batches were made. The water-to-cementitious materials ratio of the mixtures ranged from 0.45 to 0.70, and the percentage of the slag used as a replacement by mass for the portland cement varied from 0 to 50%.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir curing.
=650  \0$aChloride-ion permeability.
=650  \0$aCompressive strength.
=650  \0$aFlexural strength.
=650  \0$aGranulated blast-furnace slag.
=650  \0$aModulus of elasticity.
=650  \0$aAbrasion resistance.
=650  \0$aPortland cement.
=650  14$aAbrasion resistance.
=650  24$aAir curing.
=650  24$aChloride-ion permeability.
=650  24$aCompressive strength.
=650  24$aFlexural strength.
=650  24$aGranulated blast-furnace slag.
=650  24$aModulus of elasticity.
=650  24$aPortland cement.
=700  1\$aMalhotra, VM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10276J.htm

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=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10277J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10277J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a693/.5$223
=100  1\$aFwa, TF.,$eauthor.
=245  10$aLaboratory Evaluation of Wet and Dry Abrasion Resistance of Cement Mortar /$cTF Fwa, EW Low.
=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$b7
=520  3\$aThis paper describes a laboratory test program conducted to evaluate the effect of wetting and drying on the abrasion resistance of portland cement mortar. A relatively simple and speedy abrasion test procedure was adopted. Test results indicated that repeated alternating of wetting and drying treatment did not have any adverse long-term effect on the abrasion resistance of specimens. Each wetting phase, however, reduced the abrasion resistance of specimens, although the reduction was only a short-term phenomenon. The abrasion resistance was restored to the original level gradually as the specimens were allowed to dry. The effect of wetting was found to be increasingly pronounced as the water/cement ratio of the test mix was raised.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbrasion loss.
=650  \0$aAbrasion test.
=650  \0$aCement mortar.
=650  \0$aRotating drum test.
=650  \0$aWater/cement ratio.
=650  \0$aAbrasion resistance.
=650  \0$aPortland cement.
=650  14$aAbrasion resistance.
=650  24$aAbrasion loss.
=650  24$aAbrasion test.
=650  24$aCement mortar.
=650  24$aRotating drum test.
=650  24$aWater/cement ratio.
=700  1\$aLow, EW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10277J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10278J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10278J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10278J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aLeshchinsky, AM.,$eauthor.
=245  10$aDetermination of Concrete Strength by Nondestructive Methods /$cAM Leshchinsky.
=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$b21
=520  3\$aThis paper considers problems of improving the non-destructive control of concrete strength from the standpoint of: selecting the most economic methods; determining the required number of individual tests at a location to obtain an average in-place test result with the same degree of confidence by various methods; and modifying the acceptance criteria of ACI 318 to reduce the consumer's risk without changing the producer's risk. The ways of reducing labor consumption of nondestructive tests are recommended.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcceptance criteria.
=650  \0$aBreak-off tests.
=650  \0$aBuilding codes.
=650  \0$aCompressive strength.
=650  \0$aCores.
=650  \0$aCylinders.
=650  \0$aEconomy.
=650  \0$aLabor consumption.
=650  \0$aNondestructive tests.
=650  \0$aPenetration tests.
=650  \0$aPrecast products.
=650  \0$aPull-off tests.
=650  \0$aPullout tests.
=650  \0$aQuality control.
=650  \0$aRebound tests.
=650  \0$aUltrasonic tests.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  14$aBuilding codes.
=650  24$aCompressive strength.
=650  24$aCores.
=650  24$aCylinders.
=650  24$aNondestructive tests.
=650  24$aLabor consumption.
=650  24$aEconomy.
=650  24$aPullout tests.
=650  24$aPull-off tests.
=650  24$aPenetration tests.
=650  24$aBreak-off tests.
=650  24$aRebound tests.
=650  24$aUltrasonic tests.
=650  24$aPrecast products.
=650  24$aIn-situ tests.
=650  24$aQuality control.
=650  24$aAcceptance criteria.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10278J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10279J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10279J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10279J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD491
=082  04$a628.1/5$223
=100  1\$aAl-Obaid, YF.,$eauthor.
=245  14$aThe Creep of Concrete Pipes in Kuwait /$cYF Al-Obaid.
=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$b3
=520  3\$aMost concrete pipes of 915-mm diameter buried 1.5 m below the surface of Kuwait highways have been examined. About 55% of these developed circumferential strains (in tension) about 30 microstrain at top and bottom as soon as they were buried. In a matter of eight weeks, due to vehicle loads, the top strains increased on 100 pipes by 10% and bottom strains remained unchanged. An experiment has been carried out on site to determine the magnitude of the creep occurring in such pipes. In a period of six months the creep strains have increased by three times the previous strains resulting from the initial application of loads. Over 60% of the concrete pipes tested show 4.75 times creep strains measured at the initial stages. On King Faisal Road some pipes on removal indicated a substantial degradation of material due to sulfur attack.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete pipes.
=650  \0$aFinite element.
=650  \0$aPipe, Concrete.
=650  \0$aConcrete$xCreep.
=650  \0$aCreep.
=650  14$aCreep.
=650  24$aConcrete pipes.
=650  24$aKing Faisal Road.
=650  24$aFinite element.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10279J.htm

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=001  CCA10280J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10280J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10280J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aLeshchinsky, AM.,$eauthor.
=245  10$aAnisotropy of Concrete Strength /$cAM Leshchinsky.
=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$b21
=520  3\$aResults obtained by numerous researchers concerning concrete strength anisotropy are analyzed. In some cases, the researchers have found that the compressive strength of specimens loaded at a right angle to a direction of concrete placing, f′c, is greater than for those loaded parallel to the above direction, f″c; in other cases, it is lower. This fact has been elucidated. In the cases where anisotropy is caused by the “internal” mix segregation, we come across f′c/f″c > 1; when the cause is in the “external” mix segregation, the result is f′c/f″c < 1. Given are recommendations for taking into account such anisotropy in core testing.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnisotropy.
=650  \0$aCompressive strength.
=650  \0$aMix segregation.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  14$aCompressive strength.
=650  24$aAnisotropy.
=650  24$aMix segregation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10280J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10285J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10285J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10285J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aMa, W.,$eauthor.
=245  10$aCalorimetric Study of Cement Blends Containing Fly Ash, Silica Fume, and Slag at Elevated Temperatures /$cW Ma, D Sample, R Martin, PW Brown.
=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$b23
=520  3\$aThe hydration behavior of blended cements containing fly ash, silica fume, and granulated blast furnace slag over the temperature range of 10 to 55°C was studied by isothermal calorimetry. The rates of heat evolution during the first 24 h of hydration were examined. The results were analyzed to determine the kinetics of hydration of portland and blended cements. Relationships between the reactivities of these blended cements and the curing temperature were established. The results show that the rates of hydration reactions increased with an increase in temperature in all instances. Comparison among the blends containing fly ash, silica fume, and slag was made to establish activation energies for the hydration reactions. Arrhenius activation energy Ea values obtained were 39.0, 26.7, 30.4, and 49.3 KJ/mol for portland cement, fly ash, silica fume, and slag blended cements, respectively. The relatively constant Ea values for the blended cements may be related to diffusionally controlled hydration of the mineral admixtures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArrhenius activation energy.
=650  \0$aCalorimetry.
=650  \0$aSilica fume.
=650  \0$aFly ash.
=650  \0$aCement.
=650  \0$aConcrete.
=650  \0$aSlag.
=650  14$aCalorimetry.
=650  24$aCement.
=650  24$aFly ash.
=650  24$aSilica fume.
=650  24$aSlag.
=650  24$aArrhenius activation energy.
=700  1\$aSample, D.,$eauthor.
=700  1\$aMartin, R.,$eauthor.
=700  1\$aBrown, PW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10285J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10286J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10286J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG380
=082  04$a624.2028/4$223
=100  1\$aWrobel, P.,$eauthor.
=245  10$aLaboratory Measurements of Corrosion Activity of Steel Reinforcement in Concrete Using Simple Equipment /$cP Wrobel.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$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$b12
=520  3\$aThis paper proposes the design and operation of a laboratory instrument for measuring the corrosion activity of steel reinforcement in concrete. An instrument was constructed and its reliability and research utility assessed against six steel-reinforced concrete prisms cured in duplicate under negligible, mild, and severe conditions of corrosivity. The steel reinforced concrete prisms were measured after curing and whilst dehydrating for corrosion potentials, polarization resistances, corrosion current densities, and corrosion rates. The instrument was simple to construct and operate. The instrument was reliable since it could apply Polarization Resistance to steel-reinforced concrete and thereby distinguish between steel reinforcements of different corrosion activity with precision. Furthermore, the instrument could be used to monitor changes in the corrosion activities of the steel reinforcements and was therefore useful for researching the passivating influence of Ca(OH)2. Erratum to this paper appears in 17(1)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aCorrosion activity.
=650  \0$aInstrument.
=650  \0$aPolarization resistance.
=650  \0$aSteel reinforcement.
=650  \0$aReinforced concrete bridges.
=650  \0$aReinforcement (Engineering)
=650  \0$aCorrosion.
=650  14$aInstrument.
=650  24$aCorrosion activity.
=650  24$aSteel reinforcement.
=650  24$aConcrete.
=650  24$aPolarization resistance.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10286J.htm

=LDR  03762nab  2200553 i 4500
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=006  m|||||o|||||||||||
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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10287J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10287J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a666/.94$223
=100  1\$aShashiprakash, SG.,$eauthor.
=245  10$aProportioning of Fly Ash Cement Concrete Mixes /$cSG Shashiprakash, TS Nagaraj, S Raviraj, BV Yenagi.
=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$b11
=520  3\$aThe accumulation of fly ash throughout the world is several million tons per day. The main problem with the usage of fly ash is the slow rate of strength gain, primarily due to slow pozzolanic reactions. Existing methods of proportioning fly ash concrete are lacking. These methods are involved and do not directly take into account the properties of the constituent materials. The Generalized Approach for Mix Proportioning developed at the Indian Institute of Science, Bangalore, is the basis for the development of the proposed method, which takes into account the characteristics of cement, fly ash, and aggregates. Based on the basic trial mix data obtained by using the American Concrete Institute (ACI 211.1-81) method, the proportions of fly-ash concrete mixes were arrived at using the Generalized Approach for Mix Proportioning. The method proposed was applied to and found applicable for fly-ash concretes using fly ashes from two different sources.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFly ash.
=650  \0$aGeneralized Approach for Mix Proportioning.
=650  \0$aMix proportioning.
=650  \0$aStrength.
=650  \0$aWorkability.
=650  \0$aCement.
=650  \0$aConcrete.
=650  \0$aFly ash.
=650  14$aFly ash.
=650  24$aMix proportioning.
=650  24$aGeneralized Approach for Mix Proportioning.
=650  24$aWorkability.
=650  24$aStrength.
=700  1\$aNagaraj, TS.,$eauthor.
=700  1\$aRaviraj, S.,$eauthor.
=700  1\$aYenagi, BV.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10287J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10288J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10288J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10288J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666/.893$223
=100  1\$aGillott, JE.,$eauthor.
=245  10$aCrack Counts in Air-Entrained and Non-Air-Entrained Concrete Subjected to Accelerated and Fog-Room Curing /$cJE Gillott, B Czarnecki.
=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$b21
=520  3\$aConcrete cured by the accelerated steam method, at atmospheric pressure, sometimes shows a reduced rate of strength gain at later ages. This loss of potential strength has been attributed to a number of factors, including microcracking caused by differential stress within the material. This may result from differences in the thermal expansion coefficients of the solid phases themselves and from the greater differences between the coefficients of solids and water. Because entrained air voids help to protect concrete from damage by frostaction by providing void spaces that reduce the build-up of hydraulic pressure caused by migrating water, we postulated that entrained air may similarly benefit concrete subjected to accelerated steam curing. The loss of potential strength in the steam-cured specimens was assumed to result from an increase in internal microcracking.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerated curing.
=650  \0$aConcrete.
=650  \0$aCrack counts.
=650  \0$aStrain control.
=650  \0$aStrength.
=650  \0$aToughness.
=650  \0$aAir entrained concrete.
=650  \0$aConcrete placing.
=650  \0$aConcrete curing.
=650  14$aConcrete.
=650  24$aCrack counts.
=650  24$aAccelerated curing.
=650  24$aStrain control.
=650  24$aToughness.
=650  24$aStrength.
=700  1\$aCzarnecki, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10288J.htm

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=024  7\$a10.1520/CCA10289J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10289J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA442.5
=082  04$a624.2028/4$223
=100  1\$aRougeron, P.,$eauthor.
=245  10$aOptimization of the Composition of a High-Performance Concrete /$cP Rougeron, P-C Aïtcin.
=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$b14
=520  3\$aThe production of a high-performance concrete (HPC) is more of an art than a science, although the basic principle needed to be implemented is simple: HPC is a concrete having a low waterbinder ratio (W-B). Achieving a low water-binder ratio can be realized in many different ways. The work reported hereafter tries to answer three basic questions:.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFactorial plan of experiments.
=650  \0$aHigh-performance concrete (HPC)
=650  \0$aHigh-performance concrete cost.
=650  \0$aHigh-performance concrete optimization.
=650  \0$aSilica fume.
=650  \0$aSuperplasticizer.
=650  \0$aHigh performance concrete.
=650  \0$aCompressive strength.
=650  14$aHigh-performance concrete (HPC)
=650  24$aSilica fume.
=650  24$aHigh-performance concrete optimization.
=650  24$aFactorial plan of experiments.
=650  24$aSuperplasticizer.
=650  24$aCompressive strength.
=650  24$aHigh-performance concrete cost.
=700  1\$aAïtcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10289J.htm

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=001  CCA10290J
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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10290J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10290J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG340
=082  04$a624/.257$223
=100  1\$aNagi, M.,$eauthor.
=245  10$aDetermination of Water Content of Fresh Concrete Using a Microwave Oven /$cM Nagi, D Whiting.
=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$b9
=520  3\$aAs part of the Strategic Highway Research Program (SHRP) contract, Optimization of Highway Concrete Technology, a microwave-oven method for measuring water content of as-delivered fresh concrete was evaluated. Water contents of a series of concrete mixes prepared in the laboratory were gravimetrically determined by drying the concrete in a microwave oven and comparing these measurements with water contents used for making these mixes. A relatively high-power microwave (900 W) equipped with a turntable to provide uniform drying was used. Mixes used in the study included conventional concrete mixes with three types of aggregates with low, moderate, and high water absorptions and mixes with silica fume, fly ash and latex. Field ruggedness of the procedure was verified by testing under actual field conditions at placements of bridge deck overlays and full-depth pavement repair sections.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aField testing.
=650  \0$aMixing.
=650  \0$aOverlays.
=650  \0$aRepairs.
=650  \0$aWater content.
=650  \0$aW-C ratio.
=650  \0$aPrestressed concrete bridges.
=650  \0$aCorrosion protection.
=650  \0$aWater cement ratio.
=650  \0$aFresh Concrete.
=650  14$aConcrete.
=650  24$aField testing.
=650  24$aMicrowave oven.
=650  24$aMixing.
=650  24$aOverlays.
=650  24$aRepairs.
=650  24$aWater content.
=650  24$aW-C ratio.
=700  1\$aWhiting, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10290J.htm

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=024  7\$a10.1520/CCA10291J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10291J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893/028$223
=100  1\$aAfrani, I.,$eauthor.
=245  14$aThe Effects of Different Cementing Materials and Curing on Concrete Scaling /$cI Afrani, C Rogers.
=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$b11
=520  3\$aAs part of a project to determine the long-term durability of concrete made with an alkali-silica reactive coarse aggregate, six concrete mixtures were made with a variety of cementing materials: high-alkali portland cement (HAPC), low-alkali portland cement (LAPC), 25% ground granulated blast-furnace slag (GGBFS), and 50% GGBFS with high-alkali portland cement, 18% Type F fly ash with high-alkali portland cement, and 3.8% silica fume with high-alkali portland cement and 25% GGBFS. Concrete slabs were cast and cured under three conditions: 14 days in the moist room at 23°C, 14 days outdoors covered under wet burlap and plastic sheet, and 28 days in the laboratory air after application of a curing compound. The slabs were tested at an age of 28 days for 50 freeze-thaw cycles in the scaling test using a 3% sodium-chloride (NaCl) solution. The slabs cured outside under wet burlap generally had a high resistance to scaling, with the exception of the mixture with 50% GGBFS. This concrete also exhibited scaling of a full-scale outdoor slab on grade during the first winter. The slabs cured, according to the test method, in the moist curing room generally showed a low resistance to salt scaling. Erratum to this paper appears in 17(1)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aBlast-furnace slag.
=650  \0$aConcrete.
=650  \0$aDeicing.
=650  \0$aFreeze-thaw.
=650  \0$aOutdoor exposure.
=650  \0$aScaling.
=650  \0$aSilica fume.
=650  \0$aSodium chloride (NaCl)
=650  \0$aConcrete$xAdditives.
=650  \0$aFly ash.
=650  \0$aIndustrial minerals.
=650  \0$aSilica fume.
=650  \0$aSlag.
=650  14$aConcrete.
=650  24$aAggregate.
=650  24$aFreeze-thaw.
=650  24$aScaling.
=650  24$aDeicing.
=650  24$aSodium chloride (NaCl)
=650  24$aOutdoor exposure.
=650  24$aFly ash.
=650  24$aBlast-furnace slag.
=650  24$aSilica fume.
=700  1\$aRogers, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10291J.htm

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=001  CCA10292J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10292J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10292J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8$223
=100  1\$aKolias, S.,$eauthor.
=245  14$aThe Influence of Size and Hardness of Sand Particles and Their Proportions on the Friction Characteristics of Cement Mortars :$bA Laboratory Study /$cS Kolias.
=264  \1$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$b10
=520  3\$aLaboratory friction tests on cement mortar specimens, prepared with various fractions of limestone and emery sand, were carried out using the accelerated polishing machine and the British pendulum tester. Two types of investigations were performed. The first consisted of mixes with constant grading of sand, either limestone or emery, in which one fraction was replaced by the same fraction of the other type of sand. The second consisted of mixes of limestone sand in which a certain amount of emery sand, each one of four different fractions, was added each time. The exact amount of emery sand added was calculated for each fraction so that in each series of tests the total surface area of emery sand was constant, regardless of the fraction used.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate polishing.
=650  \0$aCement mortar friction properties.
=650  \0$aCement mortars.
=650  \0$aConcrete pavements.
=650  \0$aSand polishing.
=650  \0$aPavements, Concrete.
=650  \0$aRigid pavements.
=650  \0$aSkid resistance.
=650  14$aSkid resistance.
=650  24$aConcrete pavements.
=650  24$aCement mortars.
=650  24$aCement mortar friction properties.
=650  24$aAggregate polishing.
=650  24$aSand polishing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10292J.htm

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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10293J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10293J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aRahhal, VF.,$eauthor.
=245  10$aMineral Admixtures Contribution to the Development of Heat of Hydration and Strength /$cVF Rahhal, OR Batic.
=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$b5
=520  3\$aThe heat of hydration of normal portland cement causes an increase in concrete temperature that may result in undesired cracks on cooling after hardening. For this reason, alternatives to lowering it are sought.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement compounds.
=650  \0$aCompressive strength.
=650  \0$aFlexural strength.
=650  \0$aFly ash.
=650  \0$aGranulated slag.
=650  \0$aHeat of hydration.
=650  \0$aMineral admixtures.
=650  \0$aNatural pozzolan.
=650  \0$aPortland cement.
=650  \0$aWave.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  14$aPortland cement.
=650  24$aMineral admixtures.
=650  24$aCement compounds.
=650  24$aNatural pozzolan.
=650  24$aFly ash.
=650  24$aGranulated slag.
=650  24$aHeat of hydration.
=650  24$aFlexural strength.
=650  24$aCompressive strength.
=650  24$aWave.
=700  1\$aBatic, OR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10293J.htm

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=001  CCA10294J
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=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10294J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10294J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aDay, RL.,$eauthor.
=245  14$aThe Effect of Mold Size and Mold Material on Compressive Strength Measurement Using Concrete Cylinders /$cRL Day.
=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$b10
=520  3\$aFourteen concretes were cast, with and without air entrainment and fly ash, using various sizes of cylindrical mold made from different materials. Cylinders were cured in the standard manner and tested for compressive strength, primarily at an age of 28 days. The range of strengths measured was 30 to 50 MPa. Each cast consisted of 60 cylinders, with 12 replicates performed for each of the five types of mold: 150-mm diameter cardboard and plastic molds (notation, C150 and P150); 100-mm diameter plastic molds (P100); and 75-mm cardboard and plastic molds (C75 and P75). The length/diameter ratio of all cylinders was 2.0.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aInitial curing conditions.
=650  \0$aMold material.
=650  \0$aMold size.
=650  \0$aStatistical analysis.
=650  \0$aTesting.
=650  \0$aConcrete construction.
=650  \0$aHigh strength concrete.
=650  14$aCompressive strength.
=650  24$aMold size.
=650  24$aMold material.
=650  24$aTesting.
=650  24$aInitial curing conditions.
=650  24$aStatistical analysis.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10294J.htm

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=001  CCA10295J
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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10295J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10295J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aGebhardt, RF.,$eauthor.
=245  10$aCement Strength Variations :$bDefining the Solution /$cRF Gebhardt.
=264  \1$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$b5
=520  3\$aStrength is one of the most important properties of cement. When major strength variations occur, control actions are usually taken to mitigate the problem. The control actions taken can mask exactly when the deviations occurred and can hide their magnitude in addition to obscuring their source. It is often possible, however, to remove the effect of a known variable so that the source(s) of the problem can be located.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDefining problem sources.
=650  \0$aHydraulic cement.
=650  \0$aPortland cement.
=650  \0$aStrength variations.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  14$aPortland cement.
=650  24$aHydraulic cement.
=650  24$aStrength variations.
=650  24$aDefining problem sources.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10295J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10296J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10296J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10296J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aLobo, CL.,$eauthor.
=245  10$aEffect of Capping Materials and Procedures on the Measured Compressive Strength of High-Strength Concrete /$cCL Lobo, GM Mullings, RD Gaynor.
=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$b4
=520  3\$aThe effect of end conditions and testing procedures on the measured strength of 100- by 200-mm (4- by 8-in.) concrete cylinders were evaluated. Concretes representing three strength levels: 50, 75, and 120 MPa (7000, 11 000, and 17 000 psi) were prepared. Cylinder end conditions included grinding and capping with two types of sulfur mortar and cement paste. Effect of thickness of capping material was also evaluated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCap thickness.
=650  \0$aCapping methods.
=650  \0$aCement paste caps.
=650  \0$aCompressive strength tests.
=650  \0$aGrinding surface ends.
=650  \0$aHigh-strength concrete.
=650  \0$aSulfur mortar caps.
=650  \0$aHigh strength concrete.
=650  14$aCompressive strength tests.
=650  24$aCapping methods.
=650  24$aGrinding surface ends.
=650  24$aCement paste caps.
=650  24$aSulfur mortar caps.
=650  24$aHigh-strength concrete.
=650  24$aCap thickness.
=700  1\$aMullings, GM.,$eauthor.
=700  1\$aGaynor, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10296J.htm

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=001  CCA10297J
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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10297J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10297J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP1180.S7
=082  04$a668.4/233$223
=100  1\$aWard, MA.,$eauthor.
=245  10$aStrength Evaluation of In-Situ Concrete by Rebound Hammer and Core Testing /$cMA Ward, BW Langan.
=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$b6
=520  3\$aThis paper describes the results of an extensive field investigation where the quality of in-place concrete flatwork was evaluated. Nondestructive testing (NDT) was carried out using ultrasonic pulse velocity and rebound hammer techniques to establish a correlation with compressive strengths of core tests. The rebound hammer/core correlation formed the basis of a recommendation on the acceptance or rejection of the in-situ concrete. The ultrasonic pulse velocity UPV testing was primarily used to establish concrete uniformity. Limited freeze-thaw testing was carried out to determine the potential long-term durability performance. In order to minimize the effects of surface preparation on the test results, considerable time was spent to determine the optimum grinding procedure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aCore testing.
=650  \0$aFlatwork.
=650  \0$aIn place-testing.
=650  \0$aNondestructive testing (NDT)
=650  \0$aRebound hammer.
=650  \0$aStrength.
=650  \0$aUltrasonic pulse velocity.
=650  \0$aConcrete$xTesting.
=650  \0$aNondestructive testing.
=650  14$aConcrete.
=650  24$aStrength.
=650  24$aNondestructive testing (NDT)
=650  24$aFlatwork.
=650  24$aIn place-testing.
=650  24$aRebound hammer.
=650  24$aUltrasonic pulse velocity.
=650  24$aCore testing.
=700  1\$aLangan, BW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10297J.htm

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=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10305J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10305J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a693/.5$223
=100  1\$aHill, ED.,$eauthor.
=245  10$aAlkali Limits for Prevention of Alkali-Silica Reaction :$bA Brief Review of their Development /$cED Hill.
=264  \1$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$b41
=520  3\$aThe optional limit on the Na2O equivalent of portland cement, 0.60% maximum, originated in the early 1940s following recognition of concrete distress caused by alkali-silica reaction by the California Division of Highways and the U.S. Bureau of Reclamation. Over the years, it has been effective in preventing distress from alkalisilica reaction in a great many, but not all cases. Aggregates have since been identified that require additional mitigating measures, such as inclusion of pozzolans. The need for different methods of aggregate evaluation has also been shown. Limits on the total alkali content of concrete have also been found useful. It is now apparent that a single alkali limit is impractical for all cases. The wide variety of natural aggregates requires that the cementitious materials be matched to the aggregates.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate evaluation.
=650  \0$aAlkali limits.
=650  \0$aAlkali-silica reaction.
=650  \0$aConcrete performance.
=650  \0$aHydraulic cement.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xDefects.
=650  14$aAlkali limits.
=650  24$aAlkali-silica reaction.
=650  24$aAggregate evaluation.
=650  24$aHydraulic cement.
=650  24$aConcrete performance.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10305J.htm

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=001  CCA10306J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10306J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10306J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA434
=082  04$a620.1/352$223
=100  1\$aShi, C.,$eauthor.
=245  10$aSelectivity of Alkaline Activators for the Activation of Slags /$cC Shi, RL Day.
=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$b48
=520  3\$aGround-granulated blast-furnace slag is being used increasingly as a replacement of portland cement in concrete. A review of literature and results from experimentation show that alkaline activators have selectivity; that is, different activators have variable activation effects on slags from different origins. Analysis of hydration chemistry indicates that the selectivity results from the variation of hydration products and microstructure from different combinations of slag and activator. Selectivity of activators suggests that strength of a blast-furnace slag with NaOH solution (ASTM C 1073) is better used as an internal quality control index rather than a quality evaluation index. To improve the sensitivity of the quality control test, the alkali may be selected based on an activator-optimization testing rather than specifying an alkali.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkaline activation.
=650  \0$aBlast-furnace slag.
=650  \0$aHydration chemistry.
=650  \0$aHydraulic activity test.
=650  \0$aCement.
=650  \0$aConcrete$xChemistry.
=650  \0$aHydration.
=650  14$aBlast-furnace slag.
=650  24$aHydraulic activity test.
=650  24$aHydration chemistry.
=650  24$aAlkaline activation.
=700  1\$aDay, RL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10306J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10307J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10307J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10307J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aDi Maio, A.,$eauthor.
=245  10$aBreak-Off Test for High-Strength Concrete /$cA Di Maio, G Giaccio, R Zerbino.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1996.
=300  \\$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$b5
=520  3\$aHigh-strength concrete is one of the new developments in concrete technology. In addition to compressive strength levels above 60 MPa, high workability, improvements in early age performance and durability appear to be its main advantages. This paper studies the suitability of the break-off test to evaluate strength development of high-strength concrete. Regression equations between break-off pressure and compressive strength were calculated. The effects of different variables such as age, type of coarse aggregate, and strength level are discussed. The obtained results indicate that the break-off test can be used satisfactorily to evaluate the quality of concretes with compressive strength levels up to 100 MPa.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAge.
=650  \0$aAggregate type.
=650  \0$aBreak-off test.
=650  \0$aCompressive strength.
=650  \0$aHigh-strength concrete.
=650  \0$aRegression analysis.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  14$aBreak-off test.
=650  24$aCompressive strength.
=650  24$aHigh-strength concrete.
=650  24$aAge.
=650  24$aAggregate type.
=650  24$aRegression analysis.
=650  24$aIn-place strength.
=700  1\$aGiaccio, G.,$eauthor.
=700  1\$aZerbino, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10307J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10308J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10308J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10308J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.136$223
=100  1\$aPleau, R.,$eauthor.
=245  14$aThe Use of the Flow Length Concept to Assess the Efficiency of Air Entrainment with Regards to Frost Durability :$bPart I—Description of the Test Method /$cR Pleau, M Pigeon.
=264  \1$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$b19
=520  3\$aThis paper describes a numerical method to determine the flow length and other characteristics of the air-void system in hardened concrete. Physically, the flow length represents the distance that freezable water must travel through the cement paste to reach the perimeter of the nearest air void. It is expected to be a better indicator of the frost durability of concrete than the commonly used Recommended Practice for the Microscopial Determination of Air Void Content and Parameters of the Air Void System in Hardened Concrete (ASTM C 457) spacing factor. The flow length is obtained from the microscopical examination of polished concrete sections. It can be determined by recording the size-distribution of the circles intercepted by the plane on a given surface area or by recording the size-distribution of the chords intercepted along a given line of traverse. A numerical example is given to illustrate the advantages of the proposed method. The flow length is very similar to the Philleo factor, but it provides a more accurate estimation of the real distribution of air voids through the cement paste.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir entrainment.
=650  \0$aAir-void system.
=650  \0$aFlow length.
=650  \0$aFreezing and thawing.
=650  \0$aSpacing factor.
=650  \0$aConcrete.
=650  \0$aSilicones.
=650  \0$aWater repellents.
=650  \0$aAir entrainment.
=650  \0$aAbsorption.
=650  \0$aFreeze thaw durability.
=650  14$aAir entrainment.
=650  24$aAir-void system.
=650  24$aFlow length.
=650  24$aFreezing and thawing.
=650  24$aSpacing factor.
=700  1\$aPigeon, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10308J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10309J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10309J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10309J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.136$223
=100  1\$aPleau, R.,$eauthor.
=245  14$aThe Use of the Flow Length Concept to Assess the Efficiency of Air Entrainment with Regards to Frost Durability :$bPart II—Experimental Results /$cR Pleau, M Pigeon, JL Laurencot, R Gagné.
=264  \1$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$b12
=520  3\$aSamples from 20 concrete mixtures were submitted to microscopical examination in order to record the size-distribution of the circles intercepted by a plane and the chords intercepted by a line of traverse. These data were used to determine the flow length and other characteristics of the air-void system by using a numerical method developed earlier. The flow lengths were correlated to the results obtained from freezing and thawing tests previously carried out on the same concrete mixtures. They were also compared to spacing factors and Philleo factors obtained from the same experimental data. The results of these correlations confirm the validity of the flow length concept and the numerical method used to calculate it. They clearly suggest that the flow length is a better indicator of the frost durability of concrete than the commonly used Test Method for Microscopical Determination of Parameters of the Air-Void System in Hardened Concrete (ASTM C 457) spacing factor, and more realistic indication of the actual spatial distribution of air voids in concrete than the Philleo factor.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir entrainment.
=650  \0$aAir-void system.
=650  \0$aFlow length.
=650  \0$aFreezing and thawing.
=650  \0$aSpacing factor.
=650  \0$aConcrete.
=650  \0$aSilicones.
=650  \0$aWater repellents.
=650  \0$aAir entrainment.
=650  \0$aAbsorption.
=650  \0$aFreeze thaw durability.
=650  14$aAir entrainment.
=650  24$aAir-void system.
=650  24$aFlow length.
=650  24$aFreezing and thawing.
=650  24$aSpacing factor.
=700  1\$aPigeon, M.,$eauthor.
=700  1\$aLaurencot, JL.,$eauthor.
=700  1\$aGagné, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10309J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10310J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10310J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10310J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aKomlos, K.,$eauthor.
=245  10$aComparison of Five Standards on Ultrasonic Pulse Velocity Testing of Concrete /$cK Komlos, S Popovics, T Nurnbergerova, B Babal, JS Popovics.
=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$b3
=520  3\$aThe essence of the pulse velocity method is that the transition time of an ultrasonic longitudinal pulse (wave) is measured in concrete. From this, the pulse velocity can be calculated, and inferences are drawn concerning the strength or overall quality, or both, of the concrete. Many countries have standardized this procedure, five of which are compared in this paper. These are American (ASTM), British (BS), German (DIN), Russian (GOST), and Slovak (STN) standards.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aPulse velocity.
=650  \0$aStandards.
=650  \0$aStrength.
=650  \0$aUltrasonic testing.
=650  \0$aPulse techniques (Electronics)
=650  \0$aConcrete curing.
=650  \0$aConcrete pavements.
=650  \0$aNondestructive tests.
=650  14$aConcrete.
=650  24$aPulse velocity.
=650  24$aStandards.
=650  24$aStrength.
=650  24$aUltrasonic testing.
=700  1\$aPopovics, S.,$eauthor.
=700  1\$aNurnbergerova, T.,$eauthor.
=700  1\$aBabal, B.,$eauthor.
=700  1\$aPopovics, JS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10310J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10311J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10311J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10311J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aKessal, M.,$eauthor.
=245  10$aImproving Initial Strength of a Concrete made with Type 20M Cement /$cM Kessal, P-C Nkinamubanzi, A Tagnit-Hamou, P-C Aïtcin.
=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$b20
=520  3\$aThe improvement of initial strength of concrete constitutes a special interest for contractors that often seek to enhance their productivity by reducing the delay before deforming. The study presented in this paper shows that it is possible to use a low heat of hydration Type 20M cement that is typically employed in Quebec in mass concrete construction to develop high initial strength that can be of special interest in enhancing the production of massive structural elements. Type 20M cement is similar to Type II ASTM cement but has a slightly lower heat of hydration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFactorial design.
=650  \0$aHigh-performance concrete.
=650  \0$aLimestone filler.
=650  \0$aLow heat of hydration.
=650  \0$aMass concrete.
=650  \0$aShort-term resistance.
=650  \0$aSilica fume.
=650  \0$aHigh strength concrete.
=650  \0$aCompressive strength.
=650  \0$aCuring temperature.
=650  \0$aMineral admixtures.
=650  \0$aSuperplasticizer.
=650  14$aCuring temperature.
=650  24$aFactorial design.
=650  24$aHigh-performance concrete.
=650  24$aLimestone filler.
=650  24$aLow heat of hydration.
=650  24$aMass concrete.
=650  24$aMineral admixtures.
=650  24$aShort-term resistance.
=650  24$aSilica fume.
=650  24$aSuperplasticizer.
=700  1\$aNkinamubanzi, P-C,$eauthor.
=700  1\$aTagnit-Hamou, A.,$eauthor.
=700  1\$aAïtcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10311J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10312J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1996\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10312J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10312J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.136$223
=100  1\$aMcCarter, WJ.,$eauthor.
=245  10$aMonitoring the Influence of Water and Ionic Ingress on Cover-Zone Concrete Subjected to Repeated Absorption /$cWJ McCarter.
=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$b34
=520  3\$aThis paper presents data from a test program investigating water and ionic movement in the cover region of reinforced concrete under a cyclic wetting and drying regime. Experiments were conducted over an eighteen month period on slabs containing OPC and OPC with partial replacement with PFA and GGBS, with samples being exposed to water and chloride solution. Water and ionic ingress through the cover zone was monitored by means of small conductivity probes embedded within the surface of 50-mm concrete specimens. The conductivity profiles obtained from the experimental program highlight the influence of repeated absorption on water and ionic ingress, hydration, pozzolanic activity and chloride binding. A simple electrical model was used to explain the influence of pore fluid and microstructure on conductivity. Traditional methods of examination were also employed to corroborate conductivity data and included cumulative volumetric gain, coring for carbonation and chloride ingress, and drillings for chloride concentration profiles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChlorides.
=650  \0$aCover.
=650  \0$aDurability.
=650  \0$aElectrical conductivity.
=650  \0$aPozzolans.
=650  \0$aConcrete.
=650  \0$aSilicones.
=650  \0$aWater repellents.
=650  \0$aAir entrainment.
=650  \0$aAbsorption.
=650  \0$aFreeze thaw durability.
=650  14$aConcrete.
=650  24$aDurability.
=650  24$aCover.
=650  24$aAbsorption.
=650  24$aElectrical conductivity.
=650  24$aChlorides.
=650  24$aPozzolans.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 18, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1996$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10312J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10315J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10315J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10315J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666.8$223
=100  1\$aDeSouza, SJ.,$eauthor.
=245  10$aEvaluation of Laboratory Drying Procedures Relevant to Field Conditions for Concrete Sorptivity Measurements /$cSJ DeSouza, RD Hooton, JA Bickley.
=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$b13
=520  3\$aThe surface humidities of a limited set of field concretes during summer conditions in Ontario were measured prior to water absorption (sorptivity) testing. A series of alternative laboratory curing conditions was carried out on cores prior to laboratory sorptivity tests, to determine which would best mimic average field conditions (surface humidities greater than 40% and moisture contents greater than 1%). It was found that three days' oven drying at 50°C followed by sealed drying for four days at 50°C as suggested by Parrott worked well. In addition, the moisture content at test was calibrated to measured sorptivity results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDrying procedures.
=650  \0$aRates of absorption.
=650  \0$aRelative humidity.
=650  \0$aSorptivity.
=650  \0$aConcrete blocks.
=650  \0$aConcrete$xCuring.
=650  \0$aConcrete$xDrying.
=650  14$aRates of absorption.
=650  24$aSorptivity.
=650  24$aDrying procedures.
=650  24$aRelative humidity.
=700  1\$aHooton, RD.,$eauthor.
=700  1\$aBickley, JA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10315J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10316J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10316J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10316J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893/028$223
=100  1\$aEdwards-Lajnef, M.,$eauthor.
=245  10$aTest Method for the Potential Release of Hydrogen Gas from Silica Fume /$cM Edwards-Lajnef, P-C Aïtcin, F Wenger, P Viers, J Galland.
=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$b7
=520  3\$aMost silica fumes contain a small amount of silicon metal. Silicon reacts with alkali or alkaline-earth hydroxides when water is present to yield hydrogen. The reaction mechanism is similar to the one used to produce cellular concrete or expanding grout with aluminum powder.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkalis.
=650  \0$aExplosion.
=650  \0$aHydrogen release.
=650  \0$aSilicon content.
=650  \0$aSteel embrittlement.
=650  \0$aConcrete$xAdditives.
=650  \0$aFly ash.
=650  \0$aIndustrial minerals.
=650  \0$aSilica fume.
=650  \0$aSlag.
=650  14$aSilica fume.
=650  24$aSilicon content.
=650  24$aHydrogen release.
=650  24$aExplosion.
=650  24$aAlkalis.
=650  24$aSteel embrittlement.
=700  1\$aAïtcin, P-C,$eauthor.
=700  1\$aWenger, F.,$eauthor.
=700  1\$aViers, P.,$eauthor.
=700  1\$aGalland, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10316J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10317J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10317J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10317J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE716.N5
=082  04$a974.9$223
=100  1\$aFidjestøl, P.,$eauthor.
=245  10$aHydrogen Evolution in Concrete Due to Free Silicon Metal in Microsilica /$cP Fidjestøl, O Jørgensen.
=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$b6
=520  3\$aMany millions of cubic meters of microsilica concrete have been placed over the years. Still, concern has been raised over possible risks related to the formation of hydrogen due to free silicon metal (silicon) contained in microsilica (silica fume, condensed silica fume)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aHydrogen.
=650  \0$aSilica fume.
=650  \0$aSilicon.
=650  \0$aConcrete bridges$xFloors$xCathodic protection.
=650  \0$aFuel cells$xResearch.
=650  \0$aHydrogen as fuel$xResearch.
=650  \0$aMicrosilica.
=650  14$aConcrete.
=650  24$aHydrogen.
=650  24$aSilicon.
=650  24$aMicrosilica.
=650  24$aSilica fume.
=700  1\$aJørgensen, O.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10317J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10318J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10318J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10318J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA445
=082  04$a620.1366$223
=100  1\$aStruble, LJ.,$eauthor.
=245  10$aIntroduction to Symposium on Concrete Fracture Mechanics Standards /$cLJ Struble.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$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\$aSeveral of the following papers in this issue were presented at an ASTM Committee C-9 Symposium on Fracture Mechanics Standards in December 1996. I had the privilege of chairing this symposium, with the help of an organizing committee (consisting of Nicolas Carino and Lawrence Roberts)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aReinforced concrete$xCracking.
=650  \0$aReinforced concrete$xFracture.
=650  \0$aReinforced concrete.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10318J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10319J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10319J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10319J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA445
=082  04$a620.1366$223
=100  1\$aShah, SP.,$eauthor.
=245  13$aAn Overview of the Fracture Mechanics of Concrete /$cSP Shah.
=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$b22
=520  3\$aFor the design of concrete structures where adequate ductility is a concern, it is becoming increasingly necessary to use concepts based on crack growth and propagation to account for ductility and avoid catastrophic failure. While fracture based methods exist for steel design, no standard method currently exists to quantify the fracture properties of concrete. In light of a multitude of recent investigations to describe the complex nature of concrete fracture, it is currently accepted that two parameters are required to characterize crack propagation in concrete. This paper provides a brief background for the use of fracture mechanics in concrete and appeals for the establishment of standardized testing procedures for use in concrete. If appropriately determined, fracture parameters can provide a valuable tool for the design of new higher performance concretes and concrete structures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aCracking.
=650  \0$aFracture mechanics.
=650  \0$aTest methods.
=650  \0$aReinforced concrete$xCracking.
=650  \0$aReinforced concrete$xFracture.
=650  \0$aReinforced concrete.
=650  14$aConcrete.
=650  24$aCracking.
=650  24$aFracture mechanics.
=650  24$aTest methods.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10319J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10320J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10320J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10320J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a691.3$223
=100  1\$aHawkins, NM.,$eauthor.
=245  14$aThe Role for Fracture Mechanics in Reinforced Concrete Design /$cNM Hawkins.
=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$b18
=520  3\$aThe performance under applied and environmental loads and the proportions selected for reinforced concrete members are determined primarily by two factors: the properties of the concrete used in those members and the mathematical models used to design those members. Standard tests such as cylinder compression, modulus of rupture, and splitting tension are now used to characterize the properties of the concrete for design and for quality control purposes. Yet those tests do not provide the information necessary to distinguish between the likely characteristics in practice of different high-performance concretes. Post-cracking behavior, which controls stiffness and durability at service loads especially for unidirectionally and lightly reinforced members, is closely tied to concrete properties (fracture softening) best established through displacement controlled fracture type tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBuilding codes.
=650  \0$aConcrete.
=650  \0$aFracture mechanics.
=650  \0$aFracture softening.
=650  \0$aSize effects.
=650  \0$aSplitting tensile strength.
=650  \0$aConcrete construction.
=650  \0$aLightweight concrete.
=650  \0$aReinforced concrete.
=650  14$aConcrete.
=650  24$aFracture mechanics.
=650  24$aBuilding codes.
=650  24$aSplitting tensile strength.
=650  24$aLightweight concrete.
=650  24$aSize effects.
=650  24$aFracture softening.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10320J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10321J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10321J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10321J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA664
=082  04$a624.1/821$223
=100  1\$aRolfe, S.,$eauthor.
=245  10$aFracture Mechanics Testing for Structural Steels /$cS Rolfe.
=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$b1
=520  3\$aFracture mechanics is widely used to evaluate the fracture behavior of structural steels. However, the fracture toughness of structural steels is affected significantly by temperature, loading rate, and constraint. Because of the effect of these factors, the fracture behavior of structural steels varies considerably from linear elastic to general yielding. Accordingly, there are numerous fracture mechanics tests of structural steels—each of which is applicable to the general regime of linear-elastic, elastic-plastic, or general yielding behavior.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFracture mechanics.
=650  \0$aStructural steels.
=650  \0$aTesting.
=650  \0$aComposite construction.
=650  \0$aConcrete$xFatigue.
=650  \0$aSteel, Structural$xFatigue.
=650  \0$aSteel, Structural$xFracture.
=650  14$aFracture mechanics.
=650  24$aTesting.
=650  24$aStructural steels.
=650  24$aJ-integral.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10321J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10322J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10322J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10322J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/366$223
=100  1\$aHanson, JH.,$eauthor.
=245  10$aStandards for Fracture Toughness Testing of Rock and Manufactured Ceramics :$bWhat Can We Learn for Concrete? /$cJH Hanson, AR Ingraffea.
=264  \1$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$b48
=520  3\$aThis paper presents a review of the American Society for Testing and Materials (ASTM) and the International Society for Rock Mechanics (ISRM) standards for determining the plane-strain fracture toughness of cemented carbides and rocks, respectively, with an eye toward applicability to concrete. The evolution of the chevron-notched test specimen used in these standards is briefly reviewed. A discussion of a particular chevron-notched configuration, the short rod test specimen, and associated test methods follows. The ASTM and ISRM standards are then described. The paper evaluates the potential for learning from, modifying, or adapting these standards for use on a standard fracture toughness test for concrete. The potential advantages and disadvantages of using the short rod geometry and testing methods on concrete are discussed, taking into account fracture response, shape, volume, preparation, precracking, symmetry, and subsize specimen effects. Preliminary research into the applicability of the short rod geometry and testing procedures on concrete is discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLinear elastic fracture mechanics (LEFM)
=650  \0$aNonlinear fracture mechanics.
=650  \0$aShort rod specimen.
=650  \0$aSubsize specimen.
=650  \0$aConcrete.
=650  \0$aTensile Testing.
=650  \0$aFracture Toughness Testing.
=650  \0$aConcrete$xFracture.
=650  \0$aFracture mechanics.
=650  14$aConcrete.
=650  24$aFracture toughness testing.
=650  24$aShort rod specimen.
=650  24$aLinear elastic fracture mechanics (LEFM)
=650  24$aNonlinear fracture mechanics.
=650  24$aSubsize specimen.
=700  1\$aIngraffea, AR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10322J.htm

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=024  7\$a10.1520/CCA10323J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10323J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aStruble, LJ.,$eauthor.
=245  10$aDo We Need a Standard Concrete Fracture Mechanics Test? /$cLJ Struble, D Lange.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$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$b4
=520  3\$aFracture mechanics has allowed scientists and engineers to understand brittle fracture and to determine the conditions that cause a crack to grow in an brittle manner and lead to failure of the structure. In this paper we consider the information that fracture mechanics provides, especially that which is not obtained from a simple test of strength. Fracture mechanics provides a measure of toughness, the extent to which a material can undergo deformation without fracturing. For a linear elastic material, the measurement and interpretation of fracture toughness is fairly straightforward. Concrete is not such a material; it is rather described as quasi-brittle, and only recently has research led to the development of fracture mechanics tests suitable for such quasi-brittle materials. We show in this paper that fracture toughness provides considerable information about concrete over and above what we can learn from strength. We also show how the practicing engineer can benefit from the use of fracture criteria in design. However, fracture specifications will not be developed until there is a standard test method. Researchers have now developed tests that are suitable as standards. Therefore, we conclude that a need exists for a standard test and that it is time to begin its consideration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBrittle.
=650  \0$aConcrete.
=650  \0$aHigh-strength concrete.
=650  \0$aStrength.
=650  \0$aTough.
=650  \0$aHigh strength concrete.
=650  \0$aFiber-reinforced concrete.
=650  \0$aFracture mechanics.
=650  \0$aFracture toughness.
=650  14$aConcrete.
=650  24$aBrittle.
=650  24$aFiber-reinforced concrete.
=650  24$aFracture mechanics.
=650  24$aFracture toughness.
=650  24$aHigh-strength concrete.
=650  24$aStrength.
=650  24$aTough.
=700  1\$aLange, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10323J.htm

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=024  7\$a10.1520/CCA10324J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10324J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.136$223
=100  1\$aSnyder, K.,$eauthor.
=245  00$aDiscussion of “The Use of the Flow Length Concept to Assess the Efficiency of Air Entrainment with Regards to Frost Durability :$nPart I—Description of the Test Method” by R. Pleau and M. Pigeon /$cK Snyder.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=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$b8
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlow length concept.
=650  \0$aFrost durability.
=650  \0$aHigh strength concrete$xTesting.
=650  \0$aPrestressed concrete beams$xTesting.
=650  \0$aConcrete$xAir content.
=650  \0$aHigh performance concrete.
=650  \0$aAir entrainment.
=650  \0$aConcrete bridges.
=650  14$aAir entrainment.
=650  24$aFrost durability.
=650  24$aFlow length concept.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10324J.htm

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=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10330J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10330J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE716.V8
=082  04$a666.893$223
=100  1\$aKennedy, S.,$eauthor.
=245  10$aResults of an Interlaboratory Test Program :$bCompressive Strength of Concrete /$cS Kennedy, R Detwiler, J Bickley, M Thomas.
=264  \1$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$b4
=520  3\$aAlthough both ASTM and CSA have had standards for testing the compressive strength of concrete cylinders since the 1920s, neither standard contains a statement of the within- and between-laboratory precision of its test method as prescribed by Practice for use of the Terms Precision and Bias in ASTM Test Methods (ASTM E 177). This paper describes an interlaboratory study performed by 16 CSA-certified Ontario testing laboratories in accordance with Practice for Conducting an Interlaboratory Study to Determine the Precision of a Test Method (ASTM E 691). The analysis shows that the variability of the test results increases with the mean strength of the concrete. A precision statement based on the results reported here is recommended for inclusion in Test Method for Compressive Strength of Cylindrical Concrete Specimens (ASTM C 39) and CSA A23.2-9C (Compressive Strength of Cylindrical Concrete Specimens)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aInterlaboratory study.
=650  \0$aPrecision.
=650  \0$aReliability.
=650  \0$aTest method.
=650  \0$aVariability.
=650  \0$aConcrete$xExpansion and contraction$xEvaluation.
=650  \0$aConcrete$xMixing.
=650  \0$aConcrete$xChemistry.
=650  \0$aConcrete$xTesting.
=650  \0$aSelf compacting concrete.
=650  \0$aMix design.
=650  \0$aCompressive strength.
=650  14$aASTM C 39.
=650  24$aASTM C 802.
=650  24$aASTM E 177.
=650  24$aASTM E 691.
=650  24$aCompressive strength.
=650  24$aConcrete.
=650  24$aCSA A23.2.
=650  24$aInterlaboratory study.
=650  24$aPrecision.
=650  24$aReliability.
=650  24$aTest method.
=650  24$aVariability.
=700  1\$aDetwiler, R.,$eauthor.
=700  1\$aBickley, J.,$eauthor.
=700  1\$aThomas, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10330J.htm

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=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10331J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10331J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE200
=082  04$a625.8/4$223
=100  1\$aEren, O.,$eauthor.
=245  10$aSetting Times of Fly Ash and Slag-Cement Concretes as Affected by Curing Temperature /$cO Eren, JJ Brooks, T Celik.
=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$b13
=520  3\$aUsing Test Method for Time of Setting of Concrete Mixtures Paste by Penetration Resistance (ASTM C 403), Proctor penetration resistance was determined under isothermal curing temperatures ranging from 6 to 80°C for concretes containing up to 50% of fly ash or ground-granulated blast-furnace slag. The results show that as the temperature increases, the initial and final setting times decrease for all types of concrete, with fly-ash concrete having the longest setting times. At high temperatures, slag concrete has shorter setting times than Type I cement concrete. Relationships are presented for setting time as a function of penetration resistance, temperature, and cement replacement level.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCuring temperature.
=650  \0$aFly ash.
=650  \0$aProctor penetration.
=650  \0$aRegression analysis.
=650  \0$aSetting time.
=650  \0$aSlag.
=650  \0$aSetting(Concrete)
=650  \0$aPortland cement concrete.
=650  \0$aCold weather construction.
=650  \0$aCracking.
=650  14$aSetting time.
=650  24$aProctor penetration.
=650  24$aFly ash.
=650  24$aSlag.
=650  24$aCuring temperature.
=650  24$aRegression analysis.
=700  1\$aBrooks, JJ.,$eauthor.
=700  1\$aCelik, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10331J.htm

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=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10332J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10332J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG380
=082  04$a624.2028/4$223
=100  1\$aKouloumbi, N.,$eauthor.
=245  10$aEfficiency of Natural Greek Pozzolan in Chloride-Induced Corrosion of Steel Reinforcement /$cN Kouloumbi, G Batis, P Pantazopoulou.
=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$b28
=520  3\$aThis experimental work estimates the corrosion behavior in a sodium-chloride environment of steel reinforcements in mortar specimens with 0, 15, and 30% Greek natural pozzolan, cured either for 1, 7, or 28 days. The corrosion resistance was evaluated by measuring the corrosion potential development of steel rebars, their gravimetric mass loss, their anodic potentio-dynamic behavior, and the total- and free-chloride content of the mortars. Additionally, their mineralogical composition was determined by X-ray diffraction (XRD) analysis. The increase of curing time, as well as the addition of the Greek natural pozzolan, for both percentages tested, improved the corrosion behavior. The combination of the pozzolan addition with longer curing time reduces the steel rebars mass loss up to a level of about 40% after five months of exposure.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChloride corrosion.
=650  \0$aCuring time.
=650  \0$aNatural pozzolan.
=650  \0$aSteel reinforcement.
=650  \0$aSteel, Structural$xProtection.
=650  \0$aCorrosion resistant steel.
=650  \0$aReinforced concrete bridges.
=650  \0$aReinforcement (Engineering)
=650  \0$aReinforcing steel.
=650  14$aChloride corrosion.
=650  24$aSteel reinforcement.
=650  24$aNatural pozzolan.
=650  24$aCuring time.
=700  1\$aBatis, G.,$eauthor.
=700  1\$aPantazopoulou, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10332J.htm

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=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10333J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10333J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a380.5/08s$223
=100  1\$aBérubé, M-A,$eauthor.
=245  10$aWhy the Accelerated Mortar Bar Method ASTM C 1260 is Reliable for Evaluating the Effectiveness of Supplementary Cementing Materials in Suppressing Expansion Due to Alkali-Silica Reactivity /$cM-A Bérubé, J Duchesne, D Chouinard.
=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$b18
=520  3\$aThe Accelerated Mortar Bar Method (AMBM) ASTM C 1260 (or CSA A23.2-25A) is used with success for evaluating the effectiveness of supplementary cementing materials (SCMs) in suppressing expansion due to alkali-silica reactivity in concrete (ASR). This study attempts to answer the question of why this method gives good results with SCMs. The most beneficial effects of SCMs against ASR is thought to be alkali decrease in the pore solution while the bars are immersed in 1N NaOH at 80°C. Mortar bars made with different SCMs were tested in normal conditions as well as in pure water and in air at 100% RH. The expansion results were compared with the chemistry of the mortar pore solution expressed under high pressure. The results confirmed that in the presence of an SCM, the alkali decrease in the pore solution remains the most critical mechanism involved in the AMBM. The results also confirmed that alkali equilibrium between the pore solution and the NaOH immersion solution is not achieved in the presence of an SCM at the end of the testing period of 14 days.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerated testing methods.
=650  \0$aCondensed silica fume.
=650  \0$aExpansion.
=650  \0$aMortar.
=650  \0$aPulverized fly ash.
=650  \0$aSupplementary cementing materials.
=650  \0$aAccelerated life testing.
=650  \0$aConcrete$xTesting.
=650  \0$aAccelerated tests.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aCement.
=650  14$aAccelerated testing methods.
=650  24$aAlkali-aggregate reactions.
=650  24$aASTM C 1260.
=650  24$aCement.
=650  24$aCondensed silica fume.
=650  24$aCanadian Standard CSA A23.2-25A.
=650  24$aExpansion.
=650  24$aPulverized fly ash.
=650  24$aMortar.
=650  24$aSupplementary cementing materials.
=700  1\$aDuchesne, J.,$eauthor.
=700  1\$aChouinard, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10333J.htm

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=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10334J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10334J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.89$223
=100  1\$aKosmatka, SH.,$eauthor.
=245  00$aIntroduction to Symposium on Determination of tehe Chemical and Mineral Admixture Content of Hardened Concrete /$cSH Kosmatka, A Jeknavorian.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1995.
=300  \\$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$aCement$xAdditives.
=650  \0$aConcrete$xAdditives.
=650  \0$aAdmixtures.
=700  1\$aJeknavorian, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10334J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10335J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1995\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10335J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10335J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666/.893$223
=100  1\$aSanders, CI.,$eauthor.
=245  10$aLimitations of the Carbonate Extraction/UV Spectrophotometric Method for Determining Lignosulfonate-Based Admixtures in Hardened Concrete /$cCI Sanders, SS Sadeghi, NL Nelson.
=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$b7
=520  3\$aIn 1963, a method for determining lignosulfonate addition rates in portland cements was reported (Wexler and Brako 1963). Over the years, this procedure has been adopted as the most common method for determining lignosulfonate-based admixtures in hardened concrete. The procedure involves extraction of lignosulfonate derivatives from pulverized concrete with an alkali-carbonate solution. The concentration of the extracted derivatives is then measured by comparing their ultraviolet (UV) spectra with those obtained from appropriate concrete standards.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aLignosulfonate.
=650  \0$aSpectrophotometry.
=650  \0$aUltraviolet.
=650  \0$aConcrete aggregates.
=650  \0$aAdmixtures.
=650  \0$aAir entrained concrete.
=650  \0$aConcrete placing.
=650  \0$aConcrete curing.
=650  \0$aTypes of concrete.
=650  14$aLignosulfonate.
=650  24$aLignin.
=650  24$aUltraviolet.
=650  24$aSpectrophotometry.
=650  24$aConcrete.
=650  24$aAdmixtures.
=700  1\$aSadeghi, SS.,$eauthor.
=700  1\$aNelson, NL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10335J.htm

=LDR  03762nab  2200553 i 4500
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=024  7\$a10.1520/CCA10336J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10336J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG362
=082  04$a624.4$223
=100  1\$aJeknavorian, AA.,$eauthor.
=245  10$aDetermination of a Nitrite-Based Corrosion Inhibitor in Plastic and Hardened Concrete /$cAA Jeknavorian, D Chin, L Saidha.
=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.
=520  3\$aThe use of DCI® (W. R. Grace and Company, Cambridge, MA) corrosion inhibitor, a 30% solution of calcium nitrite, has become an established method for reducing the corrosive action of chloride on reinforcing steel in concrete. Certain regulatory agencies require monitoring the admixed concrete to verify that the specified amount of corrosion inhibitor has been added. This paper discusses a field test for confirming the presence of nitrite in plastic concrete and a laboratory method for measuring the addition rate of a nitrite-based corrosion inhibitor for hardened concrete. Our experience with these methods indicates that the concrete mix design does not generally affect the extraction of the nitrite from the concrete. However, to assure an accurate estimation of the admixed nitrite, where less than 85% recovery is achieved, the amount of nitrite extracted from the test sample should be compared to that of a reference concrete having the same mix design.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aColorimetry.
=650  \0$aCorrosion inhibitor.
=650  \0$aExtraction.
=650  \0$aIon chromatography.
=650  \0$aPolarography.
=650  \0$aSteel reinforcement.
=650  \0$aCalcium nitrite.
=650  \0$aPrestressed concrete bridges.
=650  \0$aCorrosion resistant materials.
=650  \0$aBox girder bridges.
=650  \0$aConcrete bridges$xMaintenance and repair.
=650  \0$aCorrosion and anti-corrosives$xResearch.
=650  \0$aReinforced concrete$xCorrosion.
=650  14$aCorrosion inhibitor.
=650  24$aCalcium nitrite.
=650  24$aSteel reinforcement.
=650  24$aIon chromatography.
=650  24$aPolarography.
=650  24$aColorimetry.
=650  24$aExtraction.
=700  1\$aChin, D.,$eauthor.
=700  1\$aSaidha, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10336J.htm

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=024  7\$a10.1520/CCA10337J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10337J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893$223
=100  1\$aHooton, RD.,$eauthor.
=245  10$aDetermination of Slag and Fly Ash Content in Hardened Concrete /$cRD Hooton, CA Rogers.
=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$b16
=520  3\$aSome agencies limit the slag (ground-granulated blast-furnace slag) replacement of portland cement in some instances. In other cases, minimum slag replacements are specified. Therefore, there is a need to be able to quantify the slag content to show conformance with specifications. The two methods proposed here are (1) X-ray diffraction (XRD) of ignited mixtures and (2) optical microscopy on thin sections. The XRD method involves ignition of the mortar fraction of concrete at 950 to 1050°C to devitrify the unreacted slag. The resulting crystalline melilite component is then compared to that in an ignited sample of slag from the same source.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFly-ash concrete.
=650  \0$aHardened concrete.
=650  \0$aSlag content.
=650  \0$aConcrete$xAdditives.
=650  \0$aFly ash.
=650  \0$aIndustrial minerals.
=650  \0$aSilica fume.
=650  \0$aSlag.
=650  14$aSlag content.
=650  24$aFly-ash concrete.
=650  24$aHardened concrete.
=700  1\$aRogers, CA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10337J.htm

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=024  7\$a10.1520/CCA10338J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10338J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893/028$223
=100  1\$aColeman, SE.,$eauthor.
=245  10$aDetermination of Silica Fume in Unhydrated, Blended, Dry-Packaged Mixture, and Hydrated Mortar /$cSE Coleman, S Hwu, WL Vogt.
=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$b24
=520  3\$aA test method is proposed as a quality control methodology to determine the relative amount of dry silica fume present in a prepackaged blend of dry, unhydrated, cementitious material. The method assumes availability of representative samples of each of the raw material ingredients prior to packaging, including portland cement, silica fume, fly ash, silica sand, and a representative sample of the mixed product. Known percentages of silica fume by weight of portland cement were added separately to a basic blended mixture and analyzed by combined heat treatment and X-ray diffraction (XRD) method. From a calibration curve developed from standard laboratory mixtures, an estimate of the amount of silica fume in a prepackged cement was determined with a reasonable degree of accuracy.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlended cement.
=650  \0$aQuantitative determination.
=650  \0$aScanning electron microscopy.
=650  \0$aSilica fume.
=650  \0$aTest method.
=650  \0$aThermogravimetric analysis.
=650  \0$aX-ray diffraction.
=650  \0$aConcrete$xAdditives$xCongresses.
=650  \0$aFly ash$xCongresses.
=650  \0$aSilica fume$xCongresses.
=650  \0$aSlag$xCongresses.
=650  14$aSilica fume.
=650  24$aBlended cement.
=650  24$aTest method.
=650  24$aQuantitative determination.
=650  24$aX-ray diffraction.
=650  24$aThermogravimetric analysis.
=650  24$aScanning electron microscopy.
=700  1\$aHwu, S.,$eauthor.
=700  1\$aVogt, WL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10338J.htm

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=024  7\$a10.1520/CCA10339J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10339J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.136$223
=100  1\$aSchlorholtz, SM.,$eauthor.
=245  10$aRapid Determination of the Fly Ash Content of Construction Materials /$cSM Schlorholtz, W Dubberke.
=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$b8
=520  3\$aSince 1989 this laboratory has had good success using X-ray fluorescence (XRF) methods to determine the amount of fly ash that is present in portland cement-fly ash mixtures. The method has been used on mixtures of dry cementitious constituents prior to batching, and also on portland cement-fly ash mortars and concretes. The method is based on the determination of the concentration of barium (Ba) and strontium (Sr) present in the construction materials. Since these two elements are greatly enriched in Iowa fly ashes they act as “finger prints” for the presence of fly ash, and if the proper criteria are satisfied, they also allow for the quantification of the amount of fly ash in a given mixture. The method works best when it can be calibrated with materials taken directly from a given jobsite. The method is very quick since samples can normally be analyzed in less than 10 min. The sample preparation process does not involve extraction techniques that use hazardous solvents. With a modern, computer-controlled X-ray fluorescence spectrometer the method can also be extended to determine many other elements present in the sample, such as sulfur (S) and chlorine (Cl), which may be of importance to investigations concerning the chemical attack of portland cement-based materials.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMineral admixture.
=650  \0$aMortar.
=650  \0$aPortland cement.
=650  \0$aX-ray fluorescence.
=650  \0$aConcrete.
=650  \0$aFly ash.
=650  \0$aPortland cement concrete.
=650  \0$aAdmixtures.
=650  14$aX-ray fluorescence.
=650  24$aFly ash.
=650  24$aMineral admixture.
=650  24$aPortland cement.
=650  24$aMortar.
=700  1\$aDubberke, W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10339J.htm

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=024  7\$a10.1520/CCA10340J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10340J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTJ289
=082  04$a621.31$223
=100  1\$aGrantham, MG.,$eauthor.
=245  10$aDetermination of Slag and Pulverized Fuel Ash in Hardened Concrete—The Method of Last Resort Revisited /$cMG Grantham.
=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$b1
=520  3\$aThe paper briefly reviews the standard United Kingdom (UK) procedure for the determination of cement content of hardened concrete. It then points out the special problems that occur when attempting to determine the cement content and the amount of mineral admixture in concrete. The method described in this paper, originally devised by the Building Research Establishment, employs a total analysis of the concrete and control samples of the cement, aggregates, and mineral admixture. The method usually used is quantitative X-ray fluorescence (XRF) analysis. The analytical results are examined by the application of a simultaneous equation mathematical approach to resolve the content of the individual components. Application of the method in a case history is used for illustration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aChemical analysis.
=650  \0$aFly ash.
=650  \0$aGround-granulated blast-furnace slag.
=650  \0$aHardened concrete.
=650  \0$aMineral admixture.
=650  \0$aPulverised fuel ash.
=650  \0$aX-ray fluoresence.
=650  \0$aFuel$xAdditives.
=650  \0$aSintering.
=650  \0$aSlag$xResearch.
=650  \0$aAdmixtures.
=650  14$aCement.
=650  24$aGround-granulated blast-furnace slag.
=650  24$aPulverised fuel ash.
=650  24$aFly ash.
=650  24$aMineral admixture.
=650  24$aChemical analysis.
=650  24$aHardened concrete.
=650  24$aX-ray fluoresence.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10340J.htm

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=024  7\$a10.1520/CCA10341J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10341J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aXie, P.,$eauthor.
=245  10$aDetermination of Blast-Furnace Slag Content in Hardened Concrete by Electrical Conductivity Methods /$cP Xie, P Gu, Y Fu, JJ Beaudoin.
=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$b9
=520  3\$aElectrical conductivity measurements were made on concrete systems containing blast-furnace slag. It was found that the slag content significantly influenced the concrete conductivity. A linear relationship between the concrete conductivity and the slag content and the volume fraction of aggregate was established by experiment. The relationship can be expressed as follows σc=ka·ϕa+ks·(slgc)+ko where σc is the concrete conductivity; φa is the volumetric fraction of aggregate; (slg/c) is the relative content of slag by weight of cementitious materials; and ka, ks, and ka are empirical coefficients. This relationship provides a basis for the determination of slag content in hardened concrete by electrical conductivity methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aElectrical conductivity.
=650  \0$aPortland cement.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  \0$aBlast-furnace slag.
=650  \0$aHardened Concrete.
=650  14$aConcrete.
=650  24$aPortland cement.
=650  24$aBlast-furnace slag.
=650  24$aElectrical conductivity.
=700  1\$aGu, P.,$eauthor.
=700  1\$aFu, Y.,$eauthor.
=700  1\$aBeaudoin, JJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10341J.htm

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=024  7\$a10.1520/CCA10342J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10342J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP1N53
=082  04$a620.1910287$223
=100  1\$aGoguel, R.,$eauthor.
=245  12$aA New Consecutive Dissolution Method for the Analysis of Slag Cements /$cR Goguel.
=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$b6
=520  3\$aThe best means of selective dissolution of ordinary portland cement (OPC) from ground granulated blast-furnace slag (BFS) cements has been, until now, a sodium-based alkaline aqueous solution of ethylenediamine-tetraacetate with chelating properties supplemented by the presence of 6% triethanolamine (TEA)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAluminosilicates.
=650  \0$aBlast-furnace slag.
=650  \0$aCation effect.
=650  \0$aCement analysis.
=650  \0$aChelating agent ethylene-diamine-tetraacetic acid.
=650  \0$aGlass.
=650  \0$aLithium.
=650  \0$aSelective dissolution.
=650  \0$aTetramethylammonium.
=650  \0$aSlag cement $xAnalysis.
=650  \0$aSlag$xAnalysis.
=650  \0$aSlag cement.
=650  14$aSelective dissolution.
=650  24$aCement analysis.
=650  24$aBlast-furnace slag.
=650  24$aGlass.
=650  24$aAluminosilicates.
=650  24$aChelating agent ethylene-diamine-tetraacetic acid.
=650  24$aCation effect.
=650  24$aLithium.
=650  24$aTetramethylammonium.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10342J.htm

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=024  7\$a10.1520/CCA10343J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10343J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893/028$223
=100  1\$aGu, P.,$eauthor.
=245  10$aDetermination of Silica-Fume Content in Hardened Concrete by AC Impedance Spectroscopy /$cP Gu, P Xie, JJ Beaudoin.
=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$b6
=520  3\$aA nondestructive method based on AC impedance spectroscopy was applied to studies of the electrical behavior of hydrated portland cement concrete containing silica fume. Silica fume content significantly influenced the impedance behavior of hydrated portland cement concrete. Correlations between the high frequency arc (HFA) diameter and the silica-fume content in concrete were obtained. Empirical relationships for concrete binders at early and more advanced hydration can be expressed as DHFA=Koβsf+Cfor early hydration times and DHFA=C′(Ko′)βsffor advanced hydration times where DHFA is the high frequency arc diameter, βsf is the silica-fume content, Ko, K′o, C, and C′ are constants related to hydration times and W-C ratio, and so forth.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAC impedance spectroscopy.
=650  \0$aConcrete.
=650  \0$aPortland cement.
=650  \0$aConcrete$xAdditives$xCongresses.
=650  \0$aFly ash$xCongresses.
=650  \0$aSilica fume$xCongresses.
=650  \0$aSlag$xCongresses.
=650  \0$aIndustrial minerals.
=650  \0$aSilica fume.
=650  14$aConcrete.
=650  24$aPortland cement.
=650  24$aSilica fume.
=650  24$aAC impedance spectroscopy.
=700  1\$aXie, P.,$eauthor.
=700  1\$aBeaudoin, JJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 17, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1995$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10343J.htm

=LDR  03762nab  2200553 i 4500
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=024  7\$a10.1520/CCA10347J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10347J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/08s$223
=100  1\$aIdorn, GM.,$eauthor.
=245  10$aFactors Affecting the Durability of Concrete and the Benefits of Using Blast-Furnace Slag Cement /$cGM Idorn, DM Roy.
=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$b57
=520  3\$aClassical experience and research in the United States and Europe on the durability of concrete in marine environments are reviewed. Special precautions were recognized early as necessary for resisting the combined physicochemical effects of exposure to seawater. In the United States, quality work resulting in dense impervious concrete was an appropriate response while the use of blast-furnace slag cements met with favor in several European countries.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali aggregate reactions.
=650  \0$aBlast furnaces.
=650  \0$aConcretes.
=650  \0$aDensity.
=650  \0$aDurability.
=650  \0$aGranulated slag.
=650  \0$aHeat measurement.
=650  \0$aHeat of hydration.
=650  \0$aModeling.
=650  \0$aSeawater.
=650  \0$aSulfates.
=650  \0$aTests.
=650  \0$aFreeze thaw durability.
=650  \0$aConcrete construction$xTesting.
=650  \0$aConcrete$xTesting.
=650  \0$aPortland cement$xTesting.
=650  \0$aPortland cement concrete.
=650  14$aDurability.
=650  24$aBlast furnaces.
=650  24$aConcretes.
=650  24$aSeawater.
=650  24$aAlkali aggregate reactions.
=650  24$aSulfates.
=650  24$aHeat measurement.
=650  24$aHeat of hydration.
=650  24$aTests.
=650  24$aModeling.
=650  24$aDensity.
=650  24$aGranulated slag.
=700  1\$aRoy, DM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10347J.htm

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=024  7\$a10.1520/CCA10348J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10348J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3692$223
=100  1\$aKuhlmann, LA.,$eauthor.
=245  10$aChloride Permeability Versus Air Content of Latex Modified Concrete /$cLA Kuhlmann, NC Foor.
=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$b5
=520  3\$aResults of chloride permeability tests on latex modified concrete (LMC) with a wide range of air contents are presented. Air void data from these experiments are compared to air void results from other sources. Conclusions regarding chloride permeability and the air void system of LMC are given. The 6-h permeability test is described; comments are made regarding an additional measurement to be considered for inclusion in the method. Recommendations are given for future study of the chloride permeability of LMC.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir voids.
=650  \0$aConcretes.
=650  \0$aLatex modified concrete.
=650  \0$aLatex.
=650  \0$aPermeability.
=650  \0$aConcrete$xPermeability$xTesting.
=650  \0$aChloride permeability.
=650  \0$aConcrete.
=650  14$aConcretes.
=650  24$aLatex.
=650  24$aPermeability.
=650  24$aLatex modified concrete.
=650  24$aChloride permeability.
=650  24$a6-h permeability test.
=650  24$aAir voids.
=700  1\$aFoor, NC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10348J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10349J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10349J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD173
=082  04$a363.73/03$223
=100  1\$aA Khan, Rasheeduzzafar,$eauthor.
=245  10$aRecycled Concrete—A Source for New Aggregate /$cRasheeduzzafar, A Khan.
=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$b32
=520  3\$aRecycling concrete rubble as aggregate material for the construction programs in the Middle East, where high-quality mineral aggregate is scarce, offers an excellent ecological and economic opportunity. Based on tests carried out on 21 mixes, this investigation attempts to develop data especially on the strength, failure mechanism, and durability characteristics of the recycled aggregate in comparison with the conventional concrete. Results show that for a W/C ratio of 0.35 the recycled aggregate concrete has 30% lower strength than conventional concrete. The strength differential narrowed for increasing values of W/C ratio until the strengths were about equal for a W/C ratio of 0.55. No significant increase in the strength of recycled aggregate concrete was obtained by reducing the W/C ratio below 0.40. It is indicated that the quality of recycled aggregate concrete will improve with the quality of recycled mortar or if the recycled material has a high aggregate-cement ratio. The recycled aggregate concrete showed somewhat better workability characteristics than conventional mixes although its modulus of elasticity and durability characteristics were lower. It is proposed that satisfactory concrete can be made by recycling concrete as aggregate where disposal problems exist or where natural aggregate is either inaccessible or of inferior quality.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aCoarse aggregates.
=650  \0$aCompressive strength.
=650  \0$aCrushed concrete.
=650  \0$aDemolition.
=650  \0$aDurability.
=650  \0$aMaterials recovery.
=650  \0$aModulus of elasticity.
=650  \0$aMortar bond strength.
=650  \0$aRubble.
=650  \0$aWaste disposal.
=650  \0$aWastes.
=650  \0$aWater cement ratio.
=650  \0$aWorkability.
=650  \0$aRecycled Aggregate (RA)
=650  \0$aRecycled Aggregate Concrete (RAC)
=650  \0$aNatural Aggregate Concrete (NAC)
=650  14$aAggregates.
=650  24$aCompressive strength.
=650  24$aDemolition.
=650  24$aDurability.
=650  24$aMaterials recovery.
=650  24$aModulus of elasticity.
=650  24$aRubble.
=650  24$aWaste disposal.
=650  24$aWastes.
=650  24$aWater cement ratio.
=650  24$aWorkability.
=650  24$aCoarse aggregates.
=650  24$aCrushed concrete.
=650  24$aMortar bond strength.
=700  1\$aKhan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10349J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10350J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10350J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA664
=082  04$a624.1771$223
=100  1\$aBickley, JA.,$eauthor.
=245  10$aTrinity Square :$bCommentary on Concrete Test Data /$cJA Bickley.
=264  \1$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$b3
=520  3\$aThe paper describes the use of in-place testing instead of standard cylinder testing. Removal of forms and shores, and determination of concrete strength compliance with specifications were all controlled by pullout tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete structures.
=650  \0$aConcretes.
=650  \0$aEarly form removal.
=650  \0$aPullout testing.
=650  \0$aReinforced concrete.
=650  \0$aPrestressed concrete construction.
=650  \0$aReinforced concrete construction.
=650  \0$aStructure (construction)$xConception et construction$zEurope.
=650  14$aConcretes.
=650  24$aConcrete structures.
=650  24$aReinforced concrete.
=650  24$aInplace testing.
=650  24$aPullout testing.
=650  24$aEarly form removal.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10350J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10351J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10351J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893/028$223
=100  1\$aPistilli, MF.,$eauthor.
=245  14$aThe Variability of Condensed Silica Fume from a Canadian Source and Its Influence on the Properties of Portland Cement Concrete /$cMF Pistilli, G Rau, R Cechner.
=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$b1
=520  3\$aCondensed silica fume is formed during the manufacture of ferrosilicon in electric submerged-arc furnaces. The use of condensed silica fume has been evaluated in portland cement concrete. Thirty-two samples of condensed silica fume, each collected on consecutive days, were analyzed for chemical and physical routine quality control tests of pozzolan. Eight of these samples, representing the variations of the routine tests, were tested for complete ASTM Specification for Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete (C 618) conformance. All of the samples tested were found to conform to ASTM C 618 with the exception that the water requirement was excessive.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir entrained concretes.
=650  \0$aAir-void parameters.
=650  \0$aCompressive strength.
=650  \0$aCondensed silica fume.
=650  \0$aShrink-age.
=650  \0$aVariability.
=650  \0$aVariations.
=650  \0$aConcrete$xAdditives.
=650  \0$aFly ash.
=650  \0$aIndustrial minerals.
=650  \0$aSilica fume.
=650  14$aAir entrained concretes.
=650  24$aCompressive strength.
=650  24$aShrink-age.
=650  24$aVariability.
=650  24$aVariations.
=650  24$aAir-void parameters.
=650  24$aCondensed silica fume.
=650  24$aTime of set.
=700  1\$aRau, G.,$eauthor.
=700  1\$aCechner, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10351J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10352J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10352J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG325.6
=082  04$a624.2/53$223
=100  1\$aAïtcin, P-C,$eauthor.
=245  10$aResistance to Freezing and Thawing of Silica Fume Concrete /$cP-C Aïtcin, D Vezina.
=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$b9
=520  3\$aThe resistance to freezing and thawing of a concrete containing silica fume that was used during the construction of an experimental section on highway A25 in Montreal was done according to ASTM Test for Resistance of Concrete to Rapid Freezing and Thawing (C 666). The original mix was modified so that silica fume replaced three times its weight of cement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir loss.
=650  \0$aCement equivalent factor.
=650  \0$aCompressive strength.
=650  \0$aResistance to freezing and thawing.
=650  \0$aResistance.
=650  \0$aSilicon dioxide.
=650  \0$aSlump loss.
=650  \0$aSubstitution.
=650  \0$aBridges$xFloors.
=650  \0$aConcrete$xAdditives.
=650  \0$aSilica fume.
=650  \0$aFreezing and thawing.
=650  14$aSilicon dioxide.
=650  24$aResistance.
=650  24$aCompressive strength.
=650  24$aSilica fume.
=650  24$aResistance to freezing and thawing.
=650  24$aSlump loss.
=650  24$aAir loss.
=650  24$aCement equivalent factor.
=650  24$aSubstitution.
=700  1\$aVezina, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10352J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10353J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10353J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/35$223
=100  1\$aCady, PD.,$eauthor.
=245  10$aSoundness Testing and Durability of Coarse Aggregates in Concrete /$cPD Cady.
=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$b12
=520  3\$aThroughout its long history, sulfate soundness testing of aggregates has been frequently cited for poor reliability as a predictor of concrete durability. However, its use remains widespread, even to the point of constituting an acceptance test criterion for aggregates. Sodium sulfate soundness tests of coarse aggregates are compared in this paper with freezing and thawing tests of air-entrained concretes containing the aggregates. In one case, sodium sulfate soundness displayed a relationship to durability (freezing and thawing) test results, in a statistical sense, but the level of predictability was poor. In another test series, the level of predictability fell within the range of pure chance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcceptability.
=650  \0$aAggregates.
=650  \0$aConcrete durability.
=650  \0$aFreezing and thawing.
=650  \0$aSulfate soundness.
=650  \0$aSulfates.
=650  \0$aAggregate gradation.
=650  \0$aCoarse aggregates.
=650  \0$aFreeze thaw durability.
=650  \0$aSoundness Testing.
=650  14$aAggregates.
=650  24$aConcrete durability.
=650  24$aAcceptability.
=650  24$aSulfates.
=650  24$aSulfate soundness.
=650  24$aFreezing and thawing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10353J.htm

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=001  CCA10354J
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=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10354J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10354J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE210.4
=082  04$a625.7/4$223
=100  1\$aKumar, A.,$eauthor.
=245  10$aEffect of Fineness on Properties of Classified Cements /$cA Kumar, DM Roy.
=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$b8
=520  3\$aThe effect of fineness of cement clinkers upon their early age hydration characteristics is presented. Class C (American Petroleum Institute [API] classification) or ASTM Type III portland cement was separated into three new fractions of varying surface area using an air classifier. Thermogravimetry, X-ray powder diffraction, and scanning electron microscopy were used to follow hydration in pastes up to 28 days. Microhardness measurements were also conducted. Mortars were used to follow compressive strength development up to 180 days.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir classifier.
=650  \0$aFineness.
=650  \0$aMicrohardness.
=650  \0$aPortland cement.
=650  \0$aScanning electron microscopy.
=650  \0$aStrength hydration.
=650  \0$aThermogravimetry.
=650  \0$aX-ray diffraction.
=650  \0$aCement treated soils.
=650  \0$aFine grained soils.
=650  \0$aSoil cement.
=650  \0$aPortland cement.
=650  14$aFineness.
=650  24$aPortland cement.
=650  24$aStrength hydration.
=650  24$aMicrohardness.
=650  24$aX-ray diffraction.
=650  24$aThermogravimetry.
=650  24$aAir classifier.
=650  24$aScanning electron microscopy.
=700  1\$aRoy, DM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10354J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10355J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10355J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10355J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624.151$223
=100  1\$aWalker, HN.,$eauthor.
=245  10$aCorrelation of Hardened Concrete Air-Void Parameters Obtained by Linear Traverse with Freeze-Thaw Durability as Found by ASTM C 666 /$cHN Walker.
=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$b3
=520  3\$aThe spacing factor for the proportional number of small air voids ¯Lps as proposed by Walker in 1980 and the air-void parameters normally obtained by ASTM Practice for Microscopical Determination of Air-Void Content and Parameters of the Air-Void System in Hardened Concrete (C 457) were each correlated with the durability factor and weight loss found by ASTM Test for Resistance of Concrete to Rapid Freezing and Thawing (C 666) Procedure A for 151 concretes. The correlation coefficients were examined, and it was found that for the durability factor the classical spacing factor from ASTM C 457 gave a slightly but not significantly better correlation than did ¯Lps. The 151 concretes were divided into three groups according to their source. In no case did the correlation obtained from ¯Lps significantly exceed the spacing factor calculated from ASTM C 457.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir.
=650  \0$aConcrete durability.
=650  \0$aConcretes.
=650  \0$aFreezing.
=650  \0$aMelting.
=650  \0$aSpacing factor.
=650  \0$aSpecific surface.
=650  \0$aVoids.
=650  \0$aFreeze thaw durability.
=650  \0$aRoads$xFrost damage.
=650  \0$aFrost action.
=650  14$aConcretes.
=650  24$aAir.
=650  24$aVoids.
=650  24$aConcrete durability.
=650  24$aFreezing.
=650  24$aMelting.
=650  24$aSpacing factor.
=650  24$aSpecific surface.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10355J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10358J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10358J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/367$223
=100  1\$aCarino, NJ.,$eauthor.
=245  14$aThe Maturity Method :$bTheory and Application /$cNJ Carino.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=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$b44
=520  3\$aThe maturity method may be used to predict the in-place strength of hardening concrete based on its thermal history. A theoretical basis for the maturity method is presented. The general form of the time-temperature function is found to be the time integral of the rate constant. For the case of linear dependence between temperature and the rate constant, the time-temperature function becomes the traditional maturity function. The Arrhenius equation is shown to be an accurate representation of the temperature dependence of the rate constant, and the concept of equivalent age is explained for practical application of the Arrhenius equation. It is explained how the accuracy of strength prediction by the traditional maturity method can be improved by using the proper datum temperature. Results illustrate that the appropriate value of apparent activation energy or datum temperature for concrete may be obtained from strength-gain data of isothermally cured mortar specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aActivation energy.
=650  \0$aArrhenius equation.
=650  \0$aConcretes.
=650  \0$aEquivalent age.
=650  \0$aMaturity.
=650  \0$aMortars (materials)
=650  \0$aNondestructive tests.
=650  \0$aStrength.
=650  \0$aTemperature.
=650  \0$aConcrete$xTesting$vHandbooks, manuals, etc.
=650  \0$aNondestructive testing$vHandbooks, manuals, etc.
=650  \0$aConcrete$xTesting.
=650  \0$aNondestructive testing.
=650  14$aActivation energy.
=650  24$aConcretes.
=650  24$aMortars (materials)
=650  24$aStrength.
=650  24$aTemperature.
=650  24$aArrhenius equation.
=650  24$aEquivalent age.
=650  24$aMaturity.
=650  24$aNondestructive tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10358J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10359J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10359J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA445
=082  04$a666.893$223
=100  1\$aJohnston, CD.,$eauthor.
=245  10$aMeasures of the Workability of Steel Fiber Reinforced Concrete and Their Precision /$cCD Johnston.
=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$b4
=520  3\$aMeasurements of the workability of freshly mixed steel fiber reinforced concrete have been conducted using the traditional slump test, the British Standard V-B test and the test for time of flow through an inverted slump cone recently issued as ASTM Test Method for Time of Flow of Fiber Reinforced Concrete Through Inverted Slump Cone (C 995). Differences between the tests in terms of the extent to which they assess the stability, mobility, and compactability of fresh concrete are identified, and relationships between the results of each type of test are discussed in this context. The single-operator and between-operator precision of the results for each type of test are examined using four operators repeating each test three times on a total of 18 different mixtures with aggregate maximum size, fiber content, and fiber aspect ratio as the variables. Precision is analysed in terms of both standard deviation and coefficient of variation, and the dependence of each of these measures of precision on the magnitude of the mean is examined in terms of correlation coefficients. Using limits within which 90% of the 72 results for single-operator standard deviations fall, criteria suitable for precision statements are established for each of the three tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aPrecision.
=650  \0$aStandardization.
=650  \0$aWorkability.
=650  \0$aFiber-reinforced concrete.
=650  \0$aSteel fibers.
=650  \0$aGlass fiber reinforced concrete.
=650  \0$aFiber reinforced concretes.
=650  14$aConcretes.
=650  24$aWorkability.
=650  24$aPrecision.
=650  24$aStandardization.
=650  24$aFiber reinforced concretes.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10359J.htm

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=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10360J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10360J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a691.3$223
=100  1\$aWest, TR.,$eauthor.
=245  10$aInfluence of Petrography of Argillaceous Carbonates on Their Frost Resistance in Concrete /$cTR West, A Shakoor.
=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$b35
=520  3\$aArgillaceous carbonate rocks, when used as coarse aggregate, have been found to cause severe pitting and popouts in several Indiana highways within one winter after construction. These rocks were studied in detail petrographically to determine texture, structure, and mineral composition, and in particular the amount, type, and mode of distribution of argillaceous material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArgillaceous material.
=650  \0$aHydraulic pressure.
=650  \0$aPetrography.
=650  \0$aSound aggregates.
=650  \0$aTensile strength.
=650  \0$aUnsound aggregates.
=650  \0$aConcrete$xChemical resistance.
=650  \0$aConcrete$xCorrosion.
=650  \0$aFrost resistant concrete.
=650  14$aPetrography.
=650  24$aTensile strength.
=650  24$aHydraulic pressure.
=650  24$aSound aggregates.
=650  24$aUnsound aggregates.
=650  24$aArgillaceous material.
=700  1\$aShakoor, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10360J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10361J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10361J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA438
=082  04$a625.7$223
=100  1\$aYener, M.,$eauthor.
=245  10$aOn In-Place Strength of Concrete and Pullout Tests /$cM Yener, W-F Chen.
=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$b33
=520  3\$aThe current status of in-place strength evaluation of concrete is discussed. A literature survey regarding the controversy surrounding the assessment of concrete strength through field-cast laboratory-cured cylinder tests is presented. Inconsistencies associated with the drilling and testing of cores for determining in-place concrete strength are pointed out. On the basis of these arguments, the necessity of developing alternative nondestructive test procedures is emphasized. This is followed by a detailed discussion on the status of the pullout test method as a measure of compressive strength of in-place concrete, which appears to be a potentially feasible nondestructive test procedure. The present paper constitutes a state of the art report on the aforementioned topics and contains appropriate recommendations from the authors.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aCore testing.
=650  \0$aCylinder tests.
=650  \0$aNondestructive tests.
=650  \0$aPullout tests.
=650  \0$aFlexural strength.
=650  \0$aFiber-reinforced concrete.
=650  \0$aCompressive strength.
=650  \0$aDuctility.
=650  14$aConcretes.
=650  24$aCompressive strength.
=650  24$aFlexural strength.
=650  24$aCore testing.
=650  24$aNondestructive tests.
=650  24$aIn-place strength.
=650  24$aPullout tests.
=650  24$aCylinder tests.
=700  1\$aChen, W-F,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10361J.htm

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=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10362J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10362J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH6241
=082  04$a696/.1$223
=100  1\$aYanev, I.,$eauthor.
=245  10$aStudies of the Hydraulic Properties of Belite Middling Slime /$cI Yanev, M Radenkova-Yaneva.
=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$b10
=520  3\$aHydraulic properties of belite middling slime obtained as a byproduct in the production of aluminum oxide from nonbauxite materials have been studied. For the purposes of the investigation belite slime and hydraulic lime were mixed in different proportions. Two types of admixtures were used, and their effect on the processes of hydration of the belite slime and strengths of the pastes with equal workability was studied. Development of the processes of hydration and strengths versus time of hydration was studied. By means of the scanning electron microscope, calcium-hydrosilicate phases were identified and a mechanism for their formation was proposed. The results obtained are discussed, and for the investigated binders suitable ranges of application are suggested.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBelite slime.
=650  \0$aDicalcium silicate.
=650  \0$aLiquefaction.
=650  \0$aLiquefying admixture.
=650  \0$aNonbauxite material.
=650  \0$aSlime.
=650  \0$aAdmixtures.
=650  \0$aComplex admixture.
=650  14$aSlime.
=650  24$aAdmixtures.
=650  24$aLiquefaction.
=650  24$aBelite slime.
=650  24$aNonbauxite material.
=650  24$aDicalcium silicate.
=650  24$aC-S-H phase.
=650  24$aLiquefying admixture.
=650  24$aComplex admixture.
=700  1\$aRadenkova-Yaneva, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10362J.htm

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=001  CCA10363J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10363J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10363J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893/028$223
=100  1\$aMajko, RM.,$eauthor.
=245  10$aOptimizing the Amount of Class C Fly Ash in Concrete Mixtures /$cRM Majko, MF Pistilli.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1984.
=300  \\$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$b7
=520  3\$aThis paper describes the results of a two part research program on several laboratory air-entrained concrete mixtures designed to contain increasing amounts of moderately cementitious Class C fly ash. In the first part of the paper, a Type A admixture was used in half of the mixtures, treating both the portland cement Type I and fly ash (15% calcium oxide). In the second part of the paper, three other Class C fly ashes (9 to 12% calcium oxide) were extensively tested in concrete that contained a Type A admixture (but this time treating only the cement). Two very high lime fly ashes (25 to 30% calcium oxide) were also tested in concrete mixtures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir-void parameters.
=650  \0$aConcretes.
=650  \0$aDurability.
=650  \0$aFly ash (Class C)
=650  \0$aOptimal replacement.
=650  \0$aSetting time.
=650  \0$aConcrete$xAdditives.
=650  \0$aFly ash.
=650  \0$aIndustrial minerals.
=650  \0$aSilica fume.
=650  \0$aSlag.
=650  14$aConcretes.
=650  24$aDurability.
=650  24$aFly ash (Class C)
=650  24$aSetting time.
=650  24$aOptimal replacement.
=650  24$aAir-void parameters.
=700  1\$aPistilli, MF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10363J.htm

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=001  CCA10364J
=003  IN-ChSCO
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=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10364J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10364J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aPistilli, MF.,$eauthor.
=245  14$aThe Uniformity and Influence of Silica Fume from a U.S. Source on the Properties of Portland Cement Concrete /$cMF Pistilli, R Wintersteen, R Cechner.
=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$b7
=520  3\$aSilica fume is formed during the manufacture of ferrosilicon in electric submerged-arc furnaces. The use of silica fume has been evaluated in portland cement concrete. Thirty samples of silica fume, each collected on consecutive days from SKW Alloys, Inc. in Calvert City, KY, were analyzed for routine quality control tests of a pozzolan. Six of these samples, representing the variations of the routine tests, were tested for complete ASTM Specification for Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete (C 618) conformance. Laboratory mixtures of air-entrained and nonair-entrained concrete, containing a representative sample of silica fume, were cast for compressive strength (1 to 120 days), drying shrinkage, and time of set. Although a classification for silica fume is not currently contained in ASTM C 618, all of the samples tested were found to conform when compared to the requirements of this standard, with the exception that the water requirement was excessive.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir-void parameters.
=650  \0$aCompressive strength.
=650  \0$aSilicon dioxide.
=650  \0$aVariability.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  \0$aAir entrained concretes.
=650  \0$aShrinkage.
=650  \0$aSetting Time.
=650  14$aAir entrained concretes.
=650  24$aCompressive strength.
=650  24$aSilicon dioxide.
=650  24$aShrinkage.
=650  24$aVariability.
=650  24$aAir-void parameters.
=650  24$aTime of set.
=700  1\$aWintersteen, R.,$eauthor.
=700  1\$aCechner, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10364J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10365J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10365J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893$223
=100  1\$aMarusin, SL.,$eauthor.
=245  10$aExperimental Examination of Fly Ash Concrete /$cSL Marusin.
=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$b12
=520  3\$aFive mixtures were prepared from pure chemicals (tricalcium aluminate, calcium hydroxide, gypsum and 6% sulfurous acid) to examine the reactions of calcium sulfite with calcium aluminate by scanning electron microscope (SEM) procedures. Subsequently, two series of concrete mixes using the pozzolan cements were prepared: one to investigate the relative effects of calcium sulfite and calcium sulfate at constant calcium hydroxide and fly ash levels and the second to investigate the relative effects of sulfite and calcium hydroxide at a constant fly ash level. A comparison of effects of sulfite and sulfate and a comparison of calcium hydroxide and calcium sulfite were made using values of compressive strength and SEM analyses of the samples. Photomicrographs of microstructures and X-ray analyses were used to illustrate the findings.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcium oxides.
=650  \0$aCalcium silicate hydrates.
=650  \0$aCalcium sulfates.
=650  \0$aCalcium sulfite hemihydrates.
=650  \0$aCompressive strength.
=650  \0$aConcretes.
=650  \0$aEttringite.
=650  \0$aGypsum.
=650  \0$aMicrostructure.
=650  \0$aMurakami's calcium aluminum sulfite.
=650  \0$aPozzolans.
=650  \0$aX-ray diffraction.
=650  \0$aConcrete$xAdditives.
=650  \0$aFly ash.
=650  14$aFly ash.
=650  24$aConcretes.
=650  24$aPozzolans.
=650  24$aGypsum.
=650  24$aCalcium oxides.
=650  24$aCompressive strength.
=650  24$aCalcium sulfates.
=650  24$aMicrostructure by SEM.
=650  24$aX-ray diffraction.
=650  24$aCalcium silicate hydrates.
=650  24$aCalcium sulfite hemihydrates.
=650  24$aEttringite.
=650  24$aMurakami's calcium aluminum sulfite.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10365J.htm

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=024  7\$a10.1520/CCA10366J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10366J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.42
=082  04$a620.1/126$223
=100  1\$aWinslow, DN.,$eauthor.
=245  12$aA Rockwell Hardness Test for Concrete /$cDN Winslow.
=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$b1
=520  3\$aThe standard superficial Rockwell 15Y hardness test has been adapted for use on concrete. Hardness measurements were made on the mortar regions between the coarse aggregate pieces. A correlation between this hardness and the concrete's compressive strength was developed. For 7.5- by 15-cm (3- by 6-in.) cylinders, it is Rockwell 15Y hardness = 73.5 (log compressive strength in psi) — 187 or 73.5 (log compressive strength in MPa) — 28.0. Various effects of specimen preparation and size are discussed, as are the statistics of the test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aRockwell hardness.
=650  \0$aRockwell superficial hardness.
=650  \0$aHardness$xTesting.
=650  \0$aTECHNOLOGY & ENGINEERING$xFracture Mechanics.
=650  \0$aCompressive strength.
=650  14$aCompressive strength.
=650  24$aConcretes.
=650  24$aRockwell hardness.
=650  24$aRockwell superficial hardness.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10366J.htm

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=008  161219s1984\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10367J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10367J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC200
=082  04$a624.183$223
=100  1\$aMuravljov, M.,$eauthor.
=245  10$aInvestigation of Cement for Concrete to be Used in Structures Near Seawater /$cM Muravljov, D Jevtić.
=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\$aThe paper deals with experimental research concerning the use of cement with the addition of slag when preparing concrete with certain desired properties. Shown are results of experimental research using cement with the addition of 20% slag, crushed aggregate, water, and admixtures, and one high-range water reducer and one “water-proofer” in order to obtain water resistant concrete of high compactness and high strength. The concrete obtained satisfied the desired conditions, using the admixtures, having a low water cement ratio (W/C) but having very good workability. The second part of paper deals with the determination of cement resistance to aggressive water. Since a cement with a sufficiently low percentage of tricalcium aluminate necessary to be resistant to seawater is not always available, we suggest the use of concrete of the highest obtainable density. The coefficient of seawater resistance is obtained by comparing the flexural strength of specimens cured for six months in ordinary water and specimens cured in simulated seawater solution for the same period of time. A higher coefficient of resistance is obtained on specimens with a low W/C, using admixtures compared to those without admixtures, both being of the same consistency in spite of the usage of cement containing a higher percentage of tricalcium aluminate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixture for watertightness.
=650  \0$aCoefficient of cement resistance to aggression.
=650  \0$aCompaction of concrete.
=650  \0$aCrushed aggregate.
=650  \0$aDensity.
=650  \0$aDurability.
=650  \0$aFresh concretes.
=650  \0$aFrost-thaw resistance.
=650  \0$aHardened concretes.
=650  \0$aHigh-range water reducer.
=650  \0$aMechanical properties.
=650  \0$aSeawater attack.
=650  \0$aSlag cements.
=650  \0$aSuperplasticizer.
=650  \0$aWater cement ratio.
=650  \0$aConcrete construction.
=650  \0$aCement.
=650  \0$aSeawater.
=650  14$aSlag cements.
=650  24$aSeawater.
=650  24$aWater cement ratio.
=650  24$aMechanical properties.
=650  24$aDensity.
=650  24$aDurability.
=650  24$aCoefficient of cement resistance to aggression.
=650  24$aSeawater attack.
=650  24$aFresh concretes.
=650  24$aHardened concretes.
=650  24$aCrushed aggregate.
=650  24$aSuperplasticizer.
=650  24$aAdmixture for watertightness.
=650  24$aCompaction of concrete.
=650  24$aFrost-thaw resistance.
=650  24$aHigh-range water reducer.
=700  1\$aJevtić, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 6, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1984$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10367J.htm

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=024  7\$a10.1520/CCA10371J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10371J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1$223
=100  1\$aMcCarter, WJ.,$eauthor.
=245  10$aDiagnostic Monitoring of the Physio-Chemical Processes in Hydrating Cement Paste /$cWJ McCarter, AB Afshar.
=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$b23
=520  3\$aThis paper details a novel electrical technique for monitoring the chemical and physical changes occurring within cement paste. The present study has concentrated on the initial 24 h after gaging with water and investigates the influence of retarders, accelerators, and cements of different type on electrical response. A microcomputer-controlled data acquisition system was developed to obtain results that can be used to obtain accurate electrical response/time curves. This is an advancement on earlier techniques. The work has correlated changes in electrical response with known chemical changes and structure building processes in cement paste. The method described also offers a technique for assessing the influence of chemical additives on the setting and hardening processes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdditives.
=650  \0$aDielectric properties.
=650  \0$aHydration.
=650  \0$aHydrolysis.
=650  \0$aMaterials tests.
=650  \0$aMicrocomputer.
=650  \0$aResistivity.
=650  \0$aConcrete$xTesting.
=650  \0$aPortland cement$xTesting.
=650  \0$aCement paste.
=650  14$aCement paste.
=650  24$aHydrolysis.
=650  24$aHydration.
=650  24$aDielectric properties.
=650  24$aResistivity.
=650  24$aMicrocomputer.
=650  24$aAdditives.
=650  24$aMaterials tests.
=700  1\$aAfshar, AB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10371J.htm

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=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10372J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10372J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a624.1834$223
=100  1\$aBhatty, MSY,$eauthor.
=245  10$aMechanism of Pozzolanic Reactions and Control of Alkali-Aggregate Expansion /$cMSY Bhatty.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1985.
=300  \\$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$b23
=520  3\$aThe mechanism of pozzolanic reactions and their control of expansion caused by alkali-aggregate reaction was investigated. Mixtures of tricalcium silicate, opal, sodium hydroxide, and water having calcium oxide to silica mole ratios from 1.07 to 3.0 were prepared and reacted from seven days to four years before filtering. The solids (precipitates) were studied by X-ray diffraction to determine the phases present, and the alkali content of filtrates was obtained by chemical analysis.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkalies.
=650  \0$aCalcium silicate hydrates.
=650  \0$aConcretes.
=650  \0$aDeterioration.
=650  \0$aExpansion.
=650  \0$aHydration.
=650  \0$aPortland cement compound composition.
=650  \0$aPortland pozzolan cements.
=650  \0$aPozzolan cements.
=650  \0$aPozzolans.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xDefects.
=650  \0$aConcrete$xDeterioration.
=650  \0$aPortland cement.
=650  \0$aSilicates.
=650  14$aAlkalies.
=650  24$aAlkali-aggregate reactions.
=650  24$aConcretes.
=650  24$aDeterioration.
=650  24$aExpansion.
=650  24$aHydration.
=650  24$aPortland pozzolan cements.
=650  24$aPozzolans.
=650  24$aCalcium silicate hydrates.
=650  24$aPozzolan cements.
=650  24$aPortland cement compound composition.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10372J.htm

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=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10373J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10373J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1$223
=100  1\$aAtzeni, C.,$eauthor.
=245  10$aEffect of Rheological Properties of Cement Pastes on Workability of Mortars /$cC Atzeni, L Massidda, U Sanna.
=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$b10
=520  3\$aWith a view to establishing a relationship between the rheological behavior of cement pastes with varying water/cement (W/C) ratios and the workability of different mortars, rotoviscosimetric (hysteresis cycle and transient) tests were conducted on the pastes, and slump and flow tests were performed on the mortars. Yield value was taken as the parameter representative of paste rheology. Because of the absence of a standardized slump test for mortars, a special truncated cone was designed. The τo values obtained in the rotoviscosimetric tests are represented as a function of the W/C ratio; and the slump and flow tests are represented as a function of the aggregate/cement (A/C) ratio.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate cement ratio.
=650  \0$aCement standards.
=650  \0$aFlow table.
=650  \0$aHysteresis cycle.
=650  \0$aMortar standards.
=650  \0$aMortars (material)
=650  \0$aRheology.
=650  \0$aSlump test.
=650  \0$aTransient techniques.
=650  \0$aWater cement ratio.
=650  \0$aWorkability.
=650  \0$aYield value.
=650  \0$aPortland cement$xTesting.
=650  \0$aCement paste.
=650  \0$aChemical compounds.
=650  \0$aTricalcium silicate.
=650  \0$aHydration.
=650  14$aMortars (material)
=650  24$aRheology.
=650  24$aAggregate cement ratio.
=650  24$aWater cement ratio.
=650  24$aWorkability.
=650  24$aCement paste.
=650  24$aCement standards.
=650  24$aFlow table.
=650  24$aHysteresis cycle.
=650  24$aMortar standards.
=650  24$aSlump test.
=650  24$aTransient techniques.
=650  24$aYield value.
=700  1\$aMassidda, L.,$eauthor.
=700  1\$aSanna, U.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10373J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10374J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10374J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10374J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/367$223
=100  1\$aChung, H-W,$eauthor.
=245  10$aAssessing Fire Damage of Concrete by the Ultrasonic Pulse Technique /$cH-W Chung, KS Law.
=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$b3
=520  3\$aWhen a concrete member is exposed to fire, the exterior of the member is heated up drastically, while the interior remains at a relatively low temperature. Only a thin surface layer of the concrete is subjected to severe damage. Knowledge of the extent of damage is most useful to the engineer in estimating the repair work. Thickness of the damaged layer can be expediently assessed by measuring the velocity of ultrasonic pulses along the surface. Accuracy of this technique has been investigated with a series of tests in which the concrete was heated to various temperatures. Test results indicate that the method of assessment is reasonably accurate. However, extensive cracking of concrete at very high temperatures may make the ultrasonic measurements very difficult and, hence, limits the applicability of the technique.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aDamage.
=650  \0$aFires.
=650  \0$aNondestructive tests.
=650  \0$aPulse velocity.
=650  \0$aThermal damage.
=650  \0$aThermal gradient.
=650  \0$aUltrasonic pulse.
=650  \0$aConcrete$xTesting$vHandbooks, manuals, etc.
=650  \0$aNondestructive testing$vHandbooks, manuals, etc.
=650  \0$aConcrete$xTesting.
=650  \0$aNondestructive testing.
=650  14$aConcretes.
=650  24$aNondestructive tests.
=650  24$aFires.
=650  24$aDamage.
=650  24$aUltrasonic pulse.
=650  24$aPulse velocity.
=650  24$aThermal damage.
=650  24$aThermal gradient.
=700  1\$aLaw, KS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10374J.htm

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=001  CCA10375J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10375J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10375J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/367$223
=100  1\$aDi Maio, AA.,$eauthor.
=245  10$aNondestructive Combined Methods Applied to Structural Concrete Members /$cAA Di Maio, LP Traversa, A Giovambattista.
=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$b8
=520  3\$aStrength evaluation of structural elements has been done by nondestructive methods, using ultrasonic pulse velocity, hammer rebound, and localized pressure, either individually or in a combined way. The effects of the mineralogical composition of the coarse aggregate, moisture content, and age of concrete on pulse velocity and rebound number is reported. Standard cylindrical specimens cured at 100% relative humidity were tested for compressive strength. Regression equations thus obtained were used to estimate the in-situ compressive strength of reinforced prisms (0.15 by 0.15 by 1.00 m). The prediction error is calculated from the comparison of the estimated strength and the strength determined on drilled cores.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aCores.
=650  \0$aHammer rebound.
=650  \0$aLocalized pressure.
=650  \0$aMoisture.
=650  \0$aNondestructive methods.
=650  \0$aPath length.
=650  \0$aUltrasonic pulse velocity.
=650  \0$aConcrete$xTesting$vHandbooks, manuals, etc.
=650  \0$aNondestructive testing$vHandbooks, manuals, etc.
=650  \0$aConcrete$xTesting.
=650  \0$aNondestructive testing.
=650  14$aNondestructive methods.
=650  24$aCompressive strength.
=650  24$aCores.
=650  24$aMoisture.
=650  24$aUltrasonic pulse velocity.
=650  24$aHammer rebound.
=650  24$aLocalized pressure.
=650  24$aIn-situ compressive strength.
=650  24$aPath length.
=700  1\$aTraversa, LP.,$eauthor.
=700  1\$aGiovambattista, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10375J.htm

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=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10376J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10376J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE251.5
=082  04$a625.8$223
=100  1\$aKostrenčić, Z.,$eauthor.
=245  10$aMathematical Evaluation of the Quality of Repairs on Concrete Specimens /$cZ Kostrenčić, D Bjegović, G Balabanić.
=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$b7
=520  3\$aBy comparing ultrasound pulse velocities before and after repairs on concrete and reinforced concrete structures, it is possible to assess the efficiency of repairs. Two statistical ways are shown in the paper: (1) comparing the velocities and using t-test (Student) and (2) using the x2-test. The former is good in application when individual repairs are considered, and the latter is good when a great number of repaired places is under consideration, and the success and the stability of the whole structure is assessed. The methods were applied on bridge prestressed beams and the advantages of each are shown in examples.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aControl.
=650  \0$aMaintenance.
=650  \0$aNondestructive tests.
=650  \0$aPavements, Asphalt concrete$zUnited States.
=650  \0$aPavements$xPerformance.
=650  \0$aPavements, Asphalt concrete.
=650  \0$aLaboratory tests.
=650  \0$aCores (Specimens)
=650  \0$aTest procedures.
=650  14$aConcretes.
=650  24$aMaintenance.
=650  24$aControl.
=650  24$aNondestructive tests.
=700  1\$aBjegović, D.,$eauthor.
=700  1\$aBalabanić, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10376J.htm

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=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10377J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10377J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aHogan, FJ.,$eauthor.
=245  14$aThe Effect of Blast Furnace Slag Cement on Alkali Aggregate Reactivity :$bA Literature Review /$cFJ Hogan.
=264  \1$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$b20
=520  3\$aThe growing shortage of quality aggregates and the trend toward higher alkali levels in portland cement has increased the risk of problems associated with alkali-aggregate reactivity (AAR). The use of ground granulated blast furnace slag as a partial replacement for portland cement is a recognized remedial alternative in cases where a potential for AAR exists.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali content.
=650  \0$aPortland cement.
=650  \0$aSlag cements.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement$xAnalysis.
=650  \0$aAlkali-aggregate reactivity.
=650  \0$aGround granulated blast furnace slag.
=650  \0$aReactive aggregates.
=650  14$aAlkali-aggregate reactivity.
=650  24$aSlag cements.
=650  24$aPortland cement.
=650  24$aGround granulated blast furnace slag.
=650  24$aAlkali content.
=650  24$aReactive aggregates.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10377J.htm

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=001  CCA10378J
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=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10378J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10378J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a624/.1834$223
=100  1\$aBuck, AD.,$eauthor.
=245  10$aLaboratory Examination of a High-Alumina Cement Concrete Column After 46-Years Exposure at Treat Island, Maine /$cAD Buck, JP Burkes.
=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$b1
=520  3\$aExamination of a high-alumina cement (HAC) concrete specimen made in the laboratory and exposed to several hundred cycles of freezing and thawing at Treat Island, ME, showed that its excellent durability was due to the fact that it was in fact air entrained. This was a surprise since it was supposed to be nonair-entrained concrete. The reason for this discrepancy is not known. In addition, X-ray diffraction examination showed that the phase conversion often associated with HAC had not occurred.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAluminium oxide.
=650  \0$aDurability.
=650  \0$aFreezing and thawing.
=650  \0$aHigh-alumina cement concrete.
=650  \0$aSeawater exposure.
=650  \0$aSeawater.
=650  \0$aAlumina cement.
=650  \0$aConcrete.
=650  \0$aTest procedures.
=650  14$aAluminium oxide.
=650  24$aSeawater.
=650  24$aDurability.
=650  24$aHigh-alumina cement concrete.
=650  24$aFreezing and thawing.
=650  24$aSeawater exposure.
=700  1\$aBurkes, JP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10378J.htm

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=001  CCA10379J
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=007  cr\|n||||||||n
=008  161219s1985\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10379J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10379J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/367$223
=100  1\$aIdorn, GM.,$eauthor.
=245  10$aDiscussion of “The Maturity Method :$bTheory and Application” by N. J. Carino /$cGM Idorn.
=264  \1$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$b6
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aActivation energy.
=650  \0$aArrhenius equation.
=650  \0$aConcretes.
=650  \0$aEquivalent age maturity.
=650  \0$aMortars (materials)
=650  \0$aNondestructive tests.
=650  \0$aStrength.
=650  \0$aTemperature.
=650  \0$aConcrete$xTesting.
=650  \0$aNondestructive testing.
=650  \0$aPull out test.
=650  \0$aRoad construction.
=650  \0$aTesting equipment.
=650  14$aActivation energy.
=650  24$aConcretes.
=650  24$aMortars (materials)
=650  24$aStrength.
=650  24$aTemperature.
=650  24$aArrhenius equation.
=650  24$aEquivalent age maturity.
=650  24$aNondestructive tests.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 7, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1985$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10379J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10383J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10383J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10383J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624/.183$223
=100  1\$aPleau, R.,$eauthor.
=245  10$aPractical Considerations Pertaining to the Microscopical Determination of Air Void Characteristics of Hardened Concrete (ASTM C 457 Standard) /$cR Pleau, P Plante, R Gagné, M Pigeon.
=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$b9
=520  3\$aMany parameters affecting the quality of the air void characteristics measurement are reviewed and discussed. The difficulties more frequently encountered during the measurement process are described, and some simple rules are proposed in order to increase, as much as possible, the accuracy and reproducibility of the test. The influence of the sampling size is studied, and the variability of air content, specific surface, and spacing factor is estimated from a statistical analysis of about 600 different concrete mixtures. The influence of the operator's subjectivity is also investigated, and the effect produced by large air voids on the computation of the spacing factor is discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEntrapped air voids.
=650  \0$aFreezing and thawing.
=650  \0$aMicroscopical examination.
=650  \0$aOperator.
=650  \0$aPrecision.
=650  \0$aConcrete$xAdditives.
=650  \0$aPavements, Concrete.
=650  \0$aBridge decks.
=650  \0$aAggregates.
=650  \0$aAir voids.
=650  14$aAir voids.
=650  24$aFreezing and thawing.
=650  24$aMicroscopical examination.
=650  24$aPrecision.
=650  24$aOperator.
=650  24$aEntrapped air voids.
=700  1\$aPlante, P.,$eauthor.
=700  1\$aGagné, R.,$eauthor.
=700  1\$aPigeon, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10383J.htm

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=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10384J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10384J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP1180.S7
=082  04$a668.4/233$223
=100  1\$aGray, RJ.,$eauthor.
=245  10$aResults of an Interlaboratory Concrete Testing Program :$bPart I /$cRJ Gray.
=264  \1$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$b16
=520  3\$aMeasures of the within- and between-laboratory variability associated with the standard test method for determining the compressive strength of cylindrical portland cement concrete specimens have been derived from data obtained in three interlaboratory testing programs operating in western Canada. These data have been analyzed using appropriate ASTM standard practices to provide estimates of repeatability (within-laboratory) and reproducibility (between-laboratory) standard deviation values and corresponding precision indices (difference “two”-standard-deviation limits). Both measures of variability have been found to vary linearly with the compressive strength of the test concrete, and hence the standard deviation and precision values are best expressed as linear functions of this strength. The resulting reproducibility (between-laboratory) precision index values are particularly important in that they provide guidance as to the level of the component of variability to be expected when two or more laboratories are testing the same batch of portland cement concrete for its compressive strength.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aInterlaboratory testing.
=650  \0$aPortland cement concrete.
=650  \0$aRepeatability index.
=650  \0$aRepeatability standard deviation.
=650  \0$aReproducibility index.
=650  \0$aReproducibility standard deviation.
=650  \0$aVariability.
=650  \0$aWithin- and between-laboratory.
=650  \0$aConcrete$xDeterioration.
=650  \0$aConcrete$xTesting.
=650  \0$aConcrete.
=650  14$aVariability.
=650  24$aWithin- and between-laboratory.
=650  24$aInterlaboratory testing program.
=650  24$aCompressive strength.
=650  24$aPortland cement concrete.
=650  24$aReproducibility standard deviation.
=650  24$aReproducibility index.
=650  24$aRepeatability standard deviation.
=650  24$aRepeatability index.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10384J.htm

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=024  7\$a10.1520/CCA10385J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10385J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA445.5
=082  04$a620.1/3723$223
=100  1\$aMaslehuddin, M.,$eauthor.
=245  10$aCorrosion of Reinforcing Steel in Concrete Containing Slag or Pozzolans /$cM Maslehuddin, AI Al-Mana, H Saricimen, M Shamim.
=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$b20
=520  3\$aUse of fly ash, silica fume, natural pozzolans, and blast-furnace slag in concrete is becoming increasingly common. Incorporation of these materials improves the durability of concrete. But as yet there are few quantitative data available on the effect of these materials on long-term corrosion of steel reinforcement. Such data will help the concrete technologists to select the proper type of materials to produce dense and impermeable concrete to withstand aggressive service environments.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlended cements.
=650  \0$aCorrosion.
=650  \0$aFly ash.
=650  \0$aPozzolans.
=650  \0$aReinforcing steel.
=650  \0$aSilica fume.
=650  \0$aReinforced concrete$xCorrosion.
=650  \0$aReinforcing bars$xCorrosion.
=650  \0$aSteel, Structural$xCorrosion.
=650  \0$aBlast-furnace slag.
=650  14$aBlast-furnace slag.
=650  24$aBlended cements.
=650  24$aCorrosion.
=650  24$aFly ash.
=650  24$aPozzolans.
=650  24$aReinforcing steel.
=650  24$aSilica fume.
=700  1\$aAl-Mana, AI.,$eauthor.
=700  1\$aSaricimen, H.,$eauthor.
=700  1\$aShamim, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10385J.htm

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=001  CCA10386J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10386J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10386J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aSarkar, S.,$eauthor.
=245  10$aSynergistic Roles of Slag and Silica Fume in Very High-Strength Concrete /$cS Sarkar, P-C Aitcin, H Djellouli.
=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$b18
=520  3\$aA very high-strength concrete (W/C = 0.20) containing 10% silica fume, 30% slag replacement for cement, and a high-range water-reducing admixture attained a compressive strength of 94 MPa at 28 days. The microstructural development of this concrete was studied from 1 to 28 days with SEM/EDXA and TEM. The slag used was reactive, with 70% melilite group phases and an index of hydraulicity of 1.2. Microstructural changes occurring in the first 28 days are presented. The factors responsible for promoting strength are also discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aCement.
=650  \0$aCompressive strength.
=650  \0$aHigh-range water-reducing admixture.
=650  \0$aHydration.
=650  \0$aMicrostructure.
=650  \0$aSilica fume.
=650  \0$aSlag.
=650  \0$aSynergism.
=650  \0$aVery high-strength concrete.
=650  \0$aConcrete construction.
=650  \0$aHigh strength concrete.
=650  14$aVery high-strength concrete.
=650  24$aSlag.
=650  24$aSilica fume.
=650  24$aHydration.
=650  24$aCompressive strength.
=650  24$aCement.
=650  24$aAggregate.
=650  24$aHigh-range water-reducing admixture.
=650  24$aSynergism.
=650  24$aMicrostructure.
=700  1\$aAitcin, P-C,$eauthor.
=700  1\$aDjellouli, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10386J.htm

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=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10387J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10387J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1$223
=100  1\$aDouglas, E.,$eauthor.
=245  10$aCharacterization of Ground Granulated Blast-Furnace Slags and Fly Ashes and Their Hydration in Portland Cement Blends /$cE Douglas, A Elola, VM Malhotra.
=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$b12
=520  3\$aChemical analysis, glass content, particle size distribution, heat evolution rate and total heat evolved, scanning electron micrographs and strength development have been studied for three granulated blast furnace slags of different origin and two fly ashes of low and high CaO content.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aFly ash.
=650  \0$aHeat evolution rate.
=650  \0$aParticle size distribution.
=650  \0$aTotal heat evolved.
=650  \0$aPortland cement$xTesting.
=650  \0$aCement paste.
=650  \0$aChemical compounds.
=650  \0$aHydration.
=650  \0$aGround granulated blast-furnace slag.
=650  14$aGround granulated blast-furnace slag.
=650  24$aFly ash.
=650  24$aParticle size distribution.
=650  24$aHeat evolution rate.
=650  24$aTotal heat evolved.
=650  24$aCompressive strength.
=700  1\$aElola, A.,$eauthor.
=700  1\$aMalhotra, VM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10387J.htm

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=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10388J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10388J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$ade Larrard, F.,$eauthor.
=245  12$aA Method for Proportioning High-Strength Concrete Mixtures /$cF de Larrard.
=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$b13
=520  3\$aThis paper deals with the problem of proportioning high-strength concrete mixtures. An empirical formula is presented that allows the prediction of strength. Also presented is a theoretical model for predicting workability. A practical method is derived to determine the proportion of materials for high-strength concrete mixtures having certain specifications. In this method, it is assumed that the optimal concrete will have a low binder paste and a high admixture content. It is also supposed that the coarse aggregate is stronger than the paste. As most tests are performed on pastes, the number of trial batches and the quantity of materials used during the study are minimal. The concretes obtained by this method exhibit good secondary qualities.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHigh-strength concrete.
=650  \0$aMix-proportions.
=650  \0$aRheological models.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  \0$aSuperplasticizer.
=650  14$aHigh-strength concrete.
=650  24$aMix-proportions.
=650  24$aRheological models.
=650  24$aSuperplasticizer.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10388J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10389J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1990\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10389J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10389J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aFischer, HC.,$eauthor.
=245  10$aMolybdenum Trioxide—An Accelerator of Portland Cement Hydration /$cHC Fischer.
=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.
=520  3\$aTechnical-grade molybdenum trioxide (MoO3) significantly accelerated the hydration of portland cement at 5 to 10% (by weight of cement) dosages. This somewhat unusual reactivity was observed and qualitatively measured via calorimetry.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcceleration.
=650  \0$aCalorimetry.
=650  \0$aMolybdenum trioxide.
=650  \0$aPortland Cement Concrete.
=650  \0$aPortland cement hydration.
=650  14$aPortland cement hydration.
=650  24$aAcceleration.
=650  24$aMolybdenum trioxide.
=650  24$aCalorimetry.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 12, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1990$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10389J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10392J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10392J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10392J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP1180.S7
=082  04$a668.4/233$223
=100  1\$aJerath, S.,$eauthor.
=245  10$aMechanical Properties and Workability of Superplasticized Concrete /$cS Jerath, LC Yamane.
=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$b11
=520  3\$aIn the design of concrete structures, the modulus of elasticity, the modulus of rupture, and the split cylinder tensile strength of concrete are predicted from its compressive strength. In this paper, the relationship between compressive strength and other mechanical properties is studied for superplasticized concrete with W-C ratios of 0.28, 0.35, 0.45, and 0.55. Also in this study, the effect of different dosages of a high-molecular-weight sulfonated naphthalene condensate superplasticizer known as Lomar-D on the compressive strength, stress-strain relationship, modulus of elasticity, Poisson's ratio, modulus of rupture, and split cylinder tensile strength of normal, medium, and high-strength concrete mixes is investigated. Overall, 72 cylinders and 36 beams were tested in accordance with ASTM specifications. In addition, the effect of different dosages of the superplasticizer on the workability of different mixes and the slump loss with time was also measured.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixtures.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aFlexural strength.
=650  \0$aHigh-strength concrete.
=650  \0$aMechanical properties.
=650  \0$aModulus of elasticity.
=650  \0$aSlump.
=650  \0$aSuperplasticizers.
=650  \0$aTensile strength.
=650  \0$aWater-reducing agents.
=650  \0$aWorkability.
=650  \0$aConcrete$xDeterioration.
=650  \0$aConcrete$xTesting.
=650  14$aAdmixtures.
=650  24$aMechanical properties.
=650  24$aSuperplasticizers.
=650  24$aCompressive strength.
=650  24$aModulus of elasticity.
=650  24$aFlexural strength.
=650  24$aTensile strength.
=650  24$aSlump.
=650  24$aWorkability.
=650  24$aHigh-strength concrete.
=650  24$aConcrete.
=650  24$aWater-reducing agents.
=700  1\$aYamane, LC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10392J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10393J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10393J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10393J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA683.2
=082  04$a624.1/8341$223
=100  1\$aHellier, AK.,$eauthor.
=245  10$aFinite-Element Analysis of the Pullout Test Using a Nonlinear Discrete Cracking Approach /$cAK Hellier, M Sansalone, NJ Carino, WC Stone, AR Ingraffea.
=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$b25
=520  3\$aAn axisymmetric finite-element model, in which fracture was simulated by means of a nonlinear discrete cracking approach, was used to study the pullout test. The pullout test involves measuring the force required to extract a conical frustum of concrete by pulling on an embedded steel disk in opposition to a concentric steel reaction ring at the concrete surface. The precise mechanism of failure and therefore the strength property of concrete, which is actually being measured by the pullout test, has been the subject of several recent studies. The present analysis indicates that failure initiates with the formation of a stable, primary crack system extending from the outer edge of the insert to a point beneath the reaction ring where it is arrested. A stress redistribution resulting from this cracking leads to the development of a secondary crack system which initiates below the concrete surface at the inner edge of the reaction ring and propagates towards the outer edge of the insert. This secondary crack system becomes the eventual failure surface defining the conical frustum. The failure surface appears to be completed by shear fracture of the remaining uncracked ligament. The ultimate load-carrying mechanism is aggregate interlock across the completed failure surface.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate interlock.
=650  \0$aConcretes.
=650  \0$aCracks.
=650  \0$aDiscrete crack model.
=650  \0$aFinite-element analysis.
=650  \0$aFracture mechanics.
=650  \0$aPullout tests.
=650  \0$aReinforced concrete construction.
=650  \0$aPlastic analysis (Engineering)
=650  \0$aFinite element method.
=650  14$aPullout tests.
=650  24$aDiscrete crack model.
=650  24$aFinite-element analysis.
=650  24$aAggregate interlock.
=650  24$aConcretes.
=650  24$aCracks.
=650  24$aFracture mechanics.
=700  1\$aSansalone, M.,$eauthor.
=700  1\$aCarino, NJ.,$eauthor.
=700  1\$aStone, WC.,$eauthor.
=700  1\$aIngraffea, AR.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10393J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10394J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10394J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10394J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG362
=082  04$a624.4$223
=100  1\$aGaidis, JM.,$eauthor.
=245  14$aThe Inhibition of Chloride-Induced Corrosion in Reinforced Concrete by Calcium Nitrite /$cJM Gaidis, AM Rosenberg.
=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$b8
=520  3\$aReinforcing steel in portland cement concrete is subject to accelerated corrosion in the presence of chloride ions. A corrosion-inhibiting admixture based on calcium nitrite has been shown to confer protection (that is, to inhibit corrosion) if the chloride to nitrite weight ratio (Cl−/NO2−) does not exceed 1.5. Visual observations made on rebars in limewater solutions containing chloride and nitrite ions, current and potential measurements on concrete cylinders with embedded reinforcing bars (rebars), and potential measurements on simulated concrete bridge decks were in substantial agreement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixtures.
=650  \0$aCalcium nitrites.
=650  \0$aChlorides.
=650  \0$aConcretes.
=650  \0$aCorrosion.
=650  \0$aInhibitor.
=650  \0$aPortland cement.
=650  \0$aReinforcing steel.
=650  \0$aReinforced concrete$xCorrosion.
=650  \0$aCalcium nitrite.
=650  \0$aPrestressed concrete bridges.
=650  14$aCorrosion.
=650  24$aChlorides.
=650  24$aReinforcing steel.
=650  24$aAdmixtures.
=650  24$aConcretes.
=650  24$aInhibitor.
=650  24$aPortland cement.
=650  24$aCalcium nitrites.
=700  1\$aRosenberg, AM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10394J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10395J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10395J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10395J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.136$223
=100  1\$aHarris, HA.,$eauthor.
=245  10$aFactors Affecting the Reactivity of Fly Ash from Western Coals /$cHA Harris, JL Thompson, TE Murphy.
=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$b5
=520  3\$aThis study of 16 fly ashes from various Colorado and Wyoming coals will show the relationship of coal and fly ash analyses to pozzolanic activity with portland cement. Samples have been followed from the coal source through the power plant combustion and collection system to show the effects upon fly ash quality for use as a mineral admixture in concrete. Each coal source is analyzed using ASTM Method for Proximate Analysis of Coal and Coke [D 3172-73(1984)] and classified by rank under ASTM Classification of Coals by Rank (D 388-84). The ash is analyzed and studied using ASTM Method for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland Cement Concrete (C 311-85)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoal.
=650  \0$aPortland cement.
=650  \0$aConcrete.
=650  \0$aFly ash.
=650  \0$aPortland cement concrete.
=650  \0$aAdmixtures.
=650  14$aFly ash.
=650  24$aPortland cement.
=650  24$aCoal.
=700  1\$aThompson, JL.,$eauthor.
=700  1\$aMurphy, TE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10395J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10396J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10396J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10396J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1$223
=100  1\$aOdler, I.,$eauthor.
=245  10$aEffect of Chemical Admixtures on Portland Cement Hydration /$cI Odler, S Abdul-Maula.
=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$b14
=520  3\$aThe effect of selected chemical admixtures on the progress of portland cement hydration, composition of the hydration products, and strength development was studied. Calcium chloride (CaCl2) accelerated the hydration of both tricalcium silicate (C3S) and tricalcium aluminate (C3A) and increased the calcium oxide/silicon dioxide (CaO/SiO2) ratio of the formed calcium-silicate-hydrate (CSH) phase. In the presence of zinc oxide (ZnO), Na-lignosulfonate, and a melamine resin, the hydration of both C3S and C3A was retarded, while in the presence of sucrose only that of C3S. The effect of all these additives was more pronounced if pure C3S rather than portland cement was employed. Regardless of the kind and amount of admixture added (except high amounts of CaCl2) and hydration time, the bound water content, amount of liberated calcium hydroxide, and compressive strength were linear functions of the amount of hydrated C3S.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcium chloride.
=650  \0$aChemical admixtures.
=650  \0$aMelamine resin.
=650  \0$aNa-lignosulfonate.
=650  \0$aPortland cement.
=650  \0$aSucrose.
=650  \0$aZinc oxide.
=650  \0$aPortland cement$xTesting.
=650  \0$aCement hydration.
=650  \0$aChemical compounds.
=650  \0$aHydration.
=650  14$aCement hydration.
=650  24$aChemical admixtures.
=650  24$aPortland cement.
=650  24$aCalcium chloride.
=650  24$aZinc oxide.
=650  24$aSucrose.
=650  24$aNa-lignosulfonate.
=650  24$aMelamine resin.
=700  1\$aAbdul-Maula, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10396J.htm

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=001  CCA10397J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10397J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10397J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP881
=082  04$a666/.94/0685$223
=100  1\$aÖztekin, E.,$eauthor.
=245  10$aHistory and Use of Blended Cements in Turkey /$cE Öztekin, T Cimilli.
=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.
=520  3\$aThe number of cement plants in Turkey increased from 1 in 1911 to 39 in 1985 and the yearly cement clinker production capacity from 20 000 to 21 000 000 metric tons, respectively. Production of blended cements started in the late 1960s and in 1970 accounted for 20% of the total output. However, the share of the blended cements increased to 30% in 1975, to 75% in 1979, and to 92% in 1985. Of the four types of blended cements produced (namely, modified portland cement, trass cement, iron portland cement, slag cement), modified portland cement appears to be popular, accounting for 72% of the total cement production in 1984. This paper briefly looks at the historical background, describes the types of cements produced, collates the available data on pozzolanic materials and cements, and discusses the trends in the use of blended cements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlast furnace slag cements.
=650  \0$aCement consumption.
=650  \0$aCement production.
=650  \0$aCements.
=650  \0$aChemical properties.
=650  \0$aHistory.
=650  \0$aPhysical properties.
=650  \0$aPortland cements.
=650  \0$aPortland pozzolan cements.
=650  \0$aPozzolans.
=650  \0$aSlags.
=650  \0$aStandards.
=650  \0$aTurkey.
=650  \0$aCement industries$xProduction control.
=650  \0$aBlended cements.
=650  14$aBlended cements.
=650  24$aHistory.
=650  24$aBlast furnace slag cements.
=650  24$aCements.
=650  24$aCement production.
=650  24$aCement consumption.
=650  24$aChemical properties.
=650  24$aPhysical properties.
=650  24$aPortland cements.
=650  24$aPortland pozzolan cements.
=650  24$aPozzolans.
=650  24$aSlags.
=650  24$aStandards.
=650  24$aTurkey.
=700  1\$aCimilli, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10397J.htm

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=001  CCA10398J
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=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10398J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10398J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3692$223
=100  1\$aWhiting, D.,$eauthor.
=245  10$aApplication of the Rapid Chloride Permeability Test to Evaluation of Penetrating Sealers for Concrete /$cD Whiting.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$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$b3
=520  3\$aSpecimens for rapid and long-term (90-day) chloride permeability measurements were prepared from a conventional concrete mixture. Three penetrating sealers were evaluated, using different methods of specimen conditioning. Results indicate that the rapid chloride permeability test may indicate differences between sealers which are not apparent when subjected to long-term chloride ponding. The method chosen to condition the specimens prior to testing has a significant influence upon the results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChlorides.
=650  \0$aConcretes.
=650  \0$aPermeability tests.
=650  \0$aSealers.
=650  \0$aConcrete$xPermeability$xTesting$xCongresses.
=650  \0$aConcrete$xPermeability$xTesting.
=650  14$aChlorides.
=650  24$aPermeability tests.
=650  24$aSealers.
=650  24$aConcretes.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10398J.htm

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=001  CCA10400J
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=005  20161219061000.0
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=007  cr\|n||||||||n
=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10400J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10400J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA680
=082  04$a624.1/8341$223
=100  1\$aBalaguru, P.,$eauthor.
=245  10$aComparison of Slump Cone and V-B Tests as Measures of Workability for Fiber-Reinforced and Plain Concrete /$cP Balaguru, V Ramakrishnan.
=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$b6
=520  3\$aIn this paper, two popular measures of workability, namely, slump and V-B time, are compared for plain and steel (hooked) fiber-reinforced concrete. The results are based on experiments made on both types of concrete with and without high-range, water-reducing admixture. The fibers were 50 mm (2 in.) long with deformed ends glued together side by side into bundles (collated) with a water-soluble glue. The W-C ratio varied from 0.3 to 0.62. The air content ranged from 2 to 12%. In terms of workability, the whole spectrum ranging from no slump concrete to flowing concrete was covered.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir content.
=650  \0$aHigh-range water-reducing admixture.
=650  \0$aRegression equation.
=650  \0$aSlump cone.
=650  \0$aWorkability.
=650  \0$aFiber-reinforced concrete.
=650  \0$aFibrous composites.
=650  14$aFiber-reinforced concrete.
=650  24$aSlump cone.
=650  24$aWorkability.
=650  24$aV-B time.
=650  24$aRegression equation.
=650  24$aHigh-range water-reducing admixture.
=650  24$aAir content.
=700  1\$aRamakrishnan, V.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10400J.htm

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=008  161219s1987\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10401J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10401J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666.94$223
=100  1\$aSym, R.,$eauthor.
=245  10$aDiscussion of “A New Statistical Method for Prediction of Concrete Strength from In-Place Tests” by W. C. Stone and C. P. Reeve /$cR Sym.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1987.
=300  \\$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$aCharacteristic strength.
=650  \0$aCompressive strength.
=650  \0$aConcretes.
=650  \0$aConstruction.
=650  \0$aCorrelation curve.
=650  \0$aData processing.
=650  \0$aStatistical analysis.
=650  \0$aStrength prediction.
=650  \0$aConcrete$xMechanical properties.
=650  \0$aPortland cement.
=650  \0$aHigh strength concrete.
=650  14$aCompressive strength.
=650  24$aConstruction.
=650  24$aStatistical analysis.
=650  24$aData processing.
=650  24$aConcretes.
=650  24$aCharacteristic strength.
=650  24$aCorrelation curve.
=650  24$aIn-place strength.
=650  24$aStrength prediction.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 9, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1987$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10401J.htm

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=001  CCA10403J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10403J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10403J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278.2
=082  04$a625.76$223
=100  1\$aSommer, H.,$eauthor.
=245  14$aThe Precision of the Microscopical Determination of the Air-Void System in Hardened Concrete /$cH Sommer.
=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$b6
=520  3\$aTwenty laboratories from ten countries took part in an international comparative test to determine the air-void system of hardened concrete. The method of measurement did not seem to have a significant influence on results, but good grinding techniques and the magnifications were important. Further tests were performed at the Viennese Cement Research Institute with the aim of improving the precision of the results. It is recommended that the entrapped and the entrained air voids be counted separately and that the spacing factor be calculated from the entrained air voids only.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir entrainment.
=650  \0$aConcrete.
=650  \0$aMicroscopy.
=650  \0$aGrinding.
=650  \0$aPavements, Concrete$xJoints$xMaintenance and repair.
=650  \0$aPavements, Concrete$xCracking$xMaintenance and repair.
=650  14$aConcrete.
=650  24$aAir entrainment.
=650  24$aMicroscopy.
=650  24$aGrinding.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10403J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10404J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10404J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10404J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE200
=082  04$a625.8/4$223
=100  1\$aGhosh, RS.,$eauthor.
=245  10$aUse of Superplasticizers as Water Reducers /$cRS Ghosh, VM Malhotra.
=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$b7
=520  3\$aThis report describes the performance of superplasticizers used as water-reducing admixtures in concrete. Various dosages of three commercially available superplasticizers were added to air-entrained reference concretes containing ASTM Type I, Type II, and Type V cements (ASTM Standard Specification for Portland Cement [C 150–78a]) to produce a 20% water reduction. The cement content, slump, and air content were kept constant in all mixes. The mechanical and elastic properties of hardened concrete and its freeze-thaw resistance were determined. The test results show that in all cases the strength and modulus of elasticity of the specimens cast from superplasticized concrete exceed those of the reference specimens. For concretes made with Type I cement, the concrete containing superplasticizers shows more shrinkage than the reference concrete, whereas for the other cements the shrinkage of the superplasticized concretes is comparable to or less than that of the reference concrete. The Type I portland cement concrete containing the melamine-based superplasticizer exhibits essentially the same creep as the reference concrete. The freeze-thaw durability of the superplasticized concrete containing either Type I or Type II cements appears to be satisfactory; however, concrete made with Type V cement and incorporating superplasticizers shows relatively poor resistance to freeze-thaw cycling.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aCreep.
=650  \0$aDynamic modulus.
=650  \0$aFlexural strength.
=650  \0$aMoisture loss.
=650  \0$aSetting time.
=650  \0$aShrinkage.
=650  \0$aSuperplasticizers.
=650  \0$aFreeze thaw durability.
=650  \0$aConcrete.
=650  \0$aCracking.
=650  \0$aPortland cement concrete.
=650  \0$aSetting (Concrete)
=650  14$aConcrete.
=650  24$aSetting time.
=650  24$aFreeze thaw durability.
=650  24$aCompressive strength.
=650  24$aFlexural strength.
=650  24$aCreep.
=650  24$aShrinkage.
=650  24$aMoisture loss.
=650  24$aDynamic modulus.
=650  24$aSuperplasticizers.
=700  1\$aMalhotra, VM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10404J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10405J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10405J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10405J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3692$223
=100  1\$aWoelfl, GA.,$eauthor.
=245  14$aThe Electrical Resistivity of Concrete with Emphasis on the Use of Electrical Resistance for Measuring Moisture Content /$cGA Woelfl, K Lauer.
=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$b8
=520  3\$aThe paper describes an investigation of the electrical resistivity of concrete. In particular, electrical resistance of concrete was found to increase with decreasing water-cement ratio and increasing aggregate-cement ratio and entrained air content. The results show that calculating a water-concrete ratio by volume provides a convenient way of comparing the electrical resistivity of concretes of different mix proportions. The study also demonstrates that electrical resistance can be used to measure the moisture content of concrete. Electrical resistance increases as moisture content decreases with the least rate of change within the highest range of moisture contents. Although other techniques for measuring moisture content of concrete are more accurate, the use of electrical resistance has the advantage of being a relatively simple procedure that uses inexpensive equipment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcretes.
=650  \0$aConductivity.
=650  \0$aElectrical properties.
=650  \0$aElectrical resistivity.
=650  \0$aMix proportions.
=650  \0$aMoisture content.
=650  \0$aConcrete$xPermeability$xTesting$xCongresses.
=650  \0$aConcrete$xPermeability$xTesting.
=650  14$aConcretes.
=650  24$aElectrical resistivity.
=650  24$aConductivity.
=650  24$aMoisture content.
=650  24$aMix proportions.
=650  24$aElectrical properties.
=700  1\$aLauer, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10405J.htm

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=003  IN-ChSCO
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=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10406J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10406J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a624.1/834/0287$223
=100  1\$aChung, HW.,$eauthor.
=245  10$aEffect of Length/Diameter Ratio on Compressive Strength of Drilled Concrete Core—A Semi-Rational Approach /$cHW Chung.
=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$b7
=520  3\$aA concrete core under compression is restrained at the ends by the steel platens of the testing machine. The confining stresses so produced limit the lateral expansion of the core and create a state of triaxial stress in the concrete; thus, the measured compressive strength of the core is increased. The magnitude of the effect is dependent on the length/diameter ratio of the core. A formula for the strength correction factor is derived by a semirational approach. The proposed formula is then checked against the existing test data.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression tests.
=650  \0$aConcrete.
=650  \0$aRestraining.
=650  \0$aTriaxial stress.
=650  \0$aConcrete construction$xTesting.
=650  \0$aConcrete$xTesting.
=650  \0$aDrill core analysis.
=650  14$aConcrete.
=650  24$aDrill core analysis.
=650  24$aCompression tests.
=650  24$aRestraining.
=650  24$aTriaxial stress.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10406J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10407J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10407J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10407J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA681
=082  04$a620.1$223
=100  1\$aMandel, J.,$eauthor.
=245  14$aThe Analysis of Interlaboratory Test Data /$cJ Mandel.
=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$b12
=520  3\$aIn designing an interlaboratory study for the determination of the precision and accuracy of a test method, detailed attention must be given to a number of items. Foremost among these is the selection of laboratories and materials. The materials should cover the range of levels to which the test is intended to apply. The laboratories should have acquired thorough familiarity with the method, obtained if necessary in the course of a preliminary round-robin test. It is good practice to analyze the data level by level and to subsequently examine the within- and between-laboratory components of variance as functions of the level. The paper includes a comparison of this method of analysis with one based on two-way analysis of variance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccuracy.
=650  \0$aCements.
=650  \0$aData processing.
=650  \0$aInterlaboratory testing.
=650  \0$aPrecision.
=650  \0$aConcrete$xTesting.
=650  \0$aConcrete construction.
=650  \0$aReinforced concrete construction.
=650  14$aCements.
=650  24$aAccuracy.
=650  24$aPrecision.
=650  24$aData processing.
=650  24$aInterlaboratory testing.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10407J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10408J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10408J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10408J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA681
=082  04$a620.1/35$223
=100  1\$aWernimont, G.,$eauthor.
=245  10$aRuggedness Evaluation of Test Procedures /$cG Wernimont.
=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$b23
=520  3\$aW. J. Youden was the first to suggest that a test method be evaluated for ruggedness in a single laboratory before we subject it to an interlaboratory performance study. This review explains the logic behind this simple and efficient experimental design and includes a completely worked out example, from one of Youden's papers, for the commonly used scheme of 7 factors in 8 experiments. Experimental plans for studying the effects of 11 factors in 12 experiments and 15 factors in 16 experiments are layed out along with many references.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMeasurement.
=650  \0$aTest methods.
=650  \0$aVariability.
=650  \0$aTest Facilities, Equipment and Methods.
=650  \0$aCement$xTesting.
=650  \0$aReinforced cement.
=650  \0$aMechanical properties.
=650  \0$aCement.
=650  14$aCement.
=650  24$aTest methods.
=650  24$aMeasurement.
=650  24$aVariability.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10408J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10409J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10409J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10409J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a380.5/08s$223
=100  1\$aPhilleo, RE.,$eauthor.
=245  10$aEstablishing Specification Limits for Materials /$cRE Philleo.
=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\$aMaterials specification limits should minimize materials and testing costs while providing adequate protection for both producer and consumer. The publication of precision statements in ASTM test methods makes possible a rational method for establishing the number of determinations to be averaged for a reported test result for a given test method and is useful in establishing specification limits for mutually dependent properties and for comparisons between treated and untreated materials. Detailed procedures are given for establishing specification limits for the heat of hydration of portland cement and the contribution to durability of concrete admixtures.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aFineness.
=650  \0$aHeat of hydration.
=650  \0$aOperating-characteristic curves.
=650  \0$aPortland cement.
=650  \0$aPrecision statements.
=650  \0$aSpecifications.
=650  \0$aStatistics.
=650  \0$aCement$xAdditives.
=650  \0$aConcrete$xAdditives.
=650  \0$aAdmixtures.
=650  14$aConcrete.
=650  24$aAdmixtures.
=650  24$aFineness.
=650  24$aHeat of hydration.
=650  24$aOperating-characteristic curves.
=650  24$aPortland cement.
=650  24$aPrecision statements.
=650  24$aSpecifications.
=650  24$aStatistics.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10409J.htm

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=001  CCA10410J
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=008  161219s1979\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10410J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10410J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a624/.1834$223
=100  1\$aArni, HT.,$eauthor.
=245  00$aPrecision Statements Without an Interlaboratory Test Program /$cHT Arni.
=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$b1
=520  3\$aThe accepted and best way to acquire data as a basis for writing a precision statement for a test method is to conduct an interlaboratory study designed for that purpose. However, it is sometimes possible to develop a usable precision statement with data from other sources, such as historical data or data from a recognized reference sample program. This paper gives examples of such statements developed for two ASTM methods and describes how they were developed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcceptability.
=650  \0$aConcrete.
=650  \0$aPrecision.
=650  \0$aQuality control.
=650  \0$aConcrete$xQuality control.
=650  \0$aConcrete$xStandards.
=650  \0$aConcrete$xTesting.
=650  14$aConcrete.
=650  24$aPrecision.
=650  24$aQuality control.
=650  24$aAcceptability.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 1, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1979$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10410J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10414J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10414J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA434
=082  04$a620.135$223
=100  1\$aAlhozaimy, AM.,$eauthor.
=245  10$aCorrelation Between Materials Finer Than No. 200 Sieve and Sand Equivalent Tests for Natural and Crushed Stone Sands /$cAM Alhozaimy.
=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$b11
=520  3\$aFine aggregates used in ready-mixed concrete industry in Riyadh (the capital city of Saudi Arabia) are mainly blended of natural silica sand and manufactured sand obtained from crushed limestone. Fine materials (clay, silt, or dust content) are one of the most important defects of aggregate in Riyadh, particularly in crushed sand. In ready-mixed concrete plants (RMC) and independent laboratories in Riyadh, the practice of determining the amounts of fine materials in fine aggregates is either by ASTM C 117 (materials finer than No. 200 sieve by washing) or ASTM D 2419 (sand equivalent test) and sometimes both.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCorrelation.
=650  \0$aCrushed sand.
=650  \0$aFine materials.
=650  \0$aSand equivalent.
=650  \0$aSilica sand.
=650  \0$aStatistical.
=650  \0$aCorrelation analysis.
=650  \0$aBituminous materials$xFatigue.
=650  \0$aConcrete$xFatigue.
=650  14$aSilica sand.
=650  24$aCrushed sand.
=650  24$aFine materials.
=650  24$aPassing No. 200 sieve.
=650  24$aSand equivalent.
=650  24$aStatistical.
=650  24$aCorrelation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10414J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10415J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10415J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aVichit-Vadakan, W.,$eauthor.
=245  10$aEffect of Elastic Modulus of Capping Material on Measured Strength of High-Strength Concrete Cylinders /$cW Vichit-Vadakan, NJ Carino, GM Mullings.
=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$b9
=520  3\$aStudies have shown that end conditions of concrete cylinders tested in compression can have a significant effect on the measured strength of the cylinders, especially when high-strength concrete is used. The ASTM standard for bonded caps has requirements for minimum cube strength of the capping material and maximum cap thickness. However, a study by researchers at the National Ready Mixed Concrete Association (NRMCA) showed that the 50 mm cube strength may not be very useful in determining whether the capping material will perform adequately when testing high-strength concrete. In the study reported in this paper, the dynamic modulus of elasticity and modified cube strength (ASTM C 116) of various capping materials were evaluated as a function of age. The results showed that each capping material has a unique relationship between dynamic elastic modulus and cube strength. The elastic modulus of different capping materials can vary greatly at a given cube strength. For example, at a modified cube strength of 80 MPa, the elastic modulus of neat cement paste, at 30 GPa, was twice the elastic modulus of one sulfur mortar, at only 15 GPa. The elastic modulus of the capping materials was correlated with previously reported cylinder strengths. In cases where the cylinder strength was affected by the capping material, there is evidence that the cylinder strength was related to the modulus of elasticity and not to the cube strength of the capping material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapping materials.
=650  \0$aCompressive strength.
=650  \0$aElastic modulus.
=650  \0$aHigh-strength concrete.
=650  \0$aModified cube strength.
=650  \0$aResonant frequency testing.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  \0$aCap thickness.
=650  \0$aCapping.
=650  14$aCap thickness.
=650  24$aCapping materials.
=650  24$aCompressive strength.
=650  24$aElastic modulus.
=650  24$aHigh-strength concrete.
=650  24$aModified cube strength.
=650  24$aResonant frequency testing.
=700  1\$aCarino, NJ.,$eauthor.
=700  1\$aMullings, GM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10415J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10416J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10416J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA121
=082  04$a627.82$223
=100  1\$aFeng, N.,$eauthor.
=245  10$aTwo-Hour Zero Slump Loss, High-Strength Pumpable Concrete—An Application Case in Dam Structure /$cN Feng, Q Zhuang.
=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$b4
=520  3\$aAbout 700 000 m3 of pumpable concrete, which was produced by a high-range water-reducing admixture (HRWRA) and relatively low-strength cement, was used in the Xiao Lang Di water conservancy project. The concrete achieved a 28-day compressive strength as high as 90 MPa, a slump of 20 cm, and almost no slump loss in 2.5 h after mixing, as well as good freeze-thaw durability. The paper describes in detail the mix proportions, the method to control slump loss, and the related mechanical properties.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDam concrete.
=650  \0$aFluidizing agent.
=650  \0$aHigh-range water-reducing admixture (HRWRA)
=650  \0$aPumpable concrete.
=650  \0$aSlump loss.
=650  \0$aConcrete dams.
=650  \0$aDam failures.
=650  \0$aHigh-range water-reducing admixture.
=650  14$aDam concrete.
=650  24$aFluidizing agent.
=650  24$aHigh-range water-reducing admixture (HRWRA)
=650  24$aPumpable concrete.
=650  24$aSlump loss.
=700  1\$aZhuang, Q.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10416J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10417J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10417J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aFerraris, CF.,$eauthor.
=245  10$aModified Slump Test to Measure Rheological Parameters of Fresh Concrete /$cCF Ferraris, F de Larrard.
=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$b10
=520  3\$aThe ease of placement of concrete depends upon at least two physical properties, the yield stress and plastic viscosity. Currently the most common field test is the slump test, and it is related only to the yield stress. Therefore, a simple field test method intended to provide an evaluation of the two Bingham rheological parameters, yield stress and plastic viscosity, was developed. To determine the plastic viscosity the time necessary for the upper surface of the concrete in the standard slump cone to slump 100 mm was measured. The apparatus and test procedure are described. Semi-empirical models are proposed for the yield stress and for the plastic viscosity as function of the final slump and slumping time. The application of the modified slump test for the evaluation of the viscosity is limited to concretes with a slump of 120 to 260 mm. If the validity of this test is confirmed in the future, it could be used as a field quality control test.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete rheology.
=650  \0$aPlastic viscosity.
=650  \0$aSlump test.
=650  \0$aWorkability field test.
=650  \0$aYield stress.
=650  \0$aConcrete.
=650  \0$aConcrete$xViscosity.
=650  \0$aRheology.
=650  14$aConcrete rheology.
=650  24$aSlump test.
=650  24$aPlastic viscosity.
=650  24$aYield stress.
=650  24$aWorkability field test.
=700  1\$ade Larrard, F.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10417J.htm

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=001  CCA10418J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10418J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10418J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3692$223
=100  1\$aGagné, R.,$eauthor.
=245  10$aEffects of Superplasticizer, Retarding Agent, and Silica Fume on the Air Permeability of High-Performance Concrete /$cR Gagné, J-P Ollivier, Y Latreille.
=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$b11
=520  3\$aThe aim of this research is to evaluate how transport properties at the surface and in the core of high-performance concrete (HPC) slabs are affected by silica fume and by superplasticizer and retarding agent dosages. The transport properties were evaluated by measuring the air permeability at two depths under the surface finished with a wooden trowel. The experimental program is based on eight different high-performance concrete mixtures (77 to 93 MPa) made with a water-to-binder ratio of 0.30. An ordinary portland cement (OPC) and a blended silica-fume cement (SF) were used to compare the effect of silica fume on the air permeability of surface and core concrete. Four mixtures were produced with a retarding agent to assess the effect of set retardation on the surface properties of high-performance concrete. For each combination of cement type and retarding agent dosages, the superplasticizer dosage was selected to produce two slump levels of 100 ± 10 mm and 200 ± 20 mm.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir permeability.
=650  \0$aHigh-performance concrete.
=650  \0$aRetarding agent.
=650  \0$aSilica-fume.
=650  \0$aTransport properties.
=650  \0$aConcrete$xPermeability$xTesting$xCongresses.
=650  \0$aConcrete$xPermeability$xTesting.
=650  \0$aHigh strength concrete.
=650  \0$aSuperplasticizer.
=650  14$aHigh-performance concrete.
=650  24$aAir permeability.
=650  24$aTransport properties.
=650  24$aSilica-fume.
=650  24$aSuperplasticizer.
=650  24$aRetarding agent.
=700  1\$aOllivier, J-P,$eauthor.
=700  1\$aLatreille, Y.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10418J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10419J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10419J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10419J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA434
=082  04$a666/.94$223
=100  1\$aMeyer, D.,$eauthor.
=245  12$aA Statistical Analysis of Hot and Warm Accelerated Concrete Curing Methods /$cD Meyer.
=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$b8
=520  3\$aStrength test results for accelerated-cured specimens, obtained after only 24 h, are used to predict the 28 day strength of concrete. Various accelerated curing methods are available. Two of these methods are compared in relation to the uncertainty of their predictions and the stability of the relationship between their 24 h and 28 day concrete strength. The results suggest that warm water accelerated curing is preferable to hot water accelerated curing of concrete. Various methods for reducing the uncertainty associated with the estimates of 28 day strengths are suggested. In particular it is suggested that the effect of variations in cement chemistry over time be addressed by using dynamic linear models with coefficients that vary over time.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement chemistry.
=650  \0$aDynamic linear model.
=650  \0$aEstimation uncertainty.
=650  \0$aCement.
=650  \0$aConcrete $xChemistry.
=650  14$aCement chemistry.
=650  24$aEstimation uncertainty.
=650  24$aDynamic linear model.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10419J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10420J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10420J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10420J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624/.183$223
=100  1\$aPopovics, S.,$eauthor.
=245  10$aUltrasonic Testing to Determine Water-Cement Ratio for Freshly Mixed Concrete /$cS Popovics, JS Popovics.
=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$b12
=520  3\$aThe objective of the research presented here was to find promising directions for the development of ultrasonic test method(s) for the direct, instantaneous determination of the water-cement ratio (W/C) in fresh mortar or concrete. The importance of W/C is related to potential strength development and, to a certain extent, the durability potential of the hardened concrete. Since previous efforts during the past 50 years have been unsuccessful in testing fresh concrete due to the complexity of the problem, innovative, high-risk/high-gain methods were selected in the present work. The methods are considered innovative since a literature search detected no sign that they have been used for testing fresh concrete before.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEquipment.
=650  \0$aFresh concrete.
=650  \0$aPulse velocity.
=650  \0$aQuality control.
=650  \0$aTest method.
=650  \0$aUltrasonic test.
=650  \0$aWater-cementitious materials ratio.
=650  \0$aConcrete.
=650  \0$aPavements, Concrete.
=650  \0$aPolymer concrete.
=650  \0$aConcrete pavements.
=650  \0$aFresh concrete.
=650  \0$aThickness.
=650  14$aEquipment.
=650  24$aFresh concrete.
=650  24$aPulse velocity.
=650  24$aQuality control.
=650  24$aTest method.
=650  24$aUltrasonic test.
=650  24$aWater-cementitious materials ratio.
=700  1\$aPopovics, JS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10420J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10421J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10421J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10421J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1$223
=100  1\$aStruble, L.,$eauthor.
=245  10$aRheology of Cement Paste and Concrete /$cL Struble, R Szecsy, W-G Lei, G-K Sun.
=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$b9
=520  3\$aMuch has been learned in recent years about the rheology of cement paste and how it relates to microstructure. Such progress has been made possible in part by the use of specialized instruments for measuring dynamic rheological properties, developed to characterize viscoelastic materials. This paper reviews recent studies of cement paste in our laboratory in which dynamic rheological properties are used to follow the effects of cement hydration. Not as much has been learned about the rheology of concrete. Measuring flow behavior of concrete presents interesting challenges; concrete rheometers have been developed, but they are not widely used. It appears likely that concrete rheology is controlled by rheology of its paste, although such links have not yet been directly established. This paper also presents preliminary results from our laboratory on concrete flow behavior. Concrete rheology provides important information about its workability, and rheological parameters have important advantages over slump when characterizing workability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aCreep.
=650  \0$aRheology.
=650  \0$aSet.
=650  \0$aViscosity.
=650  \0$aYield stress.
=650  \0$aConcrete$xTesting.
=650  \0$aPortland cement$xTesting.
=650  \0$aCement paste.
=650  \0$aChemical compounds.
=650  14$aCement paste.
=650  24$aConcrete.
=650  24$aCreep.
=650  24$aRheology.
=650  24$aSet.
=650  24$aViscosity.
=650  24$aYield stress.
=700  1\$aSzecsy, R.,$eauthor.
=700  1\$aLei, W-G,$eauthor.
=700  1\$aSun, G-K,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10421J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10422J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10422J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10422J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA681
=082  04$a620.1$223
=100  1\$aYang, S.,$eauthor.
=245  12$aA Systematic Method to Determine Optimal Specimen Geometry for Measuring Concrete Fracture Properties by the Peak-Load Method /$cS Yang, T Tang.
=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$b12
=520  3\$aThe peak-load method is a simple method for determining the fracture properties KIcS and CTODc of the two-parameter fracture model of concrete. With this method, the fracture properties can be determined from the measured peak loads of several different (or distinct) specimens. Specimens can be made distinct in specimen shape, size, notch length, and loading configuration. To quantitatively identify the degree of specimen distinction, a variable named specimen distinction number is proposed. When test specimens are considerably distinct, random experimental errors have negligible effect, and determination KIcS and CTODc is of high accuracy. Thus test specimens can be optimized to obtain the most accurate values of the fracture properties. A previous experimental program found that change in specimen shape (e.g., a hole drilled at the axis of splitting tension cylinder) can largely expand the specimen distinction. An experimental program reported in this paper shows that changing loading configurations of beams (or prisms) from bending to eccentric compression can also largely enhance the specimen distinction and therefore provide KIcS and CTODc determination of high accuracy.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBeam.
=650  \0$aConcrete.
=650  \0$aCrack-tip opening displacement (CTOD)
=650  \0$aFracture properties.
=650  \0$aPeak load.
=650  \0$aSpecimen distinction number.
=650  \0$aStress intensity factor.
=650  \0$aTest method.
=650  \0$aConcrete$xTesting.
=650  \0$aConcrete construction.
=650  \0$aConcrete Fracture.
=650  14$aBeam.
=650  24$aConcrete.
=650  24$aTest method.
=650  24$aCrack-tip opening displacement (CTOD)
=650  24$aFracture properties.
=650  24$aPeak load.
=650  24$aSpecimen distinction number.
=650  24$aStress intensity factor.
=700  1\$aTang, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10422J.htm

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=001  CCA10423J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10423J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10423J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aThomas, MDA,$eauthor.
=245  14$aThe Use of Fly Ash in Concrete :$bClassification by Composition /$cMDA Thomas, MH Shehata, SG Shashiprakash.
=264  \1$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$b36
=520  3\$aFly ash has been used as a pozzolanic admixture in concrete for more than 50 years. Earlier uses were largely confined to low-calcium ashes from hard bituminous or anthracite coals. However, increased demand for fly ash coupled with the declining availability of suitable low-calcium ashes has attracted a wider variety of fly ashes to the marketplace in recent years. Some of these ashes are characterized by very high calcium contents (for example, >25% CaO) and such materials affect the properties of concrete in a different manner than “traditional” fly ashes. The latest Canadian Standard covering fly ash for use in concrete divides fly ash into three categories strictly on the basis of its calcium content. This paper provides a rationale for this change in concept.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcium.
=650  \0$aClassification.
=650  \0$aDurability.
=650  \0$aPozzolan.
=650  \0$aStrength.
=650  \0$aFly ash.
=650  \0$aConcrete.
=650  14$aCalcium.
=650  24$aClassification.
=650  24$aConcrete.
=650  24$aDurability.
=650  24$aFly ash.
=650  24$aPozzolan.
=650  24$aStrength.
=700  1\$aShehata, MH.,$eauthor.
=700  1\$aShashiprakash, SG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10423J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10424J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10424J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10424J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA438
=082  04$a625.7$223
=100  1\$aZollo, RF.,$eauthor.
=245  12$aA New Test Method for Fiber-Reinforced Concrete /$cRF Zollo, CD Hays, R Zellers.
=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$b4
=520  3\$aIt has long been recognized that the principal benefit gained by using fiber reinforcement in portland cement concrete is a conversion of the material from brittle to relatively ductile behavior. The apparent ductility, or toughness, is primarily related to the improved tensile strength of fiber-reinforced concrete (FRC) especially and even after significant matrix cracking has occurred. However, the methods used to measure tensile strength and toughness of FRC have been, at best, elaborate and controversial.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFiber concrete.
=650  \0$aFlexural testing.
=650  \0$aPost-cracking strength.
=650  \0$aResidual strength.
=650  \0$aFlexural strength.
=650  \0$aFiber-reinforced concrete.
=650  \0$aConcrete.
=650  14$aFiber-reinforced concrete.
=650  24$aFlexural testing.
=650  24$aResidual strength.
=650  24$aPost-cracking strength.
=650  24$aFiber concrete.
=700  1\$aHays, CD.,$eauthor.
=700  1\$aZellers, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10424J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10425J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10425J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10425J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a625.717$223
=100  1\$aZhang, MH.,$eauthor.
=245  10$aMechanical Properties and Freezing and Thawing Durability of Polypropylene Fiber-Reinforced Shotcrete Incorporating Silica Fume and High Volumes of Fly Ash /$cMH Zhang, J Mirza, VM Malhotra.
=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$b8
=520  3\$aThis paper describes the materials used, mixture proportions, mixing and shotcreting operation, and properties of the fresh and hardened polypropylene fiber-reinforced shotcrete incorporating silica fume and high volumes of fly ash. The polypropylene fiber-reinforced high-volume fly ash shotcrete produced had satisfactory workability, mechanical properties, and resistance to freezing and thawing cycling. The shotcrete containing silica fume had negligible rebound compared with that without silica fume. The incorporation of fly ash and silica fume improved the workability of the fresh shotcrete, and this resulted in lower operating pressure for the shotcreting. The use of polypropylene fibers up to 0.5% by the volume of the shotcrete did not affect significantly the compressive strength, and the shotcrete incorporating both fly ash and silica fume bonded well to the base concrete. The fiber-reinforced shotcrete showed satisfactory performance after 300 cycles of freezing and thawing with a durability factor >80 even though the air contents were relatively low, and the spacing factor L¯ was relatively high.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBond.
=650  \0$aCompressive strength.
=650  \0$aFly ash.
=650  \0$aModulus of elasticity.
=650  \0$aPolypropylene fiber.
=650  \0$aResistance to freezing and thawing cycling.
=650  \0$aShotcrete.
=650  \0$aSilica fume.
=650  \0$aSplitting-tensile strength.
=650  \0$aWorkability.
=650  \0$aFrost resistant concrete.
=650  \0$aFreeze thaw tests.
=650  \0$aFreeze thaw durability.
=650  \0$aAggregates.
=650  14$aBond.
=650  24$aCompressive strength.
=650  24$aFly ash.
=650  24$aModulus of elasticity.
=650  24$aPolypropylene fiber.
=650  24$aResistance to freezing and thawing cycling.
=650  24$aShotcrete.
=650  24$aSilica fume.
=650  24$aSplitting-tensile strength.
=650  24$aWorkability.
=700  1\$aMirza, J.,$eauthor.
=700  1\$aMalhotra, VM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10425J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10426J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10426J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10426J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA455.F55
=082  04$a363.72/88$223
=100  1\$aLane, DS.,$eauthor.
=245  10$aEvaluation of the Effect of Portland Cement Alkali Content, Fly Ash, Ground Slag, and Silica Fume on Alkali-Silica Reactivity /$cDS Lane, HC Ozyildirum.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$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$b26
=520  3\$aThe effects of portland cement alkali content, and replacement of portland cement with Class F fly ash, slag, or silica fume on alkali-silica reactivity (ASR) were studied by measuring the expansion of mortar bars made with Pyrex glass and stored over water at 38°C. Expansions were negligible with portland cements having alkali contents of 0.40% Na2O equivalent or less. Above 0.40%, expansions of bars made with cement only expanded linearly with cement alkali content after 56 days in storage through 336 days. Regression analysis yielded correlation coefficients of 0.91 for the 56 and 336 day expansions. An expansion of 0.10% was established as the maximum expansion indicative of a mixture providing acceptable mitigation of ASR.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali content.
=650  \0$aAlkali-silica reaction (ASR)
=650  \0$aExpansion.
=650  \0$aMortar bars.
=650  \0$aPyrex glass.
=650  \0$aSlag.
=650  \0$aFly ash.
=650  \0$aAlkali-silica reaction.
=650  \0$aPortland cement.
=650  \0$aSilica fume.
=650  14$aAlkali-silica reaction (ASR)
=650  24$aPortland cement.
=650  24$aAlkali content.
=650  24$aFly ash.
=650  24$aSlag.
=650  24$aSilica fume.
=650  24$aPyrex glass.
=650  24$aMortar bars.
=650  24$aExpansion.
=700  1\$aOzyildirum, HC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10426J.htm

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=024  7\$a10.1520/CCA10427J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10427J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a625.84$223
=100  1\$aWhiting, NM.,$eauthor.
=245  10$aComparison of Field Observations with Laboratory Test Results on Concretes Undergoing Alkali-Silica Reaction /$cNM Whiting.
=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$b6
=520  3\$aAlkali-silica reactivity (ASR) was identified as contributing to premature failure of 12 concrete pavements in Minnesota. The available aggregate sources used in these distressed pavements were tested for potential ASR. Standardized tests result in conflicting information. The sands tested as potentially deleteriously expansive in the ASTM C 1260 Mortar Bar Test (expansion >0.2%), but tested as not deleteriously reactive in the ASTM C 1293 Concrete Prism Test (0.0295 to 0.042% expansions). Although expansions of these C 1293 prisms remained low, sand-sized opaline shales reacted to form gel, spalls, and cracks. Similar cracking and gel deposits are associated with these shales in field samples. The C 1260 mortar bars made with crushed quartzite aggregates exhibited moderate expansion values (average expansions ranging from 0.135 to 0.188%), but the C 1293 prisms made with quartzite coarse aggregates exceeded the 0.04% expansion limit (0.082 to 0.1137% expansion). Quartzite is reacting in several pavements but not as extensively as the high C 1293 test results imply. The sands are reacting in pavements and in test samples, but this reaction is not manifested as expansion in the C 1293 prisms.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reaction (ASR)
=650  \0$aConcrete.
=650  \0$aExpansion.
=650  \0$aOpaline shale.
=650  \0$aQuartzite.
=650  \0$aAggregates (Building materials)
=650  \0$aConcrete$xExpansion and contraction.
=650  \0$aFly ash.
=650  \0$aAlkali silica reaction.
=650  14$aAlkali-silica reaction (ASR)
=650  24$aC 1260.
=650  24$aC 1293.
=650  24$aConcrete.
=650  24$aQuartzite.
=650  24$aOpaline shale.
=650  24$aExpansion.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10427J.htm

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=024  7\$a10.1520/CCA10428J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10428J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3623$223
=100  1\$aLane, DS.,$eauthor.
=245  10$aComparison of Results from C 441 and C 1293 with Implications for Establishing Criteria for ASR-Resistant Concrete /$cDS Lane.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$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$b15
=520  3\$aSeveral test methods are available to evaluate the potential susceptibility of concrete-making materials to deleterious alkali-silica reactions (ASR). These methods vary in the approaches they use to accelerate the reaction; acceleration being necessary to provide timely evaluations of materials in predicting long-term performance. As a consequence, the tests are not universally applicable, nor do they necessarily provide straightforward, consistent results using established criteria. This paper compares results of C 441 and C 1293 tests in an effort to develop specification criteria for ASR-resistant concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aAlkali-silica reaction (ASR)
=650  \0$aMortar.
=650  \0$aPozzolans.
=650  \0$aPyrex.
=650  \0$aSlag.
=650  \0$aTests.
=650  \0$aAlkali-silica reaction.
=650  \0$aConcrete.
=650  \0$aPortland cement.
=650  14$aAlkali-silica reaction (ASR)
=650  24$aTests.
=650  24$aMortar.
=650  24$aConcrete.
=650  24$aPozzolans.
=650  24$aSlag.
=650  24$aAggregates.
=650  24$aPyrex.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10428J.htm

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=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10429J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10429J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666/.893$223
=100  1\$aThomas, MDA,$eauthor.
=245  10$aUse of the Accelerated Mortar Bar Test for Evaluating the Efficacy of Mineral Admixtures for Controlling Expansion due to Alkali-Silica Reaction /$cMDA Thomas, FA Innis.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$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$b14
=520  3\$aThis paper presents data from laboratory studies to assess the suitability of the accelerated mortar bar test (CSA A23.2-25A and ASTM C 1260) as a method for evaluating the effect of mineral admixtures on expansion due to alkali-silica reaction (ASR). A wide range of materials such as fly ash, slag, silica fume and natural pozzolans have been tested at different replacement levels in combination with various reactive aggregates including siliceous limestone, greywacke, granite and sandstone. Results are presented for 70 different material combinations tested by both the accelerated test and the Canadian Standards Association concrete prism test (CSA A23.2-14A and ASTM C 1293)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerated test.
=650  \0$aAlkali-silica reaction (ASR)
=650  \0$aConcrete prism test.
=650  \0$aFly ash.
=650  \0$aMineral admixtures.
=650  \0$aMortar bar test.
=650  \0$aNatural pozzolans.
=650  \0$aSilica fume.
=650  \0$aSlag.
=650  \0$aPortland cement.
=650  \0$aConcrete aggregates.
=650  \0$aAdmixtures.
=650  \0$aAir entrained concrete.
=650  \0$aConcrete placing.
=650  \0$aConcrete curing.
=650  \0$aTypes of concrete.
=650  14$aAlkali-silica reaction (ASR)
=650  24$aMortar bar test.
=650  24$aMineral admixtures.
=650  24$aFly ash.
=650  24$aSlag.
=650  24$aSilica fume.
=650  24$aNatural pozzolans.
=650  24$aAccelerated test.
=650  24$aConcrete prism test.
=700  1\$aInnis, FA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10429J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10430J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10430J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a625.84$223
=100  1\$aBarringer, WL.,$eauthor.
=245  10$aUsing Accelerated Test Methods to Specify Admixtures to Mitigate Alkali-Silica Reactivity /$cWL Barringer.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$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$b11
=520  3\$aThe development of accelerated tests for alkali-silica reactivity (ASR) included the investigation of a wide range of aggregates and cements that gave results indicating the potential reactivity of these combinations. The development procedure did not provide for comparison of specific aggregates and cements in areas where ASR is known to be of concern. Through the development of a matrix comparing available materials and their reactions, specifications for concrete proportions may be developed to further alleviate the effects of ASR in a specific area. Tests conducted, using New Mexico aggregates and available admixtures in conjunction with AASHTO Test Method T 303, indicated that fly ash and fly ash/lithium admixtures resulted in significant reduction in expansion of mortar bars.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerated test methods.
=650  \0$aAlkali-silica reaction (ASR) cement.
=650  \0$aFly ash.
=650  \0$aLithium salts.
=650  \0$aNew Mexico aggregates.
=650  \0$aAccelerated life testing.
=650  \0$aPavements$xMaintenance and repair.
=650  \0$aPavements$xPerformance.
=650  \0$aAccelerated tests.
=650  14$aAlkali-silica reaction (ASR) cement.
=650  24$aFly ash.
=650  24$aLithium salts.
=650  24$aAccelerated test methods.
=650  24$aNew Mexico aggregates.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10430J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10431J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10431J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a625.84$223
=100  1\$aFournier, B.,$eauthor.
=245  10$aEvaluation of Laboratory Test Methods for Alkali-Silica Reactivity /$cB Fournier, VM Malhotra.
=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$b10
=520  3\$aIn 1991, the Canada Centre for Mineral and Energy Technology (CANMET) initiated a major research project dealing with preventive measures against alkali-silica reaction (ASR) in concrete. The main objective of the above project is to develop a comparative field and laboratory engineering database on the longterm effectiveness of supplementary cementing materials (SCMs) in controlling and/or reducing expansion and cracking in concrete due to ASR. The results obtained to date indicate that the effectiveness of SCMs in controlling expansion due to ASR is a function of various parameters such as the composition and proportion of the different types of SCMs in concrete (for example, fly ash, slag, silica fume), the total cementitious materials and/or total alkali content in the system, and the reactivity level of the aggregate. Accelerated concrete prism and mortar bar expansion test methods can be used in the laboratory to predict the long-term performance of SCMs in controlling expansion due to ASR.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reaction (ASR)
=650  \0$aGranulated blast-furnace slag.
=650  \0$aPreventive measures.
=650  \0$aSilica fume.
=650  \0$aSupplementary cementing materials.
=650  \0$aAggregates (Building materials)
=650  \0$aConcrete$xExpansion and contraction.
=650  \0$aFly ash.
=650  \0$aAlkali silica reaction.
=650  14$aAlkali-silica reaction (ASR)
=650  24$aFly ash.
=650  24$aGranulated blast-furnace slag.
=650  24$aPreventive measures.
=650  24$aSilica fume.
=650  24$aSupplementary cementing materials.
=700  1\$aMalhotra, VM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10431J.htm

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=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10432J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10432J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH7
=082  04$a690.21$223
=100  1\$aRogers, CA.,$eauthor.
=245  10$aMulti-Laboratory Study of the Accelerated Mortar Bar Test (ASTM C 1260) for Alkali-Silica Reaction /$cCA Rogers.
=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$b8
=520  3\$aThe accelerated mortar bar test, developed by the National Building Research Institute (NBRI) in South Africa, has been adopted in North America for the rapid identification of potentially alkali-silica reactive aggregates and may also be used for assessing the effectiveness of supplementary cementing materials. The purpose of the multi-laboratory studies, involving 46 and 32 laboratories, was to obtain data to develop a multi-laboratory precision statement for the test. The aggregates used in this study were Spratt siliceous limestone from a quarry in Ottawa, and a natural glacio-fluvial sand from north of Toronto in Ontario.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reaction (ASR)
=650  \0$aAutoclave.
=650  \0$aCement.
=650  \0$aChemistry.
=650  \0$aMagnesium oxide (MgO)
=650  \0$aMortar bar test.
=650  \0$aMulti-laboratory.
=650  \0$aPericlase.
=650  \0$aPrecision.
=650  \0$aAutoclave Test.
=650  \0$aMasonry.
=650  \0$aStructural stability.
=650  14$aAlkali-silica reaction (ASR)
=650  24$aAutoclave.
=650  24$aCement.
=650  24$aChemistry.
=650  24$aMagnesium oxide (MgO)
=650  24$aMortar bar test.
=650  24$aMulti-laboratory.
=650  24$aPericlase.
=650  24$aPrecision.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10432J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10433J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10433J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP882.3
=082  04$a620.135$223
=100  1\$aMichaud, V.,$eauthor.
=245  10$aAnhydrite in High Sulfur Trioxide (SO3)/Alkali Clinkers :$bDissolution Kinetics and Influence on Concrete Durability /$cV Michaud, RW Suderman.
=264  \1$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$b11
=520  3\$aChanges in the cement manufacturing process, such as the use of higher sulfur fuels, have tended to raise clinker sulfate levels and sulfur trioxide (SO3) alkali ratios. As one of the consequences, the nature and quantity of the clinker sulfate phases have been modified. Clinker sulfates tend to be available as double sulfate salts; calcium langbeinite instead of potassium sulfate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reactions (ASR)
=650  \0$aClinker anhydrite.
=650  \0$aDurability.
=650  \0$aExpansion.
=650  \0$aHigh sulfur trioxide (SO3) clinker.
=650  \0$aConcrete$xAnalysis.
=650  \0$aCement clinkers.
=650  \0$aCement$xAnalysis.
=650  14$aHigh sulfur trioxide (SO3) clinker.
=650  24$aClinker anhydrite.
=650  24$aExpansion.
=650  24$aDurability.
=650  24$aAlkali-silica reactions (ASR)
=700  1\$aSuderman, RW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10433J.htm

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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10434J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10434J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.L5
=082  04$a620.1$223
=100  1\$aRønne, M.,$eauthor.
=245  10$aDelayed Ettringite Formation (DEF) in Structural Lightweight Aggregate Concrete :$bEffect of Curing Temperature, Moisture, and Silica Fume Content /$cM Rønne, TA Hammer.
=264  \1$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$b12
=520  3\$aThe results confirm that the self-desiccation of normal density (ND) high strength concrete may prevent delayed ettringite formation (DEF). However, when using lightweight aggregate (LWA), the initial water content of the LWA grains seems to be sufficient to give some DEF. The results also confirm that the critical temperature, provided that the moisture content is sufficiently high, is in the range of 65 to 70°C for ND concrete with Norwegian cements. The critical temperature for LWA concrete seems to be somewhat higher; above 70°C. The LWA expansion due to DEF seems to be somewhat lower than the expansion of ND concrete, provided they have the same binder and paste quality. The volume increase coincides with an extensive compressive strength reduction. The reported results confirm that addition of silica fume (5%) in combination with the investigated cements, seems to prevent or eliminate the DEF.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aDelayed ettringite formation.
=650  \0$aElevated curing temperature.
=650  \0$aVolume stability.
=650  \0$aLightweight concrete.
=650  \0$aLightweight Aggregate.
=650  \0$aMaterials technology.
=650  \0$aCompressive strength.
=650  14$aMaterials technology.
=650  24$aConcrete.
=650  24$aElevated curing temperature.
=650  24$aDelayed ettringite formation.
=650  24$aVolume stability.
=650  24$aCompressive strength.
=700  1\$aHammer, TA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10434J.htm

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=024  7\$a10.1520/CCA10435J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10435J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP883
=082  04$a666/.94$223
=100  1\$aTennis, PD.,$eauthor.
=245  10$aAssessing the Distribution of Sulfate in Portland Cement and Clinker and Its Influence on Expansion in Mortar /$cPD Tennis, S Bhattacharja, WA Klemm, FM Miller.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$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$b10
=520  3\$aThe present work is a continuation of a study previously reported on the characterization and analysis of 33 different clinkers from North American cement plants which varied widely in molar SO3/Na2Oeq, SO3 content, and mineralogical phase distribution. This research examined the distribution of sulfur in a broad range of clinkers and identified its presence as alkali sulfates, alkali calcium sulfates, and as sulfate incorporated in the silicate phases. As a key part of the work, it has been necessary to develop relevant analytical methods for measuring potentially slowly soluble sulfate in clinker phases. The selective dissolution procedures described are applicable to the evaluation of sulfate distribution of both clinker and finished portland cement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkalies.
=650  \0$aChemical analysis.
=650  \0$aCuring temperature.
=650  \0$aDelayed ettringite formation (DEF)
=650  \0$aDelayed ettringite.
=650  \0$aEttringite.
=650  \0$aExpansion.
=650  \0$aPhysical tests.
=650  \0$aSelective dissolution.
=650  \0$aSulfate attack.
=650  \0$aSulfates.
=650  \0$aCalcium sulfate.
=650  \0$aPortland cement.
=650  \0$aMortar.
=650  14$aDelayed ettringite formation (DEF)
=650  24$aDelayed ettringite.
=650  24$aEttringite.
=650  24$aSulfate attack.
=650  24$aSulfates.
=650  24$aAlkalies.
=650  24$aExpansion.
=650  24$aCuring temperature.
=650  24$aSelective dissolution.
=650  24$aChemical analysis.
=650  24$aPhysical tests.
=650  24$aMortar.
=700  1\$aBhattacharja, S.,$eauthor.
=700  1\$aKlemm, WA.,$eauthor.
=700  1\$aMiller, FM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10435J.htm

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=024  7\$a10.1520/CCA10441J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10441J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.94$223
=100  1\$aMiller, FMG,$eauthor.
=245  10$aUse of Ground Granulated Blast Furnace Slag for Reduction of Expansion Due to Delayed Ettringite Formation /$cFMG Miller, T Conway.
=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$b26
=520  3\$aTwo cements, with a demonstrated tendency in mortars to suffer expansion related to delayed ettringite formation when cured at high temperatures ≥75°C, were tested after substitution of 5, 17.5, and 30 % with a ASTM C 989 Grade 100 ground granulated blast furnace slag. The two cements are here characterized as a “highly expansive” and a “moderately expansive” portland cement, according to the tendency of each to expand when stored in limewater after curing at elevated temperatures >75°C. Expansion was reduced or delayed, but not eliminated, with 5 % slag substitution, but completely absent when 17.5 % slag substitution was used. Compressive strengths were measured on cubes cured at ambient temperatures and at 90°C. Test results indicated that no strength penalty was experienced in mortars with high slag substitution, cured at 90°C; in fact, the compressive strengths were superior for the 30 % slag mixes, at all ages tested (from 1–28 days of hydration). The conclusion is tentatively reached that the use of blast furnace slag to reduce proclivity to DEF is effective, and does not involve any sacrifice in mortar compressive strength, at least to 28 days of hydration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aConcrete$xChemistry.
=650  \0$aEttringite.
=650  \0$aHydration.
=700  1\$aConway, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2003$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10441J.htm

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=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10442J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10442J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD173
=082  04$a363.73/03$223
=100  1\$aGómez-Soberón, JMV,$eauthor.
=245  10$aRelationship Between Gas Adsorption and the Shrinkage and Creep of Recycled Aggregate Concrete /$cJMV Gómez-Soberón.
=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$b12
=520  3\$aIn this work, an experimental analysis is described of specimens of recycled concrete (RC) made with replacement of natural aggregate with recycled aggregate originating from concrete (RCA). An experimental analysis to obtain the shrinkage and creep properties (basic and by drying) of RC was performed. The replacement fraction of natural aggregate with RCA were 0 %, 15 %, 30 %, 60 % and 100 % and the test conditions were 50 % RH and 20 °C. The results of these trials were compared with mercury intrusion porosimetry (MIP) and gas adsorption (nitrogen) tests, at 90 days. In the results, an increase in the shrinkage and creep properties of the RC with respect to conventional concrete was observed, while porosity values increased. However, the deformation evolution over time is similar to conventional concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCreep.
=650  \0$aGas adsorption.
=650  \0$aMercury intrusion porosimetry.
=650  \0$aPorosity.
=650  \0$aRecycled concrete aggregate.
=650  \0$aRecycled concrete.
=650  \0$aShrinkage.
=650  \0$aRecycled Aggregate (RA)
=650  \0$aRecycled Aggregate Concrete (RAC)
=650  \0$aNatural Aggregate Concrete (NAC)
=650  14$aCreep.
=650  24$aGas adsorption.
=650  24$aMercury intrusion porosimetry.
=650  24$aPorosity.
=650  24$aRecycled concrete.
=650  24$aRecycled concrete aggregate.
=650  24$aShrinkage.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2003$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10442J.htm

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=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10443J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10443J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893/028$223
=100  1\$aMohamed, AMO,$eauthor.
=245  10$aRole of Fly Ash and Aluminum Addition on Ettringite Formation in Lime-Remediated Mine Tailings /$cAMO Mohamed, M Hossein, FP Hassani.
=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$b36
=520  3\$aIn this study, experiments were performed to evaluate the formation of ettringite in mine tailings samples treated with lime, fly ash type “C,” and aluminum. The success of the treated samples was evaluated based on results of X-ray diffraction and scanning electron microscopy. Using lime and fly ash, the preliminary investigation showed that addition of 5 % lime and 10 % fly ash constitutes the threshold of the treatment agents needed to form ettringite. However, long-term hydration resulted in lowering pH, and disintegration of formed ettringite. To overcome this problem, aluminum was added to the samples and formation of ettringite was monitored over a period of 660 days. Experimental results indicated that on availability of aluminum for reaction, primary and secondary ettringite minerals are formed and precipitated in these samples. Furthermore, the analysis indicated that the formed ettringite minerals remained stable during a hydration period of 660 days.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAluminum.
=650  \0$aCalcium silica hydrate.
=650  \0$aEttringite.
=650  \0$aGypsum.
=650  \0$aLime.
=650  \0$aPyrite.
=650  \0$aSolidification.
=650  \0$aStabilization.
=650  \0$aTailings.
=650  \0$aConcrete$xAdditives.
=650  \0$aFly ash.
=650  \0$aIndustrial minerals.
=650  14$aTailings.
=650  24$aStabilization.
=650  24$aSolidification.
=650  24$aLime.
=650  24$aFly ash.
=650  24$aAluminum.
=650  24$aEttringite.
=650  24$aCalcium silica hydrate.
=650  24$aGypsum.
=650  24$aPyrite.
=700  1\$aHossein, M.,$eauthor.
=700  1\$aHassani, FP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2003$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10443J.htm

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=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10444J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10444J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE220
=082  04$a625.7/61$223
=100  1\$aBernard, ES.,$eauthor.
=245  10$aCrack Offset Corrections to Post-crack Performance Parameters Obtained from Third-point Loaded Fiber Reinforced Shotcrete Beams /$cES Bernard, E Tutlu, D Diamant1idis.
=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$b11
=520  3\$aFiber Reinforced Shotcrete (FRS) is used as an economically competitive method of ground support in tunnel excavations throughout the world. Fibres are incorporated into this material to impart post-crack load capacity. Beam tests are commonly used to assess the post-crack performance of FRS but high within-set variability has hindered the usefulness of beam test data. A method of correcting performance data to account for the offset between the position of the crack and the center of the beam has been suggested as a means of improving within-batch variability for post-crack performance parameters obtained from third-point loaded beam tests. In this paper, an offset correction method has been applied to a large set of beam test data obtained as part of Quality Control testing for a tunnel-lining project to determine whether the method is effective in reducing within-batch variability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFiber reinforced shotcrete.
=650  \0$aPost-crack performance.
=650  \0$aThird-point beam testing.
=650  \0$aVariability.
=650  \0$aPavements, Asphalt concrete$xCracking.
=650  \0$aPavements, Asphalt concrete$xMaintenance and repair.
=650  \0$aPavements$xSubgrades.
=650  \0$aBitumious overlays.
=650  \0$aCrack and seat treatment.
=650  \0$aLongitudinal cracking.
=650  \0$aPerformance evaluations.
=650  14$aFiber reinforced shotcrete.
=650  24$aThird-point beam testing.
=650  24$aPost-crack performance.
=650  24$aVariability.
=700  1\$aTutlu, E.,$eauthor.
=700  1\$aDiamant1idis, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2003$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10444J.htm

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=008  161219s2003\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10445J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10445J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a624.1834$223
=100  1\$aGrattan-Bellew, PE.,$eauthor.
=245  10$aProposed Universal Accelerated Test for Alkali-Aggregate Reaction The Concrete Microbar Test /$cPE Grattan-Bellew, G Cybanski, B Fournier, L Mitchell.
=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$b14
=520  3\$aThe Concrete Microbar Test is modified after a Chinese test, for alkali-carbonate reactive aggregates. The protocol for the test is essentially the same as for ASTM C 1260, Standard Test Method for Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar Bar Method), except for the size of the bars, the grading of the aggregate, the water to cement ratio and the length of the test. The concrete microbars are 40 by 40 by 160 mm. The aggregate is graded to pass a 12.5 mm sieve and be retained on a 4.75 mm sieve. The water to cement ratio is 0.33. The length of the test is 30 days in 1 M sodium hydroxide (NaOH) at 80°C. The test results show that the method is applicable to both alkali-carbonate and alkali-silica reactive aggregates. Moderate correlation was found between the expansions measured in this test at 30 days, and in the concrete prism test (CSA A23.2-14A) at 1 year. Alkali-carbonate reactive aggregates may be distinguished from alkali-silica reactive aggregates in this test by replacing a portion of the portland cement by a supplementary cementing material. The expansions of alkali-silica reactive aggregates, in this test, are significantly reduced by the presence of the supplementary cementing material but expansion of alkali-carbonate reactive aggregates is largely unaffected. It is tentatively suggested that the expansion limit to separate deleteriously alkali silica reactive siliceous limestones from innocuous limestones is 0.140 % at 30 days; the proposed limit for all other aggregates is 0.04 %.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerated test method.
=650  \0$aAggregate.
=650  \0$aAlkali-carbonate.
=650  \0$aAlkali-silica.
=650  \0$aConcrete.
=650  \0$aSodium hydroxide.
=650  \0$aTest.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xDefects.
=650  \0$aConcrete$xDeterioration.
=650  14$aAccelerated test method.
=650  24$aAlkali-silica.
=650  24$aAlkali-carbonate.
=650  24$aAggregate.
=650  24$aConcrete.
=650  24$aSodium hydroxide.
=650  24$a80°C.
=650  24$aTest.
=700  1\$aCybanski, G.,$eauthor.
=700  1\$aFournier, B.,$eauthor.
=700  1\$aMitchell, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 25, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2003$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10445J.htm

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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10446J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10446J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQC323
=082  04$a536/.23$223
=100  1\$aBentz, DP.,$eauthor.
=245  10$aMulti-Scale Microstructural Modeling of Concrete Diffusivity :$bIdentification of Significant Varibles /$cDP Bentz, EJ Garboczi, ES Lagergren.
=264  \1$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$b43
=520  3\$aThe ability to predict the expected chloride diffusivity of a concrete based on its mixture proportions and field-curing conditions would be of great benefit both in predicting service life of the concrete and in developing durability-based design codes. Here, a multi-scale microstructural computer model is applied to computing the chloride diffusivities of concretes with various mixture proportions and projected degrees of hydration. A fractional factorial experimental design has been implemented to study the effects in the model of seven major variables: water-to-cement (W/C) ratio, degree of hydration, aggregate volume fraction, coarse aggregate particle size distribution, fine aggregate particle size distribution, interfacial transition zone thickness, and air content. Based on this experimental design, W/C ratio, degree of hydration, and aggregate volume fraction have been identified as the three major variables influencing concrete diffusivity in the model. Following identification of the significant variables, a response surface design has been executed and least squares regression used to develop a simple equation for predicting chloride ion diffusivity in concrete based on these three parameters. This simple equation essentially summarizes the complicated simulations involved in computing the model response. Finally, simulations have been conducted to examine the extent of the surface layer in cast-in-place concrete, where the local aggregate volume fraction near the surface is less than that to be found in the bulk of the concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete diffusivity.
=650  \0$aDurability.
=650  \0$aExperimental design.
=650  \0$aInterfacial transition zone.
=650  \0$aMicrostructure.
=650  \0$aModeling.
=650  \0$aPerformance prediction.
=650  \0$aConcrete$xThermal diffusivity.
=650  \0$aThermal diffusivity.
=650  \0$aHeat$xConduction.
=650  \0$aConcrete.
=650  14$aConcrete diffusivity.
=650  24$aDurability.
=650  24$aExperimental design.
=650  24$aInterfacial transition zone.
=650  24$aMicrostructure.
=650  24$aModeling.
=650  24$aPerformance prediction.
=700  1\$aGarboczi, EJ.,$eauthor.
=700  1\$aLagergren, ES.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10446J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10447J
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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10447J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10447J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/367$223
=100  1\$aGoulias, DG.,$eauthor.
=245  10$aEvaluation of Rubber-Filled Concrete and Correlation Between Destructive and Nondestructive Testing Results /$cDG Goulias, A-H Ali.
=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$b7
=520  3\$aOver recent years significant emphasis has been placed on the use of recycled products in highway and construction materials. Waste materials, such as tire rubber, plastic, and glass may be used with conventional materials either as aggregate replacement or binder enhancement. For portland cement concrete, rubber from granulated tires may be used as an elastic aggregate modifying the brittle failure of concrete and increasing its ability to absorb higher amounts of energy before failure. The replacement of coarse aggregate with rubber particles may significantly compromise strength characteristics of concrete due to the high compressibility of rubber particles, generating localized stresses and bonding problems between the rubber particles and the cement matrix. To the contrary, the use of fine graded rubber as partial replacement of fine aggregates may produce a ductile behavior with large deformations prior to full disintegration of concrete and affect to a lesser degree the strength loss.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCrumb rubber.
=650  \0$aPlastic and elastic energy.
=650  \0$aConcrete$xTesting$vHandbooks, manuals, etc.
=650  \0$aNondestructive testing$vHandbooks, manuals, etc.
=650  \0$aConcrete$xTesting.
=650  \0$aNondestructive testing.
=650  \0$aPortland cement concrete.
=650  14$aPortland cement concrete.
=650  24$aCrumb rubber.
=650  24$aPlastic and elastic energy.
=650  24$aNondestructive testing.
=700  1\$aAli, A-H,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10447J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10448J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10448J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10448J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTD812
=082  04$a621.48/38$223
=100  1\$aKhayat, KH.,$eauthor.
=245  10$aSimple Field Tests to Characterize Fluidity and Washout Resistance of Structural Cement Grout /$cKH Khayat, A Yahia.
=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$b8
=520  3\$aThe ability to assess rheological properties of neat cement grout, such as those used in structural repair and for filling post-tension ducts, is of special interest for the evaluation of the ease of pumping, spreading into place, and filling of narrow spaces. There is an increasing need to identify dependable and simple test methods that can characterize the consistency of specialty cement grouts and reflect variations in rheological properties during handling and placement. Several tests can be used to evaluate the rheological characteristics of a cement grout suspension, including precise methods for the determination of rheological parameters and simple procedures to assess fluidity. Rheological properties can be accurately determined by using a coaxial cylinder viscometer. However, the use of such a viscometer is mainly limited to the laboratory, and simple methods including the mini-slump spread and the modified Marsh cone tests are usually employed in the field to verify the consistency for quality control.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement grout.
=650  \0$aFlow time.
=650  \0$aMini-slump.
=650  \0$aRheology.
=650  \0$aViscometer.
=650  \0$aViscosity.
=650  \0$aYield value.
=650  \0$aReinforced concrete$xPermeability.
=650  \0$aPortland cement$xPermeability.
=650  \0$aGrout (Mortar)$xPermeability.
=650  \0$aEngineered barrier systems (Waste disposal)
=650  14$aCement grout.
=650  24$aFlow time.
=650  24$aMini-slump.
=650  24$aRheology.
=650  24$aViscometer.
=650  24$aViscosity.
=650  24$aWash-out resistance.
=650  24$aYield value.
=700  1\$aYahia, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10448J.htm

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=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10449J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10449J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1$223
=100  1\$aPoole, TS.,$eauthor.
=245  10$aChanges in ASTM Type II Portland Cement from 1940 to 1994 /$cTS Poole.
=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$b9
=520  3\$aHistorical changes in the specification requirements and properties of ASTM C 150 Type II portland cement are traced from 1940 to 1994. A general trend has been for the strength and heat of hydration properties of Type II cements to converge on the properties of Type I cements. The implications of this trend are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHeat of hydration.
=650  \0$aHistorical changes.
=650  \0$aPortland cement.
=650  \0$aPortland cement$xTesting.
=650  \0$aCement paste.
=650  \0$aChemical compounds.
=650  \0$aTricalcium silicate.
=650  \0$aHydration.
=650  14$aPortland cement.
=650  24$aHeat of hydration.
=650  24$aASTM C 150.
=650  24$aHistorical changes.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10449J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10450J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10450J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10450J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA772
=082  04$a624.1/834$223
=100  1\$aElleithy, WM.,$eauthor.
=245  10$aEffect of Thermal Variations on Bond Strength of Fusion-Bonded Epoxy-Coated Bars /$cWM Elleithy, OSB Al-Amoudi, AM Sharif, M Maslehuddin.
=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$b12
=520  3\$aFusion-bonded epoxy coating is extensively used to enhance the corrosion resistance of reinforcing steel. The bond strength between these bars and the concrete is expected to be less than that of the uncoated bars and it may be further impaired due to prolonged exposure to thermal variations. This investigation was conducted to evaluate the effect of thermal variations, simulating the changes in the night to day temperature, on the bond strength of fusion-bonded epoxy-coated steel reinforcement. The pull-out specimens, prepared using bars of two different sizes and two coating thickness, were exposed to thermal cycling. The critical and ultimate bond strength of the fusion-bonded epoxy-coated bars were compared with that of the uncoated bars. The results indicated a reduction in the critical bond strength between concrete and the fusion-bonded coated bars. Furthermore, the difference between the critical bond strength in the coated and uncoated bars decreased with increasing thermal cycles, indicating that thermal variation has a greater effect on bond strength than the coating thickness.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBond strength.
=650  \0$aFree-end slip.
=650  \0$aFusion bond-epoxy coating.
=650  \0$aLoaded-end slip.
=650  \0$aThermal variation.
=650  \0$aAdhesion.
=650  \0$aBond strength (Materials)
=650  \0$aPatching.
=650  14$aBond strength.
=650  24$aFusion bond-epoxy coating.
=650  24$aThermal variation.
=650  24$aFree-end slip.
=650  24$aLoaded-end slip.
=700  1\$aAl-Amoudi, OSB,$eauthor.
=700  1\$aSharif, AM.,$eauthor.
=700  1\$aMaslehuddin, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10450J.htm

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=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10451J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10451J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA683.42
=082  04$a624.1/83412$223
=100  1\$aSuryavanshi, AK.,$eauthor.
=245  10$aInfluence of Penetrating Chlorides on the Pore Structure of Structural Concrete /$cAK Suryavanshi, RN Swamy.
=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$b35
=520  3\$aThe present experimental investigation examines the influence of penetrating chlorides on the pore structure of structural concrete. For this purpose, the pore structure of concrete subjected to chloride penetration is compared with that of a similar concrete isolated from chlorides. To achieve the present objective, partially protected concrete slabs were exposed to chlorides for about two years by ponding with an aqueous solution of sodium chloride from the cast face. On completion of the exposure regime, the pore structure of concrete exposed to chlorides was compared with that of the adjacent concrete isolated from chloride intrusion. The concrete subjected to chloride intrusion showed a significant reduction in the number of coarser pores compared to the adjacent concrete isolated from chlorides. Various possibilities, such as degree of carbonation and degree of hydration were examined, step by step, to explain the observed modifications to the pore structure. It is shown that these results strongly suggest that the voluminous chloride-bearing compounds, such as Friedel's salt and calcium chloride, preferentially precipitate in the coarser pores, and thereby decrease the number of coarser pores. Although chloride contamination may thus result in some blocking of the pores in the cover concrete, it is unlikely to enhance the overall durability of the concrete. Further intrusion of chlorides may be hindered for a short time, but it cannot be prevented, and will continue in course of time.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCarbonation.
=650  \0$aChloride penetration.
=650  \0$aConcrete.
=650  \0$aDurability.
=650  \0$aHydration.
=650  \0$aPermeability.
=650  \0$aPore structure.
=650  \0$aReinforced concrete$xCorrosion.
=650  \0$aReinforcing bars$xCorrosion.
=650  \0$aTendons (Prestressed concrete)$xCorrosion.
=650  \0$aGrillages (Structural engineering)
=650  \0$aCalcium chloride.
=650  14$aConcrete.
=650  24$aChloride penetration.
=650  24$aPore structure.
=650  24$aCarbonation.
=650  24$aHydration.
=650  24$aDurability.
=650  24$aPermeability.
=700  1\$aSwamy, RN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10451J.htm

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=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10452J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10452J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH2521
=082  04$a691.5$223
=100  1\$aLiu, Z.,$eauthor.
=245  10$aExpansion of Cement Containing Crystalline Magnesia With and Without Fly Ash and Slag /$cZ Liu, M Tang, X Cui.
=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$b8
=520  3\$aCrystalline magnesia (periclase) is traditionally considered an undesirable compound in cements since it hydrates slowly at normal temperatures and, hence, causes a delayed expansion. This delayed expansion may be more harmful to the concrete structure than the “early” expansion due to free lime hydration in terms of the soundness of cements. Autoclave expansion tests, such as ASTM C 151, were designed to determine the soundness of cements containing MgO or CaO, or both. On the other hand, the controlled expansion of cements containing magnesia is beneficial, especially to mass concrete. The rate and amount of expansion of cements containing magnesia depend on many factors including the quantity, fineness and calcination temperature of magnesia, cement constituents and strength, presence of mineral admixtures such as fly ash and slag, and storage or service conditions (temperature and moisture). The expansion behavior of portland cements containing magnesia under normal (service) conditions is different from that under the autoclave conditions (high temperature and high pressure). The expansion behavior also differs in the presence of fly ash and slag. The autoclave expansion of portland cement containing magnesia is larger than the expansion at normal temperatures. In the presence of slag, however, cement containing magnesia expands less under the autoclave conditions than under the normal conditions. This implies that one should be cautious when applying the autoclave expansion test to the cement containing slag or other mineral admixtures. The addition of fly ash and slag reduces the expansion of cements containing magnesia with their increasing concentrations. Fly ash is more effective in reducing expansion of cements containing magnesia than slag at the same concentration. These results are summarized in this investigation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutoclave test.
=650  \0$aExpansion.
=650  \0$aMagnesia.
=650  \0$aPericlase.
=650  \0$aSlag.
=650  \0$aMagnesia cement.
=650  \0$aFly ash.
=650  \0$aCement.
=650  14$aMagnesia.
=650  24$aPericlase.
=650  24$aExpansion.
=650  24$aCement.
=650  24$aFly ash.
=650  24$aSlag.
=650  24$aAutoclave test.
=700  1\$aTang, M.,$eauthor.
=700  1\$aCui, X.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10452J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10453J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10453J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10453J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.136$223
=100  1\$aSchlorholtz, SM.,$eauthor.
=245  10$aSoundness Characteristics of Portland Cement-Fly Ash Mixtures /$cSM Schlorholtz.
=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$b9
=520  3\$aThe Materials Analysis and Research Laboratory has been monitoring the soundness of several sources of fly ash since the early 1980's. The soundness tests were generally conducted in accordance with ASTM Test Method C 311 (the autoclave expansion test utilizing 20% fly ash and 80% portland cement, specimens prepared at normal consistency). To date, several thousand tests have been performed on various samples of fly ash that were submitted to the laboratory. Also, additional studies were conducted to investigate the influence of water content (W/CM ratio) and curing regime on the volume stability of portland cement pastes containing a fly ash that exhibited soundness problems.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutoclave expansion.
=650  \0$aFly ash.
=650  \0$aMineral admixture.
=650  \0$aPortland cement.
=650  \0$aSoundness.
=650  \0$aConcrete.
=650  \0$aFly ash.
=650  \0$aPortland cement concrete.
=650  \0$aAdmixtures.
=650  14$aFly ash.
=650  24$aMineral admixture.
=650  24$aPortland cement.
=650  24$aAutoclave expansion.
=650  24$aSoundness.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10453J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10454J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10454J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10454J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a691$223
=100  1\$aHauser, K.,$eauthor.
=245  10$aExpansion of Cements :$bCause and Control /$cK Hauser.
=264  \1$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$b2
=520  3\$aPCA Research Bulletin 45 concludes with 14 major points related to the effects of periclase, free lime, and C3A on “Hydration Expansion Characteristics” (the bulletin title), but it does not address the easy remedy available for those plants with inherently high MgO.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aControl.
=650  \0$aExpansion.
=650  \0$aMix design.
=650  \0$aPericlase.
=650  \0$aAggregates (Building materials)
=650  \0$aCement composites$xFracture.
=650  \0$aConcrete$xExpansion and contraction.
=650  \0$aFracture mechanics.
=650  14$aMix design.
=650  24$aExpansion.
=650  24$aPericlase.
=650  24$aControl.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10454J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10456J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10456J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10456J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTC547
=082  04$a624/.2$223
=100  1\$aShihata, SA.,$eauthor.
=245  10$aStrength and Density of Laboratory-Prepared RCC Specimens :$bEffect of Compaction Procedure /$cSA Shihata.
=264  \1$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$b12
=520  3\$aAppropriate compaction is essential in producing roller-compacted concrete (RCC). An experimental program was conducted to study the effect of compaction on the strength and den-sity of RCC specimens. Compaction was achieved by tamping the sample with a hammer similar to that of ASTM D 1557. The main variables were the magnitude of compaction energy, number of lay-ers per mold, and cement content. The compaction energy ranged from 300 to 2700 kN-m/m3. The test results show that the decrease of the unit weight by 7.7% decreases the compressive and splitting tensile strengths by 73 and 71%, respectively. Increasing the cement content compensates for the reduction in compaction energy. The average degree of compaction of the cores taken from the field RCC test slabs was 99% of the unit weight of field samples prepared with a 2700 kN-m/m3 compaction energy.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aCompaction.
=650  \0$aConcrete.
=650  \0$aConsolidation.
=650  \0$aDensity.
=650  \0$aStrength.
=650  \0$aUnit weight.
=650  \0$aConcrete dams.
=650  \0$aRoller compacted concrete.
=650  \0$aConcrete construction.
=650  \0$aConcrete pavements.
=650  14$aCement.
=650  24$aCompaction.
=650  24$aConcrete construction.
=650  24$aConcrete pavements.
=650  24$aConcrete.
=650  24$aConsolidation.
=650  24$aDensity.
=650  24$aRoller compacted concrete.
=650  24$aStrength.
=650  24$aUnit weight.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10456J.htm

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=006  m|||||o|||||||||||
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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10457J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10457J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1$223
=100  1\$aJiang, S.,$eauthor.
=245  12$aA Practical Method to Solve Slump Loss Problem in PNS Superplasticized High-Performance Concrete /$cS Jiang, B-G Kim, P-C Aïtcin.
=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$b9
=520  3\$aUsing the mini-slump and slump tests, three low-alkali Portland cements were found to be incompatible with a PNS superplasticizer in terms of fluidity loss in cement pastes and con-cretes having low W/C ratios (0.30 to 0.35). The addition of a small amount of sodium sulfate appeared to be a practical method to solve the slump loss problem of these superplasticized cement pastes and concretes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali sulfates.
=650  \0$aConcrete.
=650  \0$aLow-alkali cement.
=650  \0$aMechanical strength.
=650  \0$aSetting time.
=650  \0$aSlump loss.
=650  \0$aSuperplasticizer.
=650  \0$aPortland cement$xTesting.
=650  \0$aCement paste.
=650  \0$aChemical compounds.
=650  \0$aTricalcium silicate.
=650  \0$aHydration.
=650  14$aCement paste.
=650  24$aConcrete.
=650  24$aSlump loss.
=650  24$aSetting time.
=650  24$aMechanical strength.
=650  24$aSuperplasticizer.
=650  24$aAlkali sulfates.
=650  24$aLow-alkali cement.
=700  1\$aKim, B-G,$eauthor.
=700  1\$aAïtcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10457J.htm

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=024  7\$a10.1520/CCA10458J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10458J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3692$223
=100  1\$aLiu, Z.,$eauthor.
=245  14$aThe Permeability of Cement Systems to Chloride Ingress and Related Test Methods /$cZ Liu, JJ Beaudoin.
=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$b38
=520  3\$aThe rapid chloride permeability test (AASHTO T277/ASTM C 1202) and other chloride permeability testing methods are critically reviewed. The basic concepts of concrete permeability and conductivity are also discussed. An attempt at clarification and resolution of some issues is made. A faster and simpler alternative testing method to the AASHTO T277/ASTM C 1202 based on the a-c impedance techniques is proposed. It provides at least an equivalent indication of the concrete permeability with respect to AASHTO T277/ASTM C 1202 and is without several shortcomings characteristic of the current methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aA-c impedance.
=650  \0$aConductivity.
=650  \0$aPermeability.
=650  \0$aRapid chloride permeability test.
=650  \0$aResistivity.
=650  \0$aTesting methods.
=650  \0$aConcrete$xPermeability$xTesting.
=650  \0$aChloride permeability.
=650  \0$aConcrete.
=650  14$aConcrete.
=650  24$aPermeability.
=650  24$aConductivity.
=650  24$aResistivity.
=650  24$aA-c impedance.
=650  24$aRapid chloride permeability test.
=650  24$aTesting methods.
=700  1\$aBeaudoin, JJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10458J.htm

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=024  7\$a10.1520/CCA10459J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10459J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.94$223
=100  1\$aOzol, MA.,$eauthor.
=245  10$aDelayed Ettringite Formation at Brewer Stadium, Boone, North Carolina /$cMA Ozol, W Strand.
=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$b3
=520  3\$aBrewer Stadium, Appalachian State University, Boone, NC, was constructed in 1962 using steam-cured precast lightweight concrete channel sections for the bleacher seats. Spalling of the bleachers was observed within a few years. By 1995, approximately 375 of 860 precast elements exhibited sufficiently severe cracking and delamination that reconstruction of the stadium was the most economical alternative.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aInternal sulfate attack.
=650  \0$aCement.
=650  \0$aConcrete$xChemistry.
=650  \0$aEttringite.
=650  \0$aSulfate attack mechanism.
=650  14$aEttringite.
=650  24$aDEF.
=650  24$aInternal sulfate attack.
=650  24$aSulfate attack mechanism.
=700  1\$aStrand, W.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10459J.htm

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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10460J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10460J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666.893$223
=100  1\$aLane, DS.,$eauthor.
=245  10$aIntroduction to the Symposium on Developments in Test Methods for Alkali-Silica Reaction /$cDS Lane, C Lobo.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$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 following papers in this issue were presented at an ASTM Committees C01 and C09 Symposium on Developments in Test Methods for Alkali-Silica Reaction held in December 1998 in Nashville. The symposium was organized at the suggestion of Leslie J. Struble, chairman of Subcommittee C09.26, Chemical Reactions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xTesting.
=650  \0$aSoil cement.
=700  1\$aLobo, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10460J.htm

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=024  7\$a10.1520/CCA10461J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10461J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA710.A1
=082  04$a625.1/22$223
=100  1\$aLivingston, RA.,$eauthor.
=245  10$aAutoradiographic Methods for Identifying Alkali-Silica Reaction Gel /$cRA Livingston, HC Aderhold, KC Hover, SV Hobbs, YT Cheng.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2000.
=300  \\$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$b13
=520  3\$aThe current method for identifying ASR gel uses ultraviolet fluorescence to image the distribution of a uranyl acetate stain that has a high affinity for the silica gel. However, UV fluorescence can also be produced by other minerals. As an alternative, methods based on imaging natural or activated radiation have been investigated. Potassium in the gel can be imaged by both the beta and gamma ray radiation of 40K. The storage photostimulable phosphor imager (SPP) system can have spatial resolution as fine as 50 μm and a dynamic range of >105. Digital images of 40 K distribution in actual concrete cores with K2O% <1% have been acquired with counting times on the order of 24 h. Similarly, using the conventional uranyl acetate stain approach, the distribution of uranium can be imaged by the natural radioactivity of its daughter products, using the SPP plates with counting times on the order of 7 days. Alternatively, the uranium can be imaged by inducing fission and using fission track detectors. Autoradiography can thus be used to survey concrete structures for areas of possible ASR. Further research is necessary to standardize the methods and to evaluate their performance relative to the conventional stain methods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silicate reaction.
=650  \0$aAutoradiography.
=650  \0$aConcrete.
=650  \0$aFission track.
=650  \0$aStorage phosphor plate.
=650  \0$aConcrete$xAnalysis.
=650  \0$aMaterials$xTesting.
=650  \0$aRadiography, Industrial.
=650  14$aAutoradiography.
=650  24$aConcrete.
=650  24$aAlkali-silicate reaction.
=650  24$aStorage phosphor plate.
=650  24$a40K.
=650  24$a238U.
=650  24$aFission track.
=700  1\$aAderhold, HC.,$eauthor.
=700  1\$aHover, KC.,$eauthor.
=700  1\$aHobbs, SV.,$eauthor.
=700  1\$aCheng, YT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10461J.htm

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=024  7\$a10.1520/CCA10462J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10462J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666.893$223
=100  1\$aLeming, ML.,$eauthor.
=245  10$aLimits on Alkali Content in Cement—Results from a Field Study /$cML Leming, BQ Nguyen.
=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$b4
=520  3\$aASTM C 150 has optional limits on the equivalent alkalies in portland cement expressed as %Na2O + 0.658 × %K2O), often referred to as “Na2Oeq” where alkali silica reactivity is a potential problem. The prescribed limit of 0.6% by mass of the cement, which was developed over 40 years ago, has been questioned as not being sufficiently restrictive in some circumstances.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reactivity.
=650  \0$aBridge.
=650  \0$aEquivalent alkali content.
=650  \0$aImage analysis.
=650  \0$aPhyllite.
=650  \0$aPortland cement.
=650  \0$aUranyl acetate.
=650  \0$aConcrete.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xTesting.
=650  \0$aSoil cement.
=650  14$aAlkali-silica reactivity.
=650  24$aBridge.
=650  24$aEquivalent alkali content.
=650  24$aImage analysis.
=650  24$aPhyllite.
=650  24$aPortland cement.
=650  24$aUranyl acetate.
=700  1\$aNguyen, BQ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10462J.htm

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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10463J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10463J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE716.L8
=082  04$a666.893$223
=100  1\$aStruble, LJ.,$eauthor.
=245  10$aProposed New Test Procedure for Measuring Alkali-Silica Expansion Produced by Hydraulic Cement /$cLJ Struble, C Pade.
=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$b17
=520  3\$aAlthough there are several standard tests for measuring alkali-silica expansion produced by an aggregate, there is only one test suitable for measuring expansion produced by the cementitious material (C 441, Standard Test Method for Effectiveness of Mineral Admixtures of Ground Blast-Furnace Slag in Preventing Excessive Expansion of Concrete Due to the Alkali-Silica Reaction). This mortar test uses Pyrex glass as the standard reactive aggregate. A new test has been developed to overcome these deficiencies. Also a mortar test, it utilizes Vycor glass rather than Pyrex glass and a procedure that does not produce condensation on the bars, which causes leaching of alkalies from the mortar. The test has recently been adopted by ASTM as a provisional standard to determine whether hydraulic cement produces deleterious expansion when combined with alkali-reactive aggregate in concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reaction.
=650  \0$aConcrete.
=650  \0$aExpansion.
=650  \0$aPortland cement.
=650  \0$aGranulated slag.
=650  \0$aMix design.
=650  \0$aHydraulic cement.
=650  \0$aSlag cement$xTesting.
=650  14$aAlkali-silica reaction.
=650  24$aPortland cement.
=650  24$aConcrete.
=650  24$aExpansion.
=650  24$aHydraulic cement.
=700  1\$aPade, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10463J.htm

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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10464J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10464J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a624.1/83$223
=100  1\$aPade, C.,$eauthor.
=245  10$aKinetics and Microstructural Changes Associated with Mortar Expansion /$cC Pade, LJ Struble.
=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$b15
=520  3\$aMortar expansion data have been fitted to various kinetic models. The expansion tests utilized several aggregates (Pyrex glass, Vycor glass, calcined flint, Spratt's aggregate, and Beltane opal) and cements with various alkali contents. A very good fit was observed using a model developed to describe autocatalytic chemical reactions, and a fairly good fit was observed using a model for topochemical reactions. Microstructural studies showed that the reaction of Pyrex and Vycor involved highly localized attack of the glass, while reaction of calcined flint was less localized and appeared to be associated with preexisting internal fractures. For all three aggregates, the mortar expansion appeared to be associated with expansion of individual aggregate particles.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reaction.
=650  \0$aConcrete.
=650  \0$aExpansion.
=650  \0$aHydraulic cement.
=650  \0$aKinetics.
=650  \0$aMicrostructure.
=650  \0$aPortland cement.
=650  \0$aAggregates (Building materials)
=650  \0$aCement composites$xFracture.
=650  \0$aConcrete$xExpansion and contraction.
=650  \0$aFracture mechanics.
=650  14$aAlkali-silica reaction.
=650  24$aPortland cement.
=650  24$aConcrete.
=650  24$aExpansion.
=650  24$aHydraulic cement.
=650  24$aKinetics.
=650  24$aMicrostructure.
=700  1\$aStruble, LJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10464J.htm

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=024  7\$a10.1520/CCA10465J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10465J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.8/5$223
=100  1\$aRivard, P.,$eauthor.
=245  10$aQuantitative Petrographic Technique for Concrete Damage Due to ASR :$bExperimental and Application /$cP Rivard, B Fournier, G Ballivy.
=264  \1$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$b10
=520  3\$aAn automatic petrographic test procedure for quantifying damage in concrete affected by alkali-silica reaction (ASR) is presented in this paper. A computer image analysis program was designed to quantify the degree of microcracking and the amount of silica gel resulting from ASR. The procedure involves the petrographic examination at a magnification of ×20 of polished concrete sections impregnated with fluorescent epoxy resin for cracking and uranyl acetate coated sections for the determination of their silica gel content. Also, the data were compared to the results obtained from a semi-quantitative petrographic method, i.e., the Damage Rating Index commonly used in Canada for evaluating the condition of concrete affected by ASR.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reaction.
=650  \0$aConcrete.
=650  \0$aDam.
=650  \0$aImage analysis.
=650  \0$aMicrocracking.
=650  \0$aPotsdom sandstone.
=650  \0$aSpratt lsimestone.
=650  \0$aAsphalt concrete.
=650  \0$aAsphalt emulsion mixtures.
=650  \0$aBituminous pavements.
=650  \0$aBituminous aggregates.
=650  \0$aMoisture damage.
=650  14$aAlkali-silica reaction.
=650  24$aImage analysis.
=650  24$aConcrete.
=650  24$aMicrocracking.
=650  24$aDam.
=650  24$aPotsdom sandstone.
=650  24$aSpratt lsimestone.
=700  1\$aFournier, B.,$eauthor.
=700  1\$aBallivy, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10465J.htm

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=024  7\$a10.1520/CCA10466J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10466J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA417.2
=082  04$a620.1/127$223
=100  1\$aFerraris, C.,$eauthor.
=245  10$aInfluence of Silica Fume on the Stresses Generated by Alkali-Silica Reaction /$cC Ferraris, E Garboczi, P Stutzman, J Winpigler, J Clifton.
=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$b15
=520  3\$aPresent test methods for determining the suitability of a given combination of cement and aggregates with respect to the potential for alkali-silica reaction (ASR) are based on the measurement of the expansion of the concrete/mortar under prescribed conditions. The scope of this study was to determine the influence of the addition of silica fume as a cement replacement on the stresses generated by the specimen, a parameter that could be useful for the engineer. Cylindrical specimens were placed in a frame equipped with a load cell that fixed the axial strain at approximately zero and measured the axial stress generated over time. A replacement of cement by silica fume at a dosage of 15% by mass for two different w/c ratios led to a significant decrease of the measured stress. SEM observations helped to provide a tentative explanation for the stress and expansion reduction mechanisms with the addition of silica fume.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reaction.
=650  \0$aMortar.
=650  \0$aStress measurements.
=650  \0$aStress relaxation.
=650  \0$aCement$xAdditives.
=650  \0$aMortar$xAdditives.
=650  \0$aSilica fume.
=650  14$aAlkali-silica reaction.
=650  24$aMortar.
=650  24$aSilica fume.
=650  24$aStress measurements.
=650  24$aStress relaxation.
=700  1\$aGarboczi, E.,$eauthor.
=700  1\$aStutzman, P.,$eauthor.
=700  1\$aWinpigler, J.,$eauthor.
=700  1\$aClifton, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10466J.htm

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=024  7\$a10.1520/CCA10467J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10467J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/30426$223
=100  1\$aKolluru, SV.,$eauthor.
=245  10$aDetermining Elastic Properties of Concrete Using Vibrational Resonance Frequencies of Standard Test Cylinders /$cSV Kolluru, JS Popovics, SP Shah.
=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$b17
=520  3\$aA technique for determining the elastic material constants of a concrete test cylinder from longitudinal resonance frequencies is proposed in this paper. The proposed technique permits calculation of both the material constants (E and μ) from one relatively simple measurement. The formulation is based on an accurate three-dimensional vibration analysis of intermediate length cylinders using the Rayleigh-Ritz method. First, the test procedure is described and an illustrative example is given. The accuracy of the method is then verified through tests on steel and aluminum cylinders. Test results from concrete cylinders are then presented. A favorable comparison between the values of the elastic modulus predicted by the proposed technique, the standard ASTM test procedure and direct mechanical measurement is shown.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aCylinder.
=650  \0$aElastic constants.
=650  \0$aModulus.
=650  \0$aResonance.
=650  \0$aVibration.
=650  \0$aFracture mechanics.
=650  \0$aElastic analysis (Engineering)
=650  \0$aConcrete$xFracture.
=650  14$aConcrete.
=650  24$aResonance.
=650  24$aVibration.
=650  24$aCylinder.
=650  24$aModulus.
=650  24$aElastic constants.
=700  1\$aPopovics, JS.,$eauthor.
=700  1\$aShah, SP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10467J.htm

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=024  7\$a10.1520/CCA10468J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10468J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893/028$223
=100  1\$aMarusin, SL.,$eauthor.
=245  10$aAlkali-Silica Reaction in Concrete Caused by Densified Silica Fume Lumps :$bA Case Study /$cSL Marusin, LB Shotwell.
=264  \1$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$b29
=520  3\$aPetrographic and scanning electron microscopy (SEM) studies of a lightweight aggregate concrete exhibiting severe cracking indicate that a relatively large, nonuniformly distributed and densified formation (lumps) of silica fume (SF) may have substantially contributed to the mechanism of concrete deterioration. The lumps of SF (from 100 to 800 μm in size) were observed to react in a manner similar to reactive aggregates with cement alkalies to form silica gel. Such an alkali-silica reaction (ASR) is often associated with an expansion that leads to cracking of concrete. The poor dispersion of SF also increases the effective water to cement-plus- pozzolan ratio of portions of the concrete, possibly contributing to drying shrinkage cracks. The early drying shrinkage cracks may have led to increased water penetration and subsequent ASR.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reaction.
=650  \0$aCracking.
=650  \0$aDrying shrinkage.
=650  \0$aExpansion.
=650  \0$aLightweight aggregate concrete.
=650  \0$aConcrete$xAdditives.
=650  \0$aFly ash.
=650  \0$aIndustrial minerals.
=650  \0$aSilica fume.
=650  14$aLightweight aggregate concrete.
=650  24$aSilica fume.
=650  24$aAlkali-silica reaction.
=650  24$aCracking.
=650  24$aExpansion.
=650  24$aDrying shrinkage.
=700  1\$aShotwell, LB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10468J.htm

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=024  7\$a10.1520/CCA10469J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10469J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE200
=082  04$a625.8/4$223
=100  1\$aAbel, JD.,$eauthor.
=245  10$aField Study of the Setting Behavior of Fresh Concrete /$cJD Abel, KC Hover.
=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$b2
=520  3\$aA simple test is introduced for monitoring setting behavior of concrete in the field. The method was inspired by the ASTM C 403 penetration resistance method for mortar setting time, coupled with the recommendation of ACI Committee 302 (Concrete Floors) that bull-floated flatwork surfaces are ready for subsequent finishing operations when a worker standing on the fresh concrete leaves a boot print about 6 mm (¼ in.) deep. In the proposed test a penetrometer probe was fabricated with a contact area approximately equal to the contact area under an adult-sized work boot. Setting is monitored by measuring the pressure required to embed the probe into the concrete surface to a depth of 6 mm (¼ in.). The method was used during construction of a pedestrian mall, and the results provide insight into the nature and variability of the setting behavior of concrete, and on the relationship between setting of concrete and the setting of mortar.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete finishing.
=650  \0$aFinal set.
=650  \0$aInitial set.
=650  \0$aConcrete.
=650  \0$aCracking.
=650  \0$aPortland cement concrete.
=650  \0$aSetting (Concrete)
=650  \0$aSetting time.
=650  14$aConcrete finishing.
=650  24$aInitial set.
=650  24$aFinal set.
=650  24$aSetting time.
=700  1\$aHover, KC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10469J.htm

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=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10470J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10470J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a624.1/834$223
=100  1\$aIssa, SA.,$eauthor.
=245  10$aSpecimen and Aggregate Size Effect on Concrete Compressive Strength /$cSA Issa, MdS Islam, MA Issa, AA Yousif, MA Issa.
=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$b14
=520  3\$aTest results obtained on the effect of specimen size and aggregate size on concrete compressive strength and modulus of elasticity are presented. The concrete was prepared using 4.75, 9.5, 19.0, 37.5, and 75-mm nominal maximum size aggregate. Over 600 cylinders were cast and tested for concrete compressive strength and modulus of elasticity. Four different sizes of plastic cylinder molds were used: 150 by 300 mm, 100 by 200 mm, 75 by 150 mm, and 50 by 100 mm. The testing was carried out in accordance with ASTM standards for concrete compressive strength (ASTM 39) and modulus of elasticity (ASTM C 469)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aCylinder size.
=650  \0$aModulus of elasticity.
=650  \0$aNominal maximum aggregate size.
=650  \0$aSimilarity.
=650  \0$aSize effect.
=650  \0$aStrength ratio.
=650  \0$aWall effect.
=650  \0$aLightweight aggregate concrete.
=650  \0$aCompressive strength.
=650  \0$aShrinkage.
=650  \0$aPermeability.
=650  14$aCompressive strength.
=650  24$aCylinder size.
=650  24$aNominal maximum aggregate size.
=650  24$aModulus of elasticity.
=650  24$aSimilarity.
=650  24$aSize effect.
=650  24$aStrength ratio.
=650  24$aWall effect.
=700  1\$aIslam, MdS,$eauthor.
=700  1\$aIssa, MA.,$eauthor.
=700  1\$aYousif, AA.,$eauthor.
=700  1\$aIssa, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10470J.htm

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=024  7\$a10.1520/CCA10471J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10471J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA413
=082  04$a625.8$223
=100  1\$aIssa, MA.,$eauthor.
=245  10$aModified Washington Hydraulic Fracture Test to Determine D-Cracking Susceptible Aggregate /$cMA Issa, MA Issa, M Bendok.
=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$b18
=520  3\$aIn the Strategic Highway Research Program (SHRP) a test method for identifying D-cracking susceptible aggregates in approximately eight days was developed to replace the widely used but time-consuming rapid freezing-and-thawing test using ASTM C 666 test methods. The basic assumption in this new method is that the hydraulic pressure expected in concrete aggregates during freezing and thawing can be simulated by subjecting aggregates, submerged in water, to high pressures and the extreme rapid release of the pressure. The percent fracture, percent mass loss, and hydraulic fracture index are the parameters calculated as a result of the test, which is commonly called the Washington Hydraulic Fracture Test (WHFT). A number of states have conducted tests using this apparatus on the same aggregate source and have found a scatter in the results. These reports prompted research on a newer modified apparatus that accounts for this variability by allowing for a larger specimen and/or sample size and also introducing a computer interface. The WHFT 97 is completely automated in terms of controlling the testing procedure for each respective ten cycles of operation, and requires minimal manual labor.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aD-cracking.
=650  \0$aHydraulic fracture.
=650  \0$aAggregate tests.
=650  \0$aAir voids.
=650  \0$aCorrelation analysis.
=650  \0$aD cracking.
=650  \0$aDurability.
=650  14$aHydraulic fracture.
=650  24$aD-cracking.
=650  24$aAggregate.
=700  1\$aIssa, MA.,$eauthor.
=700  1\$aBendok, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10471J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2000\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10472J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10472J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aT1A18
=082  04$a669.142$223
=100  1\$aFeng, NQ.,$eauthor.
=245  10$aProperties of Concrete with Ground Ultrafine Phosphorus Slag /$cNQ Feng, YX Shi, JT Ding.
=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$b7
=520  3\$aUltrafine phosphorus slag (UFPS) with surface area greater than 6000 cm2/g is a vitreous powder similar to granulated blast-furnace slag (GBFS). The comparative investigation of UFPS and GBFS in this paper showed that UFPS could improve the fluidity, strength, and durability of concrete at partial replacement of cement. With 275 kg/m3 compound UFPS, 27 5 kg/m3 Grade 525# ordinary portland cement, 0.26 water-binder ratio, and 9.7 kg/m3 high-range water-reducing admixture (HRWRA), a concrete had been prepared with a slump of 240 mm, 28-day compressive strength 101 MPa, and a diffusion coefficient of Cl about one third lower than that of the control portland cement concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChloride diffusion coefficient.
=650  \0$aFluidity.
=650  \0$aPowder effect.
=650  \0$aStrength.
=650  \0$aUltrafine phosphorus slag.
=650  \0$aPhosphorus.
=650  \0$aSlag.
=650  \0$aConcrete.
=650  14$aUltrafine phosphorus slag.
=650  24$aPowder effect.
=650  24$aFluidity.
=650  24$aStrength.
=650  24$aConcrete.
=650  24$aChloride diffusion coefficient.
=700  1\$aShi, YX.,$eauthor.
=700  1\$aDing, JT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10472J.htm

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=024  7\$a10.1520/CCA10473J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10473J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/35$223
=100  1\$aPicka, JD.,$eauthor.
=245  10$aQuantitative Description of Coarse Aggregate Volume Fraction Gradients /$cJD Picka, SS Jaiswal, T Igusa, AF Karr, SP Shah.
=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$b24
=520  3\$aWithin any cast cylinder of concrete, the coarse aggregate will tend to be inhomogeneously distributed. This variability may arise as a result of segregation caused by gravity or as a result of the wall effect that is caused by the inability of the aggregate to penetrate the walls of the mold. Using methods from image analysis, stereology, and statistics, local estimates of aggregate inhomogeniety are defined that quantify phenomena that have been qualitatively described in the past. These methods involve modification of the two-dimensional images to prepare them for analysis, as well as simple diagnostic statistics for determining the presence of a wall effect. While the techniques presented herein are developed specifically for cast cylinders, they can be generalized to other cast or cored concrete specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aImage analysis.
=650  \0$aSegregation.
=650  \0$aStatistics.
=650  \0$aStereology.
=650  \0$aWall effect.
=650  \0$aRoad construction.
=650  \0$aCoarse aggregates.
=650  14$aAggregate.
=650  24$aImage analysis.
=650  24$aSegregation.
=650  24$aStatistics.
=650  24$aStereology.
=650  24$aWall effect.
=700  1\$aJaiswal, SS.,$eauthor.
=700  1\$aIgusa, T.,$eauthor.
=700  1\$aKarr, AF.,$eauthor.
=700  1\$aShah, SP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10473J.htm

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=024  7\$a10.1520/CCA10474J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10474J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666.893$223
=100  1\$aJohnston, D.,$eauthor.
=245  12$aA Kinetic-Based Method for Interpreting ASTM C 1260 /$cD Johnston, D Stokes, R Surdahl.
=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$b5
=520  3\$aA proposed kinetic-based method for interpreting ASTM C 1260 test results is introduced that appears capable of overcoming some of the shortcomings currently encountered using a percent expansion criterion for defining potentially reactive aggregate. The method is based on nucleation and growth or phase transformation reaction kinetics where the percent expansion is exponentially related to a power of time. Solving the logarithmic form of the kinetic equation by a least-squares fit yields two parameters, lnk and M, where lnk is the intercept and M is the slope of the regression line, which can be used to determine potential reactivity. A plot of M versus lnk yields two separate domains—one containing reactive aggregate and one containing innocuous aggregate. Values of lnk < -6 are associated with innocuous aggregate. The method successfully differentiated between several reactive aggregates with 14-day expansions of less than 0.1% as reactive and indicated that one aggregate with a 14-day expansion of 0.278% was innocuous. The method also appears promising with regard to determining effective levels of pozzolans and other admixtures for mitigation of ASR reactive aggregate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aNucleation.
=650  \0$aPozzolans.
=650  \0$aConcrete.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xTesting.
=650  \0$aSoil cement.
=650  14$aAggregate.
=650  24$aPozzolans.
=650  24$aNucleation.
=700  1\$aStokes, D.,$eauthor.
=700  1\$aSurdahl, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10474J.htm

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=024  7\$a10.1520/CCA10475J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10475J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a66/.893$223
=100  1\$aRangaraju, PR.,$eauthor.
=245  10$aEvaluation of the Potential of Densified Silica Fume to Cause Alkali-Silica Reaction in Cementitious Matrices Using a Modified ASTM C 1260 Test Procedure /$cPR Rangaraju, J Olek.
=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$b25
=520  3\$aNumerous research and field studies in the past have shown the ability of silica fume to improve the mechanical and durability properties of concrete. Despite these beneficial effects, some recent studies have raised concerns about the dispersibility of a few commercial dry densified silica fumes and the potential for development of alkali-silica reaction associated with the presence of undispersed agglomerates of silica fume in cement matrices.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAgglomerate.
=650  \0$aAlkali-silica reaction (ASR)
=650  \0$aDensified silica fume.
=650  \0$aDispersion.
=650  \0$aExpansion.
=650  \0$aPortland cement.
=650  \0$aConcrete$xAdditives.
=650  \0$aSilica fume.
=650  14$aAlkali-silica reaction (ASR)
=650  24$aASTM C 1260.
=650  24$aAgglomerate.
=650  24$aDensified silica fume.
=650  24$aDispersion.
=650  24$aExpansion.
=650  24$aSilica fume.
=700  1\$aOlek, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10475J.htm

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=024  7\$a10.1520/CCA10476J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10476J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.94$223
=100  1\$aHime, WG.,$eauthor.
=245  10$aChemical and Petrographic Analyses and ASTM Test Procedures for the Study of Delayed Ettringite Formation /$cWG Hime, SL Marusin, ZT Jugovic, RA Martinek, RA Cechner, LA Backus.
=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$b14
=520  3\$aAlthough many papers have been written on case studies of incidences of delayed ettringite formation (DEF), few demonstrate a careful study of the methods of analyses for the presence and concentration of the ettringite that has formed. In addition, possibly only one suggests a method to determine potential future development of destructive ettringite.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reaction.
=650  \0$aDelayed ettringite formation.
=650  \0$aDifferential thermal analysis.
=650  \0$aPetrography.
=650  \0$aScanning electron microscopy.
=650  \0$aX-ray diffractometry.
=650  \0$aCement.
=650  \0$aConcrete$xChemistry.
=650  \0$aEttringite.
=650  14$aAlkali-silica reaction.
=650  24$aASTM standards.
=650  24$aDelayed ettringite formation.
=650  24$aDifferential thermal analysis.
=650  24$aEttringite.
=650  24$aPetrography.
=650  24$aScanning electron microscopy.
=650  24$aX-ray diffractometry.
=700  1\$aMarusin, SL.,$eauthor.
=700  1\$aJugovic, ZT.,$eauthor.
=700  1\$aMartinek, RA.,$eauthor.
=700  1\$aCechner, RA.,$eauthor.
=700  1\$aBackus, LA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10476J.htm

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=024  7\$a10.1520/CCA10477J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10477J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3623$223
=100  1\$aDay, RL.,$eauthor.
=245  10$aDevelopment of Performance Tests for Sulfate Attack on Cementitious Systems /$cRL Day.
=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$b13
=520  3\$aDelayed ettringite formation (DEF) is only one of a number of chemical and physical attack mechanisms related to the presence of sulfur-based compounds existing within the microstructure of concrete. Identification of the various “sulfate” attack mechanisms, both internal and external, is important to guide the development of appropriate performance-based test methods. Such test methods must also recognize and account for the fact that real deterioration processes in concrete often involve a combination of mechanisms; sulfate attack, for example, is often found in combination with other attack mechanisms, such as alkali-aggregate reaction or freezing and thawing. Thus, future tests or suites of tests should be designed to account for acceleration of deterioration that results from the synergy between attack mechanisms. It is suggested that a holistic approach—similar to that proposed by Mehta—whereby the effect of (a) combinations of raw materials and (b) combinations of environmental influences should play a central role in the development of new standards.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPerformance standards.
=650  \0$aSulfate attack.
=650  \0$aTesting.
=650  \0$aConcrete$xDeterioration.
=650  \0$aSulfate-resistant concrete.
=650  14$aSulfate attack.
=650  24$aTesting.
=650  24$aASTM standards.
=650  24$aPerformance standards.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 22, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2000$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10477J.htm

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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10478J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10478J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3692$223
=100  1\$aBarger, GS.,$eauthor.
=245  10$aProduction and Use of Calcined Natural Pozzolans in Concrete /$cGS Barger, ER Hansen, MR Wood, T Neary, DJ Beech, D Jaquier.
=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$b6
=520  3\$aThe goal of producing concrete that provides longterm durability with regard to properties such as improved sulfate resistance and reduced susceptibility to alkali-silica reactions (ASR) has led to the development of several high-performance materials. While the use of fly ashes and ground granulated blast-furnace slags (GGBFS) in concrete is gaining acceptance in various applications, the mineralogical composition of such byproduct materials cannot be as easily controlled as a manufactured pozzolan. Since 1993, Ash Grove has developed and directed the manufacture of pozzolans to improve concrete durability, while avoiding the potential problems of byproduct pozzolan availability and uniformity. Processing of these performance-enhancing pozzolans is accomplished by thermally treating and converting crystalline clay materials to amorphous alumino silicates. These pozzolans can be interground with portland cement clinker and gypsum to produce a Type IP blended cement or they can be ground separately as mineral admixtures for concrete. These two products are produced under the specification requirements of ASTM C 1157 or ASTM C 595 for hydraulic cements and ASTM C 618 for mineral admixtures, respectively. In ASTM C 618, the classification for raw or calcined natural pozzolans is Class N. The data contained in this paper describe some of the choices that are available to manufacturers of blended hydraulic cements to “engineer” into the cementitious system the desired properties for concrete such as improved sulfate resistance, reduced permeability, and the ability to strongly mitigate ASR.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlended cements.
=650  \0$aCalcined clays.
=650  \0$aMetakaolin.
=650  \0$aPermeability.
=650  \0$aPozzolans.
=650  \0$aSulfate resistance.
=650  \0$aConcrete$xPermeability$xTesting.
=650  \0$aChloride permeability.
=650  \0$aConcrete.
=650  \0$aAlkali-silica reaction.
=650  14$aAlkali-silica reaction.
=650  24$aBlended cements.
=650  24$aCalcined clays.
=650  24$aMetakaolin.
=650  24$aPermeability.
=650  24$aPozzolans.
=650  24$aSulfate resistance.
=700  1\$aHansen, ER.,$eauthor.
=700  1\$aWood, MR.,$eauthor.
=700  1\$aNeary, T.,$eauthor.
=700  1\$aBeech, DJ.,$eauthor.
=700  1\$aJaquier, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10478J.htm

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=024  7\$a10.1520/CCA10479J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10479J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aNA4125
=082  04$a721.044/5$223
=100  1\$aNataraja, MC.,$eauthor.
=245  10$aProportioning Concrete Mixes with Quarry Wastes /$cMC Nataraja, TS Nagaraj, A Reddy.
=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$b12
=520  3\$aAn integral part of concrete mix proportioning is the preparation of trial mixes and making adjustments to such trials striking a balance between the requirements of placement, strength, and durability. When coarse aggregate characteristic strength is lower than the levels of strength of the concrete desired, different methods, viz., British, ACI, and the country's standard code, cannot be used directly. In this paper a generalized method is advanced to proportion concrete using quarry wastes, namely, cuddapah and marble in concrete, as coarse aggregate. Concrete is regarded as a composite of cement mortar matrix and coarse aggregate. The basic principle of the method is to assess the characteristic strength of coarse aggregate from compressive strength data of concrete failed by aggregate fracture and from that characteristic strength to assess the cement mortar strength required so as to ensure the development of the required strength of concrete. To arrive at the exact water-cement ratio of mortar matrix, the generalized Abrams' law is used.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExploiting waste for concrete.
=650  \0$aQuarry waste.
=650  \0$aStructural concrete.
=650  \0$aArchitecture$xComposition, proportion, etc.
=650  \0$aReinforced concrete construction.
=650  \0$aConcrete construction.
=650  14$aExploiting waste for concrete.
=650  24$aStructural concrete.
=650  24$aQuarry waste.
=650  24$aMortar matrix—coarse aggregate concrete composite.
=700  1\$aNagaraj, TS.,$eauthor.
=700  1\$aReddy, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10479J.htm

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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10480J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10480J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE200
=082  04$a625.8/4$223
=100  1\$aStruble, L.,$eauthor.
=245  10$aSetting of Cement and Concrete /$cL Struble, TY Kim, H Zhang.
=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$b13
=520  3\$aThe standard test for setting of cement provides little understanding of how the cement behaves in concrete. Setting is measured for both cement and concrete using penetration resistance, but the standard tests for these two materials are quite different. With cement, the penetration is usually measured using the Vicat needle; with concrete, the penetration is measured using a series of Proctor needles, which vary in diameter. There is no theory to relate the tests to one another, although data are presented showing empirical relationships between the Vicat and the Proctor measurements. These tests utilize quite different samples: the Vicat test utilizes cement paste, and the Proctor test utilizes mortar extracted from concrete. The Vicat test utilizes a very stiff paste with a very low water-to-cement ratio, and the water-to-cement ratio is seen to have a substantial effect on the way cement paste stiffens. However, it is shown here that fluid pastes, more representative of paste in ordinary concrete, can be tested using either the Vicat or the Proctor. Setting may be studied using rheology, and a dynamic rheology test has been developed in our laboratory. This test provides similar results as the standard setting tests, but does not allow measurement of initial or final set. Based on these results, modifications in the cement test are proposed to improve the correlation with concrete setting, and advantages of a rheology-based definition of set are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aSetting of cement.
=650  \0$aPortland cement concrete.
=650  \0$aSetting (Concrete)
=650  \0$aConcrete$xAdditives$xTesting.
=650  \0$aCement.
=650  14$aCement.
=650  24$aConcrete.
=650  24$aSetting of cement.
=700  1\$aKim, TY.,$eauthor.
=700  1\$aZhang, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10480J.htm

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=024  7\$a10.1520/CCA10481J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10481J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE716.L8
=082  04$a666.893$223
=100  1\$aStruble, LJ.,$eauthor.
=245  10$aCase Study in Performance Testing of Hydraulic Cement /$cLJ Struble, PC Taylor, JT Conway.
=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.
=520  3\$aA testing program has been initiated to measure and compare the performance in concrete of two hydraulic cements. Both meet the prescriptive specification for portland cement; one cement is a mixture of 98% portland cement and 2% slag, and the other is a similar portland cement with no slag. The program compares their performance in a broad range of standard mortar and concrete tests. Mixes include both chemical admixtures (an air-entraining agent and a water reducer) and mineral admixtures (ground, granulated blast furnace slag, and Class F and Class C fly ashes). The preliminary results show only minor differences in performance between the two cements. An important conclusion of this presentation is that a standard protocol is needed for measuring performance of cement in concrete. The testing program we used is quite broad and includes several tests that are not part of the performance specification for hydraulic cement. Many of the standard tests for hydraulic cement provide quality tests for use in cement production, but do not assure that the cement will perform properly in concrete. A standard protocol would include a range of tests that assure performance of cement in concrete, would include other concrete materials (aggregates, chemical admixtures, and mineral admixtures), and would reduce the number of tests required to assure performance of a new cementitious material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAddition.
=650  \0$aPerformance testing.
=650  \0$aSlag.
=650  \0$aGranulated slag.
=650  \0$aMix design.
=650  \0$aHydraulic cement.
=650  \0$aSlag cement$xTesting.
=650  14$aAddition.
=650  24$aHydraulic cement.
=650  24$aPerformance testing.
=650  24$aSlag.
=700  1\$aTaylor, PC.,$eauthor.
=700  1\$aConway, JT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10481J.htm

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=024  7\$a10.1520/CCA10482J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10482J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/35$223
=100  1\$aLecomte, A.,$eauthor.
=245  10$aAnalysis of the Granular Structures of Aggregates Using Solid Volume Measurement of Elementary Fractions /$cA Lecomte, JM Mechling.
=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$b17
=520  3\$aThis article deals with the measurement of the solid volumes and hence the packing density of elementary fractions of aggregates, a parameter used in modern methods for the optimization of granular mixtures. After reviewing methods for measuring solid volumes, two examples are presented to illustrate the relevance of the proposed method in elucidating the internal structures of aggregates, their morphological properties, and the state of the surfaces of their grains. The solid volumes data not only enhance standard characterization of aggregates but also underline the need to closely relate aggregate identification data with the geological history of the site where aggregates are extracted.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aConcrete.
=650  \0$aGeological texture.
=650  \0$aGrain properties.
=650  \0$aGrain.
=650  \0$aGranular mixtures.
=650  \0$aPacking density or solid volume.
=650  \0$aStandard characterization.
=650  \0$aAggregate gradation.
=650  \0$aConcrete durability.
=650  \0$aCoarse aggregates.
=650  \0$aPacking density.
=650  14$aPacking density or solid volume.
=650  24$aAggregate.
=650  24$aGrain.
=650  24$aGranular mixtures.
=650  24$aGrain properties.
=650  24$aStandard characterization.
=650  24$aGeological texture.
=650  24$aConcrete.
=700  1\$aMechling, JM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10482J.htm

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=024  7\$a10.1520/CCA10483J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10483J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666/.893$223
=100  1\$aJohnston, CD.,$eauthor.
=245  00$aChemical Admixtures for Concrete /$cCD Johnston.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2001.
=300  \\$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$aAdmixtures.
=650  \0$aChemical Admixtures.
=650  \0$aConcrete.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10483J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10484J
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=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10484J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10484J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/35$223
=100  1\$aGeiker, MR.,$eauthor.
=245  10$aOn the Effect of Coarse Aggregate Fraction and Shape on the Rheological Properties of Self-Compacting Concrete /$cMR Geiker, M Brandl, LN Thrane, LF Nielsen.
=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$b6
=520  3\$aRheological measurements have been undertaken to illustrate the applicability on fresh self-compacting concrete of a model for the relative viscosity and yield stress of suspensions. The model is based on linear viscoelasticity and classical theory for composite materials and it takes into account the amount, shape (aspect ratio of ellipsoids), and maximum packing density of the particles (here aggregates), as well as the rheological properties of the matrix (here mortar). Self-compacting concretes made from different types of coarse aggregates: spheres (glass beads), sea dredged, crushed, and a mix of sea dredged and crushed aggregates, have been tested in a coaxial cylinder concrete rheometer (BML). The investigations indicate that the aspect ratio, angularity, and surface texture of aggregates affect the viscosity and yield stress. The magnitude of these effects depends on the property in question, viscosity and yield stress.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse aggregate.
=650  \0$aModelling.
=650  \0$aRheological properties.
=650  \0$aSelf-compacting concrete.
=650  \0$aViscosity.
=650  \0$aYield stress.
=650  \0$aAggregate gradation.
=650  \0$aCoarse aggregates.
=650  14$aSelf-compacting concrete.
=650  24$aRheological properties.
=650  24$aModelling.
=650  24$aCoarse aggregate.
=650  24$aViscosity.
=650  24$aYield stress.
=700  1\$aBrandl, M.,$eauthor.
=700  1\$aThrane, LN.,$eauthor.
=700  1\$aNielsen, LF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10484J.htm

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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10485J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10485J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a380.5$223
=100  1\$aAl-Jabri, K.,$eauthor.
=245  10$aUse of Copper Slag and Cement By-Pass Dust as Cementitious Materials /$cK Al-Jabri, R Taha, M Al-Ghassani.
=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$b13
=520  3\$aCopper slag (CS) and cement by-pass dust (CBPD) are by-products of the production of copper and cement, respectively. In the Sultanate of Oman, large quantities of copper slag (60,000 tons/year) and cement by-pass dust (25,000 tons/year) are produced every year, most of which is not effectively utilized and disposed on-site without any reuse. The main objective of this research is to investigate the potential use of copper slag and cement by-pass dust in concrete as partial replacements for Portland cement. The physical and chemical properties of both slag and cement by-pass dust were determined. Mortar samples were prepared using different proportions of slag, cement by-pass dust and lime, which was used as an activating material. Proportions up to 15% of Portland cement replacement were used. In addition, a control mixture containing 100% Portland cement was prepared for comparison. Results obtained indicated that the increase in the proportions of copper slag and cement by-pass dust alone resulted in a decrease in the compressive strength of mortars compared with the control mix. The highest compressive strength was achieved in samples containing 5% CBPD + 95% cement, which was 41.7 MPa after 90 days. The optimum copper slag and cement by-pass dust to be used is 5%. In addition, it was determined that using cement bypass dust as an activating material will work better than using lime. Additional studies should investigate the strength and durability when copper slag and cement by-pass dust are used in concrete mixes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aActivating agent.
=650  \0$aCement bypass dust.
=650  \0$aCement kiln dust.
=650  \0$aCementitious materials.
=650  \0$aConcrete.
=650  \0$aCopper slag.
=650  \0$aLime.
=650  \0$aMortar.
=650  \0$aWaste materials.
=650  \0$aCement.
=650  \0$aCopper slag.
=650  \0$aFly ash.
=650  14$aMortar.
=650  24$aWaste materials.
=650  24$aCopper slag.
=650  24$aCement bypass dust.
=650  24$aCement kiln dust.
=650  24$aLime.
=650  24$aCementitious materials.
=650  24$aActivating agent.
=650  24$aConcrete.
=700  1\$aTaha, R.,$eauthor.
=700  1\$aAl-Ghassani, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10485J.htm

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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10486J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10486J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666.893$223
=100  1\$aBerube, M-A,$eauthor.
=245  10$aLaboratory Assessment of the Potential Rate of ASR Expansion of Field Concrete /$cM-A Berube, J Frenette, A Pedneault, M Rivest.
=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$b13
=520  3\$aIn-situ monitoring of concrete deformations and movements is the best way to assess the current expansion of concrete members affected by alkali-silica reactivity (ASR). However, laboratory tests on cores are less expensive and more rapid, and are commonly used to assess the potential for further expansion due to ASR. The risk of expansion and damage due to ASR can be reasonably assessed in the laboratory from: (1), the inherent expansivity of the concrete under study, which is determined by testing core samples in air at 100% RH and 38°C; (2), the residual absolute reactivity of the aggregates present in the concrete under study, which can be determined by testing core samples in 1N NaOH solution at 38°C or, even better for coarse aggregates, by testing aggregates extracted from cores through the concrete prism test CSA A23.2-14A or ASTM C 1293; (3), the amount of alkalies that are still active in the concrete, i.e. in the pore solution, which is estimated by a hot-water extraction method on ground concrete, and (4), humidity, (5), temperature, and (6), stress conditions (confinement, reinforcement, pretensioning, postensioning) in service. The individual risk indices corresponding to each of the above parameters are combined to determine the potential rate of ASR expansion of concrete members in service, either already affected by ASR or not.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-aggregate reaction.
=650  \0$aAlkali-silica reaction.
=650  \0$aConcrete cores.
=650  \0$aExpansion tests.
=650  \0$aHumidity.
=650  \0$aPrognosis.
=650  \0$aSoluble alkali content.
=650  \0$aStress conditions.
=650  \0$aTemperature.
=650  \0$aConcrete.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xTesting.
=650  14$aAlkali-aggregate reaction.
=650  24$aAlkali-silica reaction.
=650  24$aConcrete cores.
=650  24$aExpansion tests.
=650  24$aHumidity.
=650  24$aPrognosis.
=650  24$aSoluble alkali content.
=650  24$aStress conditions.
=650  24$aTemperature.
=700  1\$aFrenette, J.,$eauthor.
=700  1\$aPedneault, A.,$eauthor.
=700  1\$aRivest, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10486J.htm

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=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10487J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10487J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA434
=082  04$a620.1/35$223
=100  1\$aNokken, MR.,$eauthor.
=245  10$aDependence of Rate of Absorption on Degree of Saturation of Concrete /$cMR Nokken, RD Hooton.
=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$b13
=520  3\$aSorption is a term used for water ingress into pores under unsaturated conditions due to capillary suction. Sorptivity testing has been used as a measure of the ability of concrete to absorb water. Sorptivity tests were conducted on three concrete mixtures, which had been preconditioned to various initial moisture contents. Results show that the sorptivity is dependent on initial water content as well as the water to cement ratio of concrete. A linear trend was found relating normalized sorptivity values to degree of saturation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aRate of absorption.
=650  \0$aSaturation.
=650  \0$aSorptivity.
=650  \0$aAdsorption.
=650  \0$aCement.
=650  \0$aConcrete.
=650  14$aRate of absorption.
=650  24$aSorptivity.
=650  24$aSaturation.
=650  24$aConcrete.
=700  1\$aHooton, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10487J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10488J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10488J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10488J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP881
=082  04$a666.43$223
=100  1\$aKumar, R.,$eauthor.
=245  13$aAn Experimental Study on Potential of Cement Kiln Dust in Stabilization of Fly Ash /$cR Kumar, VK Kanaujia, A Ranjan.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2002.
=300  \\$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$b13
=520  3\$aThis study investigates the feasibility of using two waste materials i.e., Cement kiln dust (CKD) and Fly Ash (FA) together in the construction of highway embankment/road works. In this work, fly ash was stabilized with different proportions of CKD and the potential of CKD in stabilizing fly ash was investigated. The experimental results conclude that CKD can be successfully used for stabilization of fly ash and hence the stabilized fly ash can be used in bulk in the construction of highways embankments/road works.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement kiln dust.
=650  \0$aEmbankment.
=650  \0$aPotential.
=650  \0$aStabilized.
=650  \0$aCement kilns.
=650  \0$aFly ash.
=650  14$aCement kiln dust.
=650  24$aFly ash.
=650  24$aEmbankment.
=650  24$aStabilized.
=650  24$aPotential.
=700  1\$aKanaujia, VK.,$eauthor.
=700  1\$aRanjan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10488J.htm

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=024  7\$a10.1520/CCA10489J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10489J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666.893$223
=100  1\$aBérubé, M-A,$eauthor.
=245  10$aMeasurement of the Alkali Content of Concrete Using Hot-Water Extraction /$cM-A Bérubé, J Frenette, M Rivest, D Vézina.
=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$b11
=520  3\$aThe knowledge of the active- or soluble-alkali content of concrete is useful in the diagnosis and prognosis of alkali-aggregate reactivity (AAR). A method often used for determining this content is hot-water extraction from ground concrete samples. This method was applied to 17 aggregates and 8 concretes incorporating aggregates presenting different degrees of alkali-silica or alkali-carbonate reactivity. The following conclusions can be drawn: (1) a correction must be made to take account for the alkalies released by the aggregates in the test; (2) using cold water rather than hot water has no significant effect on the results; (3) grinding to <160 μm appears more appropriate than <80 μm (lower amount of alkalies released by the aggregates); (4) the soluble-alkali content progressively decreases as alkali-silica reaction (ASR) progresses, which indicates that a significant part of alkalies, progressively incorporated in the reaction products from ASR, is not leached in the test; (5) the repeatability from one series of tests to another and the reproducibility from one laboratory to another appear relatively poor; (6) the use of a control concrete with a known soluble-alkali content may greatly improve the repeatability and the reproducibility of the method.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aAlkali.
=650  \0$aAlkali-aggregate reaction.
=650  \0$aAlkali-carbonate reaction.
=650  \0$aAlkali-silica reaction.
=650  \0$aSoluble alkalies.
=650  \0$aTest method.
=650  \0$aWater-extraction.
=650  \0$aConcrete.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xTesting.
=650  \0$aAggregates.
=650  14$aAggregate.
=650  24$aAlkali.
=650  24$aAlkali-aggregate reaction.
=650  24$aAlkali-carbonate reaction.
=650  24$aAlkali-silica reaction.
=650  24$aConcrete.
=650  24$aSoluble alkalies.
=650  24$aTest method.
=650  24$aWater-extraction.
=700  1\$aFrenette, J.,$eauthor.
=700  1\$aRivest, M.,$eauthor.
=700  1\$aVézina, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10489J.htm

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=024  7\$a10.1520/CCA10490J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10490J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
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=100  1\$aHays, CD.,$eauthor.
=245  10$aAnalysis of Variables Influencing the Average-Residual Strength of Fiber-Reinforced Concrete /$cCD Hays, NK Mohammed, RF Zollo.
=264  \1$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$b2
=520  3\$aThe ASTM C 1399, Test Method for Obtaining Average Residual-Strength of Fiber-Reinforced Concrete, became a standard of ASTM International in December 1999. The test method was developed to provide a practical method, both functionally and economically, for evaluating the performance of fiberreinforced concrete (FRC) of any mixture design. The method is a flexure test and the result, the average residual strength (ARS), is a useful parameter in design and quality control testing. The current standard requires a third-point flexural loading-configuration that complies with ASTM C 78, Standard Test Method for Flexural Strength of Concrete (Using Simple Beam With Third-Point Loading), and net-deflection data analysis. Five factors, consisting of loading configuration, deflection measurement, support apparatus, testing machinery and fiber material type are used as test variables in this research in a testing program suited to the application of a statistical analysis of variance procedure, ANOVA, for their affect on ARS. The results of the test program show that no significant effect is found on the value of ARS computed according to ASTM C 1399 for the modified ASTM C 78, MC78, test apparatus when using either gross or net deflection, or when using third-point or centerpoint loading. There is a significant effect on the value of ARS computed according to ASTM C 1399 for the ASTM C 78 test apparatus when comparing the same test variables.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAverage-residual strength.
=650  \0$aConcrete testing.
=650  \0$aFlexure testing.
=650  \0$aFlexural strength.
=650  \0$aFiber-reinforced concrete.
=650  \0$aConcrete.
=650  14$aAverage-residual strength.
=650  24$aFiber-reinforced concrete.
=650  24$aFlexure testing.
=650  24$aConcrete testing.
=650  24$aANOVA.
=700  1\$aMohammed, NK.,$eauthor.
=700  1\$aZollo, RF.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10490J.htm

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=024  7\$a10.1520/CCA10502J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10502J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA432
=082  04$a624.1/836$223
=100  1\$aNagi, M.,$eauthor.
=245  10$aEvaluation of Precision of a Nuclear Gauge for Measurement of Water and Cement Content of Fresh Concrete /$cM Nagi, D Whiting.
=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$b7
=520  3\$aAn experimental program was conducted to develop a precision statement for a commercially available nuclear field gauge developed to measure both water and cement contents of fresh concrete. Five gauges were tested at a single site. Three separate batches of concrete having different mixture proportions were tested; each gauge was run by a single operator. Data analysis was carried out following ASTM C 802-94 and the precision statements were developed in accordance with ASTM C 670-91a. Gauge count ratio was used rather than actual cement and water content to avoid the errors associated with gauge calibration. The “one-sigma limit” and the “difference two-sigma limits” were obtained. The precision estimates appear to reflect actual experience with the gauge and can be used to compare results obtained in the field.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aLaboratories.
=650  \0$aNuclear gauge.
=650  \0$aPrecision.
=650  \0$aStatistics.
=650  \0$aTesting.
=650  \0$aWater content.
=650  \0$aCement$xTesting.
=650  \0$aMasonry$xTesting.
=650  \0$aCement content.
=650  \0$aCement.
=650  14$aCement content.
=650  24$aConcrete.
=650  24$aLaboratories.
=650  24$aPrecision.
=650  24$aNuclear gauge.
=650  24$aStatistics.
=650  24$aTesting.
=650  24$aWater content.
=700  1\$aWhiting, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10502J.htm

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=024  7\$a10.1520/CCA10503J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10503J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/35$223
=100  1\$aWu, Y.,$eauthor.
=245  10$aEvaluation of Tests for Toughness/Abrasion Resistance and Durability/Soundness of Coarse Aggregates /$cY Wu, F Parker, PS Kandhal.
=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$b8
=520  3\$aMany tests have been developed to empirically characterize aggregate without necessarily strong relationships with the performance of final products incorporating these aggregates. This seems to be particularly true for “toughness and abrasion resistance” and “durability and soundness.” Toughness/abrasion resistance and durability/soundness of aggregate are correlated, but represent resistance to degradation when subject to mechanical forces and weathering, respectively. A literature review identified five toughness/abrasion resistance and four durability/soundness test procedures. Sixteen aggregates with a wide range of properties were tested with eight of the identified test procedures. Results from the tests and test precisions were compared.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aDurability/soundness.
=650  \0$aTest methods.
=650  \0$aTest precision.
=650  \0$aToughness/abrasion resistance.
=650  \0$aAggregate gradation.
=650  \0$aTests for Toughness.
=650  \0$aAbrasion Resistance.
=650  \0$aDurability.
=650  \0$aCoarse aggregates.
=650  \0$aConcrete.
=650  14$aAggregate.
=650  24$aTest methods.
=650  24$aToughness/abrasion resistance.
=650  24$aDurability/soundness.
=650  24$aTest precision.
=700  1\$aParker, F.,$eauthor.
=700  1\$aKandhal, PS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10503J.htm

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=024  7\$a10.1520/CCA10504J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10504J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a620.1/36$223
=100  1\$aStreicher, PE.,$eauthor.
=245  10$aTowards Standardization of a Rapid Chloride Conduction Test for Concrete /$cPE Streicher, MG Alexander.
=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$b9
=520  3\$aThe paper describes the development and standardization of a rapid chloride conduction test for concrete. The test has a sound theoretical basis, is rapid, efficient and simple to perform, and is of low cost. Results are given which show that vacuum saturation is a suitable procedure to pre-saturate samples with a 5 M sodium chloride solution, for standard sample sizes and “normal” concretes. A ruggedness test was conducted to determine the degree to which the conditions specified in the test method must be controlled. Results show that the test is sufficiently rugged to accommodate small changes in the operating conditions, and that it is possible to achieve consistent results. The paper also reviews the standard test method. Precision for the test is best characterized by the coefficient of variation, which typically is less than 7% for a set of results from properly conducted tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChloride testing.
=650  \0$aConcrete.
=650  \0$aConductivity.
=650  \0$aDurability.
=650  \0$aRuggedness tests.
=650  \0$aCalcium chloride.
=650  \0$aConcrete$xAdditives.
=650  14$aConcrete.
=650  24$aChloride testing.
=650  24$aDurability.
=650  24$aConductivity.
=650  24$aRuggedness tests.
=700  1\$aAlexander, MG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10504J.htm

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=024  7\$a10.1520/CCA10505J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10505J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA442.5
=082  04$a620.1/3633$223
=100  1\$aLepage, S.,$eauthor.
=245  10$aEarly Shrinkage Development in a High Performance Concrete /$cS Lepage, M Baalbaki, É Dallaire, PC Aïtcin.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$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$b9
=520  3\$aAs autogenous shrinkage in low water/binder concrete starts to develop almost as soon as portland cement hydrates it is very important to start shrinkage measurement just after the dormant period. One simple way to do it is to insert a gage and a thermocouple at the center of the concrete sample to monitor early shrinkage. Vibrating wire gages having a low rigidity modulus can be used to monitor at the same time length and temperature changes. It is then possible to evaluate separately the actual total deformation while concrete is hydrating at a temperature which is not constant, and autogenous shrinkage in isothermal conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutogenous shrinkage.
=650  \0$aHigh-performance concrete.
=650  \0$aLow water/binder concrete.
=650  \0$aTotal shrinkage.
=650  \0$aVibrating wire.
=650  \0$aHigh performance concrete.
=650  \0$aCreep tests.
=650  \0$aShrinkage.
=650  14$aAutogenous shrinkage.
=650  24$aTotal shrinkage.
=650  24$aHigh-performance concrete.
=650  24$aLow water/binder concrete.
=650  24$aVibrating wire.
=700  1\$aBaalbaki, M.,$eauthor.
=700  1\$aDallaire, É.,$eauthor.
=700  1\$aAïtcin, PC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10505J.htm

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=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10506J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10506J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3623$223
=245  00$aIntroduction to Symposium on Internal Sulfate Attack on Cementitious Systems.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$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$aSulphate-resistant concrete.
=650  \0$aConcrete$xDeterioration.
=650  \0$aSulfate-resistant concrete.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10506J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10507J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10507J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.94$223
=100  1\$aConstantiner, D.,$eauthor.
=245  10$aReview of the Thermodynamic Stability of Ettringite /$cD Constantiner, SA Farrington.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$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$b27
=520  3\$aA critical review of published solubility and thermodynamic data for ettringite is presented. Today, the data reported in the literature have variability and uncertainty that could affect the outcome of thermodynamic models. One major uncertainty arises from the fact that Kspett and ΔGfrm° for ettringite have been calculated assuming congruent dissolution even when the data indicates incongruent dissolution. Another uncertainty is the effect of the activity of water. This is an issue that exists when dealing with concentrated solutions, and has not been addressed thus far in ettringite thermodynamic studies. Proper modeling requires that the issues presented in this paper be considered to insure reliable results.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aModeling.
=650  \0$aPore solution.
=650  \0$aStability.
=650  \0$aThermodynamics.
=650  \0$aCement.
=650  \0$aConcrete$xChemistry.
=650  \0$aEttringite.
=650  14$aEttringite.
=650  24$aThermodynamics.
=650  24$aModeling.
=650  24$aPore solution.
=650  24$aStability.
=700  1\$aFarrington, SA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10507J.htm

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=024  7\$a10.1520/CCA10508J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10508J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.94$223
=100  1\$aLane, DS.,$eauthor.
=245  10$aEvaluation of the Potential for Internal Sulfate Attack Through Adaptation of ASTM C 342 and the Duggan Test /$cDS Lane, HC Ozyildirim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$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$b10
=520  3\$aThe potential for distress resulting from internal sulfate attack in mortars was evaluated using a test method adapted from ASTM Test Method (C 342) and the Duggan test. While these test procedures were originally developed to evaluate the potential for cement-aggregate combinations to undergo deleterious alkali-aggregate reactions, the test scheme of temperature and moisture cycling may simulate conditions that are conducive to internal sulfate deterioration.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExpansion.
=650  \0$aFly ash.
=650  \0$aInternal sulfate attack.
=650  \0$aCement.
=650  \0$aConcrete$xChemistry.
=650  \0$aEttringite.
=650  \0$aHydration.
=650  \0$aConcrete hardening.
=650  \0$aPortland cement.
=650  14$aPortland cement.
=650  24$aInternal sulfate attack.
=650  24$aEttringite.
=650  24$aExpansion.
=650  24$aFly ash.
=700  1\$aOzyildirim, HC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10508J.htm

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=024  7\$a10.1520/CCA10509J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10509J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/36$223
=100  1\$aSkalny, J.,$eauthor.
=245  10$aCuring Practices and Internal Sulfate Attack—The European Experience /$cJ Skalny, FW Locher.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1999.
=300  \\$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$b25
=520  3\$aThe relationships between concrete curing procedures, materials composition, and internal sulfate attack damage will be discussed in view of the experience obtained in Europe in the 1970s and 1980s. The heat-treatment procedures that were introduced and specified to eliminate or minimize the damage will be highlighted and suggestions will be made as to the needed adjustments in curing practices.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aCuring.
=650  \0$aDelayed ettringite formation.
=650  \0$aHeat treatment.
=650  \0$aInternal sulfate attack.
=650  \0$aPrecast concrete.
=650  \0$aSulfate attack.
=650  \0$aTemperature.
=650  \0$aConcrete$xCuring.
=650  \0$aConcrete$xPerformance.
=650  \0$aEttringite.
=650  \0$aConcrete construction.
=650  14$aConcrete.
=650  24$aCuring.
=650  24$aDelayed ettringite formation.
=650  24$aEuropean experience.
=650  24$aHeat treatment.
=650  24$aInternal sulfate attack.
=650  24$aPrecast concrete.
=650  24$aSulfate attack.
=650  24$aTemperature.
=700  1\$aLocher, FW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10509J.htm

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=024  7\$a10.1520/CCA10510J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10510J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP882.3
=082  04$a620.135$223
=100  1\$aHerfort, D.,$eauthor.
=245  10$aMineralogy and Performance of Cement Based on High Sulfate Clinker /$cD Herfort, S Rasmussen, E Jøns, B Osbæck.
=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$b15
=520  3\$aThe question of whether or not the release of sulfates from the clinker phases in portland cement can result in late or renewed ettringite formation has been addressed through a series of physical tests and by mineralogical examination. The cements tested contained clinker with SO3 contents ranging up to 3%, including high belite contents and sufficiently low alkali contents to ensure the presence of anhydrite. The physical testing consisted of expansion tests of mortars cured and stored at 20°C, in addition to compressive strength determinations. The mineralogical examination consisted of monitoring the consumption of anhydrous phases by X-ray diffraction and microscopy on the SEM. Linear expansion at 10 months was negligible for all cements with no significant loss in strength. No significant late, or renewed development of ettringite was observed. Calculations based on the distribution of elements between phases in the clinker included in the investigation show that the potential for late ettringite formation from the unreacted clinker is negligible, even when making the most pessimistic assumptions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClinker anhydrite.
=650  \0$aClinker sulfates.
=650  \0$aDelayed ettringite formation.
=650  \0$aExpansion.
=650  \0$aInternal sulfate attack.
=650  \0$aCement$xAnalysis.
=650  \0$aCement clinkers.
=650  \0$aConcrete$xAnalysis.
=650  \0$aCement.
=650  14$aClinker sulfates.
=650  24$aClinker anhydrite.
=650  24$aDelayed ettringite formation.
=650  24$aInternal sulfate attack.
=650  24$aExpansion.
=700  1\$aRasmussen, S.,$eauthor.
=700  1\$aJøns, E.,$eauthor.
=700  1\$aOsbæck, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10510J.htm

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=024  7\$a10.1520/CCA10511J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10511J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/5$223
=100  1\$aLawrence, BL.,$eauthor.
=245  10$aEvaluation and Mitigating Measures for Premature Concrete Distress in Texas Department of Transportation Concrete Elements /$cBL Lawrence, ED Moody, RN Guillemette, RL Carrasquillo.
=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$b5
=520  3\$aConcrete for both cast-in-place and precast construction plays a vital role in the development of the highway infrastructure in Texas. Historically, Texas has enjoyed a consistent supply of quality concrete because of the availability of economical and high-quality aggregates and cementious materials. However, recent discoveries by the Texas Department of Transportation (TxDOT) of premature concrete distress in concrete elements has raised significant concerns regarding current standards and specifications for concrete materials and construction practices.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica gel.
=650  \0$aAlkali-silica reaction (ASR)
=650  \0$aDelayed ettringite formation (DEF)
=650  \0$aElectron microscopy.
=650  \0$aMitigating measures.
=650  \0$aPremature concrete distress.
=650  \0$aAsphalt concrete pavements.
=650  \0$aPavement distress.
=650  \0$aConcrete Distress.
=650  14$aAlkali-silica gel.
=650  24$aAlkali-silica reaction (ASR)
=650  24$aDelayed ettringite formation (DEF)
=650  24$aElectron microscopy.
=650  24$aMitigating measures.
=650  24$aPremature concrete distress.
=700  1\$aMoody, ED.,$eauthor.
=700  1\$aGuillemette, RN.,$eauthor.
=700  1\$aCarrasquillo, RL.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10511J.htm

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=024  7\$a10.1520/CCA10512J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10512J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.94$223
=100  1\$aTishmack, JK.,$eauthor.
=245  10$aCharacterization of High-Calcium Fly Ashes and Their Potential Influence on Ettringite Formation in Cementitious Systems /$cJK Tishmack, J Olek, S Diamond.
=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$b12
=520  3\$aHigh-calcium Class C fly ashes derived from Powder River Basin coal are currently used in many parts of the U. S. as supplementary cementing materials in portland cement concrete. These fly ashes tend to contain significant amounts of sulfur, calcium, and aluminum, thus they are potential sources of ettringite.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClass C fly ash.
=650  \0$aDifferential scanning calorimetry.
=650  \0$aHigh-calcium fly ash.
=650  \0$aMonosulfate.
=650  \0$aPortland cement and fly ash paste.
=650  \0$aPowder River Basin coal.
=650  \0$aX-ray diffraction.
=650  \0$aEttringite.
=650  \0$aHydration.
=650  \0$aConcrete hardening.
=650  \0$aSilica.
=650  \0$aPortland cement.
=650  14$aClass C fly ash.
=650  24$aHigh-calcium fly ash.
=650  24$aPowder River Basin coal.
=650  24$aPortland cement and fly ash paste.
=650  24$aX-ray diffraction.
=650  24$aDifferential scanning calorimetry.
=650  24$aEttringite.
=650  24$aMonosulfate.
=700  1\$aOlek, J.,$eauthor.
=700  1\$aDiamond, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10512J.htm

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=008  161219s1999\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10513J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10513J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/36$223
=100  1\$aScrivener, KL.,$eauthor.
=245  10$aPossible Mechanisms of Expansion of Concrete Exposed to Elevated Temperatures During Curing (Also Known as DEF) and Implications for Avoidance of Field Problems /$cKL Scrivener, D Damidot, C Famy.
=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$b34
=520  3\$aThe phenomenon of expansion in concretes which have been exposed to elevated temperatures during curing and subsequently to moisture is discussed; in particular, the relationship of this expansion to the formation of ettringite after initial curing (delayed ettringite formation). Evidence is also presented for the possible implication of the C-S-H gel in the expansion process.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCalcium silicate hydrate.
=650  \0$aExpansion.
=650  \0$aHeat curing.
=650  \0$aConcrete construction.
=650  \0$aConcrete $xCuring.
=650  \0$aEttringite.
=650  14$aExpansion.
=650  24$aHeat curing.
=650  24$aCalcium silicate hydrate.
=650  24$aEttringite.
=700  1\$aDamidot, D.,$eauthor.
=700  1\$aFamy, C.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 21, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1999$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10513J.htm

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=024  7\$a10.1520/CCA10514J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10514J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE275
=082  04$a625.8/5$223
=100  1\$aMollamahmutoğlu, M.,$eauthor.
=245  10$aTreatment of Medium- to Coarse-Grained Sands by Fine-Grained Portland Cement (FGPC) as an Alternative Grouting Material to Silicate-Ester Grouts /$cM Mollamahmutoğlu.
=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$b8
=520  3\$aDue to the inability of Ordinary Portland Cement (OPC) grouts to permeate such soil formations as fine- to medium-grained and/or medium- to coarse-grained sands and the problems associated with permanence and toxicity of chemical grouts, advanced studies have shown that fine grained portland cement (FGPC) based grouts may be used to overcome the difficulties mentioned above and hence, an opening in the market has appeared for the manufacture of very fine-grained cements. In this context, comparative laboratory studies were conducted on commercially available OPC, FGPC, and silicate-ester grouts, and it has been found that FGPC has better flow properties and bleed characteristics than OPC. Furthermore, its permeation into medium- to coarse-grained sand is as effective as silicate-ester grout and the strength of the sand gained by the injection of FGPC is higher than that of silicate-ester grouted sand.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFine-grained portland cement.
=650  \0$aGrouting.
=650  \0$aPermeability.
=650  \0$aSilicate-ester.
=650  \0$aStrength.
=650  \0$aTreatment.
=650  \0$aSurface roughness.
=650  \0$aFine grained soils.
=650  \0$aRide quality.
=650  \0$aFreeze thaw durability.
=650  14$aFine-grained portland cement.
=650  24$aSilicate-ester.
=650  24$aTreatment.
=650  24$aGrouting.
=650  24$aStrength.
=650  24$aPermeability.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10514J.htm

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=024  7\$a10.1520/CCA10515J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10515J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE270
=082  04$a625.85$223
=100  1\$aSobhan, K.,$eauthor.
=245  10$aUse of Discrete Fibers for Tensile Reinforcement of an Alternative Pavement Foundation with Recycled Aggregate /$cK Sobhan, T Ahmad, M Mashnad.
=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$b15
=520  3\$aAn experimental investigation consisting primarily of splitting tension and flexural tests was conducted to perform a comparative evaluation of various fibers used to reinforce a stabilized base course material containing recycled crushed concrete aggregate, Type I portland cement and ASTM Class C fly ash. Three commercially available steel and polypropylene fibers, as well as high-density polyethylene (HDPE) fiber derived from recycled plastics were used in this study as reinforcing agents. The primary objective of using fibers was to improve the tensile strength, crack resistance, and toughness characteristics of this alternative pavement foundation material, which is composed of more than 90% by weight of waste products. As an extension to the ASTM C 496 procedure for splitting tension tests, two lateral linear variable differential transformers (LVDT) were attached at the mid-height of the specimens for measuring the tensile deformation of the horizontal diameter due to vertical compressive loading in the orthogonal direction. This method enabled the determination of splitting tension load-deformation and toughness behavior of the specimens. A dimensionless toughness index is used to quantify the post-peak behavior of the specimens containing various reinforcing fibers. A new dimensionless parameter, PPSI (Post Peak Strength Index), is introduced, which combines peak tensile strength with the energy absorption capacity of the composite for evaluating the effectiveness of fibers in a lean cementitious mix. It is found that depending on the mix proportions, the specimens reinforced with recycled HDPE strips can perform as well as or sometimes better than those reinforced with commercially available fibers. These observations are certainly encouraging from economical and environmental perspectives.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDiametral strain.
=650  \0$aFlexural strength.
=650  \0$aPost peak strength index.
=650  \0$aSplitting tensile strength.
=650  \0$aToughness.
=650  \0$aRecycled materials.
=650  \0$aPerformance tests.
=650  \0$aPavement layers.
=650  \0$aAggregate tests.
=650  14$aDiametral strain.
=650  24$aFlexural strength.
=650  24$aPost peak strength index.
=650  24$aSplitting tensile strength.
=650  24$aToughness.
=700  1\$aAhmad, T.,$eauthor.
=700  1\$aMashnad, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10515J.htm

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=024  7\$a10.1520/CCA10516J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10516J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624/.183$223
=100  1\$aCrouch, LK.,$eauthor.
=245  10$aMeasuring the Effective Air Void Content of Portland Cement Pervious Pavements /$cLK Crouch, MA Cates, VJ Dotson, KR Honeycutt, DA Badoe.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$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$b6
=520  3\$aThe current literature indicates that air voids of Portland Cement Pervious Pavements (PCPP) should be 15–25%, to achieve desired permeability. However, there is no current AASHTO or ASTM test method to determine PCPP air voids. This study is an attempt to modify currently available hot-mix asphalt (HMA) air determination techniques for PCPP. The equation used to determine air voids in HMA is Percent Air Voids=100(1−Gmb/Gmm). Where Gmb is the bulk specific gravity of the specimen and Gmm is the theoretical maximum specific gravity of loose HMA. Previous research on HMA cores at Tennessee Technological University (TTU) has shown the INSTROTEK CORELOK SYSTEM to be a most effective means of determining Gmb of a material with surface accessible voids. Therefore, it was selected for determining Gmb of the PCPP cores. Gmm of PCPP cores must be determined in a compacted condition. Therefore, three modified techniques for determining the “effective” G” of PCPP were used. Air voids calculated from the effective Gmm will be referred to as effective air voids. Specifically, effective air voids are air voids accessible from the surface, which effect PCPP permeability. Thirty-three field PCPP cores were used in the study. The “cut bag method” using the INSTROTEK CORELOK SYSTEM was found to be the most accurate in determining the effective air voids of the PCPP cores. Further, compressive strengths of all cores were also determined. As expected, compressive strength of PCPP cores was inversely related to effective air voids. Correlation coefficients ranged from 0.367–0.989.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aPavement.
=650  \0$aPervious concrete.
=650  \0$aSpecific gravity.
=650  \0$aVacuum sealing.
=650  \0$aConcrete$xAdditives.
=650  \0$aPavements, Concrete.
=650  \0$aBridge decks.
=650  \0$aAggregates.
=650  \0$aAir voids.
=650  14$aPervious concrete.
=650  24$aAir voids.
=650  24$aPavement.
=650  24$aSpecific gravity.
=650  24$aVacuum sealing.
=700  1\$aCates, MA.,$eauthor.
=700  1\$aDotson, VJ.,$eauthor.
=700  1\$aHoneycutt, KR.,$eauthor.
=700  1\$aBadoe, DA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10516J.htm

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=024  7\$a10.1520/CCA10517J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10517J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aGillott, JE.,$eauthor.
=245  10$aStrength and Sulfate Resistance of Concrete Made With High Alumina Cement, Type 10 Portland Cement, Type 10 Portland Cement Plus Fly Ash and Type 50 Portland Cement /$cJE Gillott, T Quinn.
=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$b18
=520  3\$aConcrete prisms and cylinders were made using four different cementitious materials. These were high alumina cement (HAC), Type 10 Portland, Type 10 with 20% replaced with fly ash and Type 50 Portland Cement. Specimens were used for measurement of length change and estimation of compressive strength over a period of about 18 months exposure to fog-room conditions, room temperature Na2SO4 solution or 40°C water bath. None of the concrete samples made with the 3-types of Portland-based cementitious material showed distress due to sulfate attack. The concrete made with HAC and which had probably not undergone the conversion reaction also showed good resistance to sulfate attack but samples in which conversion had probably occurred cracked and disintegrated in the Na2SO4 solution.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aHigh alumina cement.
=650  \0$aPortland binders.
=650  \0$aStrength.
=650  \0$aSulfates.
=650  \0$aConcrete pavements.
=650  \0$aDurability.
=650  \0$aFreeze thaw durability.
=650  \0$aSulfate resisting cement.
=650  \0$aCorrosion resistance.
=650  14$aConcrete.
=650  24$aPortland binders.
=650  24$aHigh alumina cement.
=650  24$aSulfates.
=650  24$aStrength.
=650  24$aDurability.
=700  1\$aQuinn, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10517J.htm

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=006  m|||||o|||||||||||
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=024  7\$a10.1520/CCA10518J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10518J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH4811
=082  04$a693/.1$223
=100  1\$aNokken, MR.,$eauthor.
=245  10$aWater Transport in Brick, Stone and Concrete /$cMR Nokken.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2003.
=300  \\$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 deterioration of porous building materials, one could say that water is the root of all evil. This book covers the topic of water transport as few have with a focus on flow in commonly used construction materials. There are numerous books concerning flow through porous media, the majority of which are related to groundwater transport through soil. Certainly the extensive work done in the areas of soil physics and petroleum engineering form a sound theoretical basis. The authors draw on this knowledge and refine it to peculiarities encountered with waters interaction with brick, stone, and concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHouse construction.
=650  \0$aConcrete construction.
=650  \0$aBuilding, Brick.
=650  \0$aBuilding, Stone.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 25, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2003$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10518J.htm

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=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10519J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10519J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.8/5$223
=100  1\$aNehdi, M.,$eauthor.
=245  10$aCementitious Composites Containing Recycled Tire Rubber :$bAn Overview of Engineering Properties and Potential Applications /$cM Nehdi, A Khan.
=264  \1$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$b35
=520  3\$aOne of the major environmental challenges facing municipalities around the world is the disposal of worn out automobile tires. To address this global problem, several studies have been conducted to examine various applications of recycled tire rubber (fine crumb rubber and coarse tire chips). Examples include the reuse of ground tire rubber in a variety of rubber and plastic products, thermal incineration of waste tires for the production of electricity or as fuel for cement kilns, and use of recycled rubber chips in asphalt concrete. Unfortunately, generation of waste tires far exceeds these uses. This paper emphasizes another technically and economically attractive option, which is the use of recycled tire rubber in portland cement concrete. Preliminary studies show that workable rubberized portland cement concrete (rubcrete) mixtures can be made provided that appropriate percentages of tire rubber are used in such mixtures. Achievements in this area are examined in this paper, with special focus on engineering properties of rubcrete mixtures. These include: workability, compressive strength, split-tensile strength, flexural strength, elastic modulus, Poisson's ratio, toughness, impact resistance, sound and heat insulation, and freezing and thawing resistance. The benefits of using magnesium oxychloride cement as a binder for rubberized concrete mixtures are discussed. Various applications in which rubcrete could be advantageous over conventional concrete are described.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aFreezing and thawing.
=650  \0$aRecycling.
=650  \0$aRubcrete.
=650  \0$aSolid waste.
=650  \0$aTire rubber.
=650  \0$aToughness.
=650  \0$aWorkability.
=650  \0$aPavements, Asphalt concrete$xAdditives.
=650  \0$aTires$xRecycling.
=650  \0$aRecycled materials.
=650  \0$aRubber.
=650  \0$aBinders.
=650  14$aCompressive strength.
=650  24$aFreezing and thawing.
=650  24$aRecycling.
=650  24$aRubcrete.
=650  24$aSolid waste.
=650  24$aTire rubber.
=650  24$aToughness.
=650  24$aWorkability.
=700  1\$aKhan, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10519J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10520J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10520J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA438
=082  04$a620.1/35$223
=100  1\$aBernard, ES.,$eauthor.
=245  14$aThe Influence of Strain Rate on Performance of Fiber-Reinforced Concrete Loaded in Flexure /$cES Bernard.
=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$b26
=520  3\$aFiber-reinforced concrete (FRC) is commonly used in applications in which the rate of loading exceeds quasistatic conditions by a large margin. Since the performance of materials can vary with strain rate, there is a need to determine the performance of FRC at rates of strain that approximate those occurring in actual applications. In this investigation, FRC has been tested using the round determinate panel procedure to examine the influence of low to moderate rates of strain on cracking and postcrack performance up to severe levels of deformation. The results indicate that performance can vary substantially with strain rate when some types of polymer fibers are used as reinforcement, but that this is not true for all types. Moreover, steel fiber-reinforced concrete exhibits a smaller variation in postcrack performance with rate of strain than polymer FRC.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFiber-reinforced concrete.
=650  \0$aFlexural testing.
=650  \0$aPostcrack performance.
=650  \0$aShotcrete.
=650  \0$aStrain rate.
=650  \0$aCement composites$xMechanical properties.
=650  \0$aStrain hardening.
=650  \0$aReinforced concrete.
=650  14$aFiber-reinforced concrete.
=650  24$aShotcrete.
=650  24$aStrain rate.
=650  24$aFlexural testing.
=650  24$aPostcrack performance.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10520J.htm

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=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10521J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10521J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH7
=082  04$a620.1/91$223
=100  1\$aAl-Rawas, AA.,$eauthor.
=245  14$aThe Omani Artificial Pozzolans (Sarooj) /$cAA Al-Rawas, AW Hago, D Al-Lawati, A Al-Battashi.
=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$b23
=520  3\$aSarooj is a local Omani term for artificial pozzolana produced by calcining clays. Calcined clay mixed with lime and water has been used as a cementing material for a long time. It has been used widely in hydraulic structures due to its good hydraulic properties and in military defensive installations due to its durability. This project focuses on the exploration of potential clay areas in Oman for the production of sarooj. A large number of samples have been collected from different sites in the country and were subjected to an extensive program of testing involving chemical, mineralogical, thermal, and physical analyses. This paper presents some of the results obtained for samples tested from five locations in Northern Oman (Al-Khod, Soor Al-Haboos, Al-Fulaij, Al-Hamra, and Al-Awabi). It was found that the sarooj produced by Al-Fulaij clays has higher strength than those of other sites. It was also found that the total content of silica, alumina, and iron oxide together with the burning temperature and the duration of burning have significant effect on the physical properties of the sarooj produced.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aArtificial pozzolana.
=650  \0$aClays.
=650  \0$aCompressive strength.
=650  \0$aSarooj.
=650  \0$aSoil stabilization.
=650  \0$aClay.
=650  \0$aShear strength of soils.
=650  14$aArtificial pozzolana.
=650  24$aCompressive strength.
=650  24$aClays.
=650  24$aSarooj.
=650  24$aOman.
=700  1\$aHago, AW.,$eauthor.
=700  1\$aAl-Lawati, D.,$eauthor.
=700  1\$aAl-Battashi, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10521J.htm

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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10522J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10522J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a625.8$223
=100  1\$aBernard, ES.,$eauthor.
=245  14$aThe Influence of Thickness on Performance of Fiber-Reinforced Concrete in a Round Determinate Panel Test /$cES Bernard, M Pircher.
=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$b18
=520  3\$aThe Round Determinate panel test represents a reliable and structurally relevant alternative to beam tests for the evaluation of post-crack performance in fiber-reinforced concrete and shotcrete. However, performance assessment using panel specimens is hindered by a marked sensitivity to thickness. Failure to accurately control the thickness of a specimen can lead to a significant variation in apparent performance that may compromise the goal of reliably characterizing post-crack capacity. The present investigation was undertaken to examine the influence of thickness and diameter on the performance of round panels made with four distinctly different fiber-reinforced concretes. The objective was to develop correction factors for performance that could be used to reduce the sensitivity of test data to variations in specimen geometry and thereby improve the effectiveness of the procedure for postcrack performance assessment of fiber-reinforced concrete and shotcrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFlexural testing.
=650  \0$aNumerical modeling.
=650  \0$aPost-crack performance.
=650  \0$aQuality control.
=650  \0$aShotcrete.
=650  \0$aConcrete pavements.
=650  \0$aPavement performance.
=650  \0$aFiber reinforced concrete.
=650  14$aFiber reinforced concrete.
=650  24$aShotcrete.
=650  24$aFlexural testing.
=650  24$aPost-crack performance.
=650  24$aQuality control.
=650  24$aNumerical modeling.
=700  1\$aPircher, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10522J.htm

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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10523J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10523J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aSonebi, M.,$eauthor.
=245  10$aTesting Abrasion Resistance of High-Strength Concrete /$cM Sonebi, KH Khayat.
=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$b12
=520  3\$aSeveral high-strength concrete types with compressive strength up to 120 MPa were tested to evaluate the suitabilities of two test standards to evaluate abrasion resistance of concrete subjected to wearing caused by heavy tire and steel wheel traffic and heavy trucking and water-borne debris. The selected tests were ASTM C 779, Procedure C, Test Method for Abrasion Resistance of Horizontal Concrete Surfaces, and ASTM C 1138, Test Method for Abrasion Resistance of Concrete (Underwater Method). Because of the low rate of abrasion damage of high-strength concrete, the need to prolong the test duration of the mechanical abrasion test from 20 to 40 min and that of the underwater test from 72 to 96 and 120 h to better differentiate between various levels of abrasion was evaluated. The study also evaluated the differences in wear damage resulting from testing the finished, molded, or saw-cut surfaces of high-strength concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAbrasion resistance.
=650  \0$aDurability.
=650  \0$aHigh-strength concrete.
=650  \0$aMass loss.
=650  \0$aWear damage.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  14$aAbrasion resistance.
=650  24$aDurability.
=650  24$aHigh-strength concrete.
=650  24$aMass loss.
=650  24$aWear damage.
=700  1\$aKhayat, KH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10523J.htm

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=006  m|||||o|||||||||||
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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10524J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10524J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/08s$223
=100  1\$aGriesel, EJ.,$eauthor.
=245  10$aEffect of Controlled Environmental Conditions on Durability Index Parameters of Portland Cement Concretes /$cEJ Griesel, MG Alexander.
=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$b11
=520  3\$aEnvironmental conditions such as temperature and relative humidity influence the rate of evaporation of moisture from the concrete pore structure. They therefore have a direct influence on the development of transport properties, which are related to durability. Portland cement concretes of various grades were wet cured for different periods of time and exposed to controlled environmental conditions. The influences of temperature, relative humidity, and wind speed on potential durability of the cover layer were assessed by means of durability index parameters related to the transport processes of oxygen permeability, water sorptivity, and chloride conductivity.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement hydration.
=650  \0$aCovercrete properties.
=650  \0$aCuring.
=650  \0$aDrying processes.
=650  \0$aDurability.
=650  \0$aRelative humidity.
=650  \0$aTemperature.
=650  \0$aWind speed.
=650  \0$aConcrete$xTesting.
=650  \0$aPortland cement$xTesting.
=650  \0$aPortland cement concrete.
=650  \0$aSealing compounds.
=650  \0$aFreeze thaw durability.
=650  14$aTemperature.
=650  24$aRelative humidity.
=650  24$aWind speed.
=650  24$aDurability.
=650  24$aCuring.
=650  24$aCement hydration.
=650  24$aCovercrete properties.
=650  24$aDrying processes.
=700  1\$aAlexander, MG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10524J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10525J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10525J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/36$223
=100  1\$aTennis, PD.,$eauthor.
=245  10$aUser and Producer Perspectives on ASTM C 1157 /$cPD Tennis, JM Melander.
=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$b5
=520  3\$aASTM C 1157 has undergone several changes since it was first adopted in 1992 as a performance specification for blended cement. Those changes have increased the number of available options and broadened the scope of the standard to include portland cement. However, the level of acceptance and use of ASTM C 1157 by specifiers and manufacturers remains limited. Barriers to acceptance include a disinterest or lack of familiarity with the specification, the slow process for adopting the specification in referencing standards and building codes, concerns with respect to test methods, and difficulties in interpreting the standard. For example, it has been noted that the strength requirements are unusually complex due to the wide range of options available.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlended cements.
=650  \0$aChemical analysis.
=650  \0$aCompressive strength.
=650  \0$aHydraulic cements.
=650  \0$aPhysical tests.
=650  \0$aPortland cements.
=650  \0$aSpecifications.
=650  \0$aConcrete$xTesting.
=650  \0$aConcrete$xMechanical properties.
=650  \0$aCement.
=650  \0$aFreeze thaw tests.
=650  14$aHydraulic cements.
=650  24$aPortland cements.
=650  24$aBlended cements.
=650  24$aSpecifications.
=650  24$aPhysical tests.
=650  24$aChemical analysis.
=650  24$aCompressive strength.
=700  1\$aMelander, JM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10525J.htm

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=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10526J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10526J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a624.1/834$223
=100  1\$aIdriss, KA.,$eauthor.
=245  10$aDirect Spectrophotometric Determination of Aluminum Oxide in Portland Cement and Cement Clinker /$cKA Idriss, EY Hashem, MS Abdel-Aziz, HM Ahmed.
=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$b20
=520  3\$aA spectrophotometric study of the complexation reaction between Al3+ and Quinizarin (QUIN) is carried out to ascertain the suitability of the complex formed for direct spectrophotometric determination of aluminum. The absorbance at 550 nm, due to the aluminum-QUIN complex, formed at pH 3.8, is recommended for the determination of aluminum content of portland cement and cement clinker. The proposed method is simple and rapid and possesses reasonable selectivity. Interference of iron (III), generally present in portland cement, is eliminated by addition of ascorbic acid. The results obtained for several SRMs, portland cement samples, and a variety of cement materials demonstrate that the proposed method allows precise and accurate determination of Al2O3 content over the concentration range 1.4 to 5.75 μg/mL of aluminum. The determination of Al can be carried out successfully in absence of a masking agent by using first-derivative spectrophotometry. Verification and use of control charts in spectrophotometric determination of Al is achieved. Record of verifier response during routine operation establishes that the method is being maintained in statistical control.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAluminum determination.
=650  \0$aPortland cement analysis.
=650  \0$aSpectrophotometry.
=650  \0$aAluminum oxide.
=650  \0$aHydration.
=650  \0$aLime.
=650  \0$aPortland cement.
=650  14$aAluminum determination.
=650  24$aPortland cement analysis.
=650  24$aSpectrophotometry.
=700  1\$aHashem, EY.,$eauthor.
=700  1\$aAbdel-Aziz, MS.,$eauthor.
=700  1\$aAhmed, HM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10526J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2001\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10527J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10527J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA444
=082  04$a620.137$223
=100  1\$aLarralde, J.,$eauthor.
=245  12$aA Simplified Shear Test for the Adhesion of FRP Composites to Concrete /$cJ Larralde, MS Elpert, D Weckermann.
=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$b10
=520  3\$aA considerable amount of concrete structures are currently or will soon be repaired or retrofitted with external reinforcement in the form of fiber reinforced plastic composites. It is important to characterize the bond and adhesion properties of FRP materials if they are externally applied to concrete. This paper presents an alternative simple shear test that can be used to determine the adhesion of FRP materials with concrete. The effects of environmental changes such as changes in temperature and humidity as well as the effects of other harsh conditions can easily be determined with this test. The adhesion of fiberglass composite laminates to concrete was tested with the proposed procedure. Two different materials for the matrix were used and the specimens were exposed to laboratory ambient conditions as well as high temperature, freezing/thawing, and cycles of saturation in sulfate solution.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdhesion.
=650  \0$aBond.
=650  \0$aComposite.
=650  \0$aConcrete.
=650  \0$aExternal reinforcement.
=650  \0$aFiberglass reinforce plastics.
=650  \0$aRepair.
=650  \0$aRetrofit.
=650  \0$aStrengthening.
=650  \0$aFiber-reinforced concrete$xCracking.
=650  \0$aShear (Mechanics)
=650  \0$aBuilding construction.
=650  \0$aEngineering design.
=650  \0$aMaterials.
=650  14$aAdhesion.
=650  24$aBond.
=650  24$aComposite.
=650  24$aConcrete.
=650  24$aRetrofit.
=650  24$aRepair.
=650  24$aFiberglass reinforce plastics.
=650  24$aStrengthening.
=650  24$aExternal reinforcement.
=700  1\$aElpert, MS.,$eauthor.
=700  1\$aWeckermann, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 23, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2001$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10527J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10528J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10528J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10528J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA683.5.P35
=082  04$a693.5/44$223
=100  1\$aWang, H.,$eauthor.
=245  14$aThe Autoclave Soundness Test Mischaracterizes Cement-Fly Ash Blends By Introducing Alkali-Quartz Reaction /$cH Wang.
=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$b6
=520  3\$aASTM C311 is widely used to evaluate the soundness of cement-fly ash blended systems. The soundness test is performed according to ASTM C151—an autoclave test to determine the soundness of portland cement. It has been known that excessive autoclave expansion of cement- fly ash blends occurs in some cases, but the expansion sources and mechanism are poorly understood. Present work in this paper investigated the autoclave expansion conditions of the cement—fly ash blends, major sources of the expansion and expansion mechanism. Based on the test results, it was found that the major source of autoclave expansion of cement—fly ash blend is due to alkali-quartz reaction under autoclave conditions. This excessive expansion due to alkali-quartz reaction did not occur even in the most severe test conditions in ASTM C1260. Therefore, it is reasonable to believe that ASTM C151 mischaracterizes the soundness of cement—fly ash blended systems by introducing an unintended side chemical reaction—alkali-quartz reaction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica (quartz) reaction.
=650  \0$aAutoclave expansion.
=650  \0$aAutoclave test.
=650  \0$aFly ash.
=650  \0$aPericlase.
=650  \0$aSoundness.
=650  \0$aAir-entrained concrete$xDesign and construction.
=650  \0$aConcrete panels.
=650  \0$aAutoclave curing.
=650  14$aAutoclave test.
=650  24$aAutoclave expansion.
=650  24$aSoundness.
=650  24$aPericlase.
=650  24$aASTM C311.
=650  24$aASTM C1260.
=650  24$aASTM C151.
=650  24$aASTM C-618.
=650  24$aAlkali-silica (quartz) reaction.
=650  24$aFly ash.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10528J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10529J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10529J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10529J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a624.1/834$223
=100  1\$aVassou, V.,$eauthor.
=245  14$aThe Relative Performance of Abrasion Apparatus In Accordance With BS 8204 (Part 2:1999) /$cV Vassou, RJ Kettle, M Sadegzadeh.
=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$b39
=520  3\$aThe test apparatus was developed in the 1980s at the Cement and Concrete Association to study the in-situ abrasion resistance of concrete and, following collaboration with Aston University, it formed the basis for establishing the performance criteria in BS 8204: Part 2: 1999. The original design of these machines has been adopted by the industry and a commercial tester has been produced, which has been incorporated in the revision of the BS 8204: Part 2: 1999. It was important to investigate the three existing versions of the machines to determine whether they produce compatible results. This paper provides detailed experimental data from this investigation, discusses whether the results from the commercial abrasion tester are fully compatible with those obtained from the original machines and questions the inclusion of the commercial tester in the BS 8204: Part 2: 1999.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete floors.
=650  \0$aConcrete wearing surfaces.
=650  \0$aFinishing techniques.
=650  \0$aPortable abrasion tester.
=650  \0$aStandard concrete abrasion resistance testing method.
=650  \0$aHigh strength concrete$xAbrasion resistance$xTesting.
=650  \0$aConcrete bridges$xFloors.
=650  \0$aPrecast concrete construction.
=650  \0$aHigh performance concrete.
=650  \0$aAbrasion resistance.
=650  \0$aDurability.
=650  \0$aBridge decks.
=650  14$aAbrasion resistance.
=650  24$aConcrete floors.
=650  24$aConcrete wearing surfaces.
=650  24$aFinishing techniques.
=650  24$aIn-situ flooring.
=650  24$aPortable abrasion tester.
=650  24$aStandard concrete abrasion resistance testing method.
=700  1\$aKettle, RJ.,$eauthor.
=700  1\$aSadegzadeh, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10529J.htm

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=001  CCA10530J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10530J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10530J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG315
=082  04$a624.28$223
=100  1\$aDi Maio, A.,$eauthor.
=245  10$aNon-Destructive Tests for the Evaluation of Concrete Exposed to High Temperatures /$cA Di Maio, G Giaccio, R Zerbino.
=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$b17
=520  3\$aThis paper presents a discussion on the use of non-destructive tests (NDT) for the evaluation of concretes damaged by exposure to high temperatures. The main analysis is based on the relationships between strength, modulus of elasticity and ultrasonic pulse velocity. Rebound hammer, break-off, and resonant frequency were also used. Tests were performed on concretes, prepared with different types of coarse aggregates and cements, with strength levels between 20 and 60 MPa. Exposure variables included maximum temperature (150°C to 700°C), time of exposure and the cooling rate. The obtained results indicate that, contrary to what happens with strength, the ultrasonic pulse velocity is a very good tool for the estimation of the static modulus of elasticity of thermally damaged concretes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aDynamic elastic modulus.
=650  \0$aHigh temperatures.
=650  \0$aStatic elastic modulus.
=650  \0$aUltrasonic pulse velocity.
=650  \0$aBridges$xNondestructive testing.
=650  \0$aWooden bridges$xInspection.
=650  \0$aConcrete bridges$xInspection.
=650  14$aCompressive strength.
=650  24$aConcrete.
=650  24$aDynamic elastic modulus.
=650  24$aHigh temperatures.
=650  24$aStatic elastic modulus.
=650  24$aUltrasonic pulse velocity.
=700  1\$aGiaccio, G.,$eauthor.
=700  1\$aZerbino, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10530J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10531J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2002\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10531J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10531J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.8/5$223
=100  1\$aRivard, P.,$eauthor.
=245  14$aThe Damage Rating Index Method for ASR Affected Concrete—A Critical Review of Petrographic Features of Deterioration and Evaluation Criteria /$cP Rivard, B Fournier, G Ballivy.
=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$b33
=520  3\$aThe Damage Rating Index method has recently been used with success in several cases of damage evaluation in structures affected by alkali-silica reaction in Canada and in Brazil. Although this petrographic method is starting to be widely used and is in the process of becoming integrated as a Canadian standard, it has not been modified yet from the original design. An evaluation of the method is presented in this paper. According to data obtained from many petrographic examinations, the number of cracks in coarse aggregates (filled or not with silica gel) seemed to show to best correlation with the expansion measured on laboratory concrete specimens made with Spratt limestone. The reaction rim is not a real “damage” feature and should not be considered as one but as a “degree of reaction” feature. In an attempt to improve the DRI method for assessing damage related to ASR, a new parameter should be introduced, which takes into account cracks running from aggregate particles to cement paste. The geological nature of the rock used as concrete aggregate may influence the reaction mechanism as well as the petrographic features related to ASR. Comparing concrete specimens subjected to ASR, which incorporate different aggregate types may, in some instances, be influenced by the type of reaction produced by the various reactive rocks and minerals in each aggregate.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reaction.
=650  \0$aConcrete.
=650  \0$aDamage Rating Index.
=650  \0$aMicrocracking.
=650  \0$aPetrography.
=650  \0$aPotsdam sandstone.
=650  \0$aSpratt limestone.
=650  \0$aAsphalt concrete.
=650  \0$aAsphalt emulsion mixtures.
=650  \0$aBituminous pavements.
=650  \0$aBituminous aggregates.
=650  \0$aMoisture damage.
=650  14$aDamage Rating Index.
=650  24$aAlkali-silica reaction.
=650  24$aPetrography.
=650  24$aConcrete.
=650  24$aSpratt limestone.
=650  24$aPotsdam sandstone.
=650  24$aMicrocracking.
=700  1\$aFournier, B.,$eauthor.
=700  1\$aBallivy, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10531J.htm

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=001  CCA10532J
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=024  7\$a10.1520/CCA10532J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10532J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.136$223
=100  1\$aSaric-Coric, M.,$eauthor.
=245  10$aIs ASTM C 672 Curing Procedure Still Appropriate to Test the Scaling Resistance of Blended Cements? /$cM Saric-Coric, P-C Aïtcin.
=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$b7
=520  3\$aThe scaling resistance of slag-blended cements can be critical when tested according to the procedure described in the present ASTM C 672 standard. As soon as slag replacement is greater than 20 percent, the scaling resistance of concretes made with a slag-blended cement deteriorates rapidly. But when the initial water curing procedure is lengthened from 13 to 27 days, the slag-blended samples have enough time to become more fully mature and they easily pass the scaling test, even when the substitution rate is as high as 80 percent. Lengthening of the present initial water-curing period from 13–27 days should be considered in the case of slag-blended cements, and most probably for other blended cements as well. This would allow for concretes made with a blended cement to reach the same degree of maturity as concretes made with pure Portland cement when they are submitted for the first time to freezing and thawing cycles in the presence of deicing salts.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aFreezing and thawing cycles.
=650  \0$aPortland cement.
=650  \0$aScaling resistance.
=650  \0$aSlag-blended cement.
=650  \0$aConcrete$xTesting.
=650  \0$aFreeze thaw tests.
=650  \0$aConcrete tests.
=650  \0$aAir content.
=650  14$aPortland cement.
=650  24$aSlag-blended cement.
=650  24$aConcrete.
=650  24$aScaling resistance.
=650  24$aFreezing and thawing cycles.
=650  24$aASTMC672.
=700  1\$aAïtcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10532J.htm

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=024  7\$a10.1520/CCA10533J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10533J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP882
=082  04$a666/.4/3$223
=100  1\$aAl-Jabri, K.,$eauthor.
=245  10$aUse of Cement By-pass Dust in Flowable Fill Mixtures /$cK Al-Jabri, R Taha, A Al-Harthy, S Al-Oraimi, A Al-Nuaimi.
=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$b4
=520  3\$aFlowable fill is a self-compacted, cementitious material used primarily as a backfill in lieu of compacted fill. It is generally a mixture of sand, small amount of cement, fly ash, and water. Sand is the major component of most flowable fill mixes. Waste materials such as fly ash, ground granulated blast furnace slag, and foundry sand are commonly used to ensure low maximum compressive strength. Cement by-pass dust (CBPD) is considered a waste material of the production of cement. An estimated 25,000 tons of CBPD are produced annually in the Sultanate of Oman by Oman Cement Company alone. Most of this material is not effectively used and is disposed of on-site without any reuse causing environmental concerns. The main objective of this research is to investigate the potential use of CBPD in flowable fill mixtures as an alternative to fly ash and as a partial substitute for cement. The physical and chemical properties of both CBPD and cement were determined. Cube and cylindrical samples were prepared using different proportions of CBPD and water-to-cement ratios in order to select the optimum mixes that can be used in flowable fill applications. The optimum mixtures were cured in air and covered in plastic bags in order to study the effect of curing method on the compressive strength of flowable fill mixtures. Promising results were obtained with respect to the use of CBPD as a partial or full substitute for cement in flowable fill mixtures. Results also demonstrated that air cured samples gave a higher compressive strength than samples cured in the plastic bags for the mixes where CBPD was used as a partial substitute for cement. However, in mixes where CBPD was used to fully replace cement, samples that were cured in plastic bags produced higher strength than air cured samples at longer curing periods.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement by-pass dust.
=650  \0$aCement kiln dust.
=650  \0$aFlowable fill.
=650  \0$aFly ash.
=650  \0$aMortar.
=650  \0$aPortland cement.
=650  \0$aWaste material.
=650  \0$aBulk solids flow.
=650  \0$aCement kilns.
=650  \0$aKilns, Rotary.
=650  14$aFlowable fill.
=650  24$aMortar.
=650  24$aWaste material.
=650  24$aPortland cement.
=650  24$aCement by-pass dust.
=650  24$aFly ash.
=650  24$aCement kiln dust.
=700  1\$aTaha, R.,$eauthor.
=700  1\$aAl-Harthy, A.,$eauthor.
=700  1\$aAl-Oraimi, S.,$eauthor.
=700  1\$aAl-Nuaimi, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10533J.htm

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=024  7\$a10.1520/CCA10534J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10534J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE716.L8
=082  04$a666.893$223
=100  1\$aWang, H.,$eauthor.
=245  10$aASTM Symposium on Prescriptive and Performance Specifications for Hydraulic Cements and Their Use in Concrete :$bIssues and Implications for Standards Development /$cH Wang, E Dunstan, H Chen.
=264  \1$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$b4
=520  3\$aASTM C-359, a standard test method for early stiffening of Portland cement (mortar method), is used to assess false set and flash set behaviors of cement in mortar. This test method defines cement false set as “the early development of stiffness . . . . . .without evolution of much heat, which stiffness can be dispelled and plasticity regained by further mixing without addition of water,” while flash set is described as “the early development of stiffness . . . . . .usually with the evolution of considerable heat, which stiffness cannot be dispelled nor can the plasticity be regained by further mixing without addition of water.” Therefore, if penetration is regained after remixing, then the early stiffening is considered as false set. If remixing cannot restore the penetration, the early stiffening is considered as flash set. Although ASTM C-359 does not specify the causes of false set and flash set, it is generally understood that false set is mostly due to re-hydration of dehydrated gypsum in the cement, while flash set is believed to be the result of gypsum deficiency in the cement. The deficiency of gypsum allows rapid hydration of aluminate phase. Our test results indicated that in some cases ASTM C-359 alone could not be directly used to explain the origin of false set or flash set. It is found that early stiffening behavior is related to the amount of gypsum and degree of gypsum dehydration, to the clinker mineralogy and morphology, and to the physical property such as cement fineness.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarly stiffening.
=650  \0$aFalse set.
=650  \0$aFlash set.
=650  \0$aPortland cement.
=650  \0$aGranulated slag.
=650  \0$aMix design.
=650  \0$aHydraulic cement.
=650  \0$aSlag cement$xTesting.
=650  14$aPortland cement.
=650  24$aEarly stiffening.
=650  24$aFalse set.
=650  24$aFlash set.
=650  24$aASTM C-359.
=700  1\$aDunstan, E.,$eauthor.
=700  1\$aChen, H.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 24, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2002$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10534J.htm

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=001  CCA10540J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1998\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10540J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10540J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP882.3
=082  04$a620.135$223
=100  1\$aHelmuth, R.,$eauthor.
=245  10$aReappraisal of the Autoclave Expansion Test /$cR Helmuth, PB West.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1998.
=300  \\$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$b70
=520  3\$aThis report re-examines the technical basis for the AET as presented inPCA Research Department Bulletin RX45 as well as more recent research. Thefocus is on the potential for disruptive expansions caused by crystallineMgO in portland cements hydrated under various conditions, including the AET.Much of the data indicates that the AET would be a good test for unsoundnesscaused by free CaO alone, but that expansions in the AET caused by MgO andC3A do not correlate well with disruptive expansionsunder ordinary conditions. Consideration of expansive reaction mechanismsand the published data indicate that MgO continues to hydrate slowly undera wide range of conditions and that stress-relief mechanisms and stabilizationprocesses apparently operate to prevent disruptive expansions in moist environments.Since these mechanisms may not operate as well in dry environments, thereare undetermined risks with respect to reliance on performance tests thatdo not cause hydration of MgO. Investigation of these mechanisms is recommendedso that portland cement soundness and performance can be assured, perhapswithout reliance on the AET.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutoclave expansion test.
=650  \0$aClinker.
=650  \0$aSoundness tests.
=650  \0$aCement$xAnalysis.
=650  \0$aCement clinkers.
=650  \0$aConcrete$xAnalysis.
=650  \0$aCement.
=650  \0$aAutoclave curing.
=650  14$aAutoclave expansion test.
=650  24$aCement.
=650  24$aClinker.
=650  24$aSoundness tests.
=700  1\$aWest, PB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 20, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1998$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10540J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10542J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10542J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aQA76.9.C65
=082  04$a003.3$223
=100  1\$aSnyder, K.,$eauthor.
=245  13$aAn Investigation of the Minimum Expected Uncertainty in the Linear Traverse Technique /$cK Snyder, K Hover, K Natesaiver.
=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$b7
=520  3\$aAnalytical solutions to the minimum uncertainty in the linear traverse technique are presented. These solutions are based on the concept of a perfect operator conducting multiple linear traverses using highly accurate instruments on a well-prepared concrete specimen. The air void parameters calculated from each of the traverses will not be the same and will be distributed around an average value. The uncertainty in the knowledge of the true values of the parameters can be characterized by the dispersion of the multiple values of the parameters obtained. The minimum uncertainty is quantified here as twice the standard deviation (95% confidence interval) of the air void parameter values. The analytical solutions were verified by means of computer simulations of a linear traverse being performed on hardened air-entrained cement paste. Results indicate agreement between the analytical solutions and the computer simulations. The minimum uncertainty in measurements of air content, specific surface, and spacing factor are dependent primarily upon the number of chords in a traverse and secondarily upon the coefficient of variation of the chord lengths. The equations derived herein are applied to the results of a linear traverse conducted on an actual specimen of air-entrained concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aComputer simulations.
=650  \0$aLinear traverse.
=650  \0$aTheory.
=650  \0$aUncertainty.
=650  \0$aComputer simulation.
=650  \0$aUncertainty$xMathematical models.
=650  \0$aCOMPUTERS$xComputer Simulation.
=650  14$aLinear traverse.
=650  24$aUncertainty.
=650  24$aTheory.
=650  24$aComputer simulations.
=700  1\$aHover, K.,$eauthor.
=700  1\$aNatesaiver, K.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10542J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10543J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10543J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.893$223
=100  1\$aOzyildirim, C.,$eauthor.
=245  10$aComparison of the Air Contents of Freshly Mixed and Hardened Concretes /$cC Ozyildirim.
=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$b8
=520  3\$aThis study compares the air contents of freshly mixed and hardened concretes. At the fresh stage, pressure meters (Types A and B) and a volumetric meter were used to determine the air content. At the hardened stage, the air content was calculated using the linear traverse method described in ASTM C 457, which is a microscopical procedure. The unit weight and compressive strength of the concretes were also determined.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir content.
=650  \0$aLinear traverse.
=650  \0$aMicroscopical method.
=650  \0$aPressure meter.
=650  \0$aStrength.
=650  \0$aUnit weight.
=650  \0$aVolumetric meter.
=650  \0$aConcrete$xAir content.
=650  \0$aAir-entrained concrete.
=650  14$aAir content.
=650  24$aPressure meter.
=650  24$aVolumetric meter.
=650  24$aMicroscopical method.
=650  24$aLinear traverse.
=650  24$aUnit weight.
=650  24$aStrength.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10543J.htm

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=001  CCA10544J
=003  IN-ChSCO
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=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10544J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10544J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a666/.893$223
=100  1\$aRoberts, LW.,$eauthor.
=245  10$aDiscussion on “Comparison of the Air Contents of Freshly Mixed and Hardened Concretes” by Lawrence W. Roberts and Richard D. Gaynor /$cLW Roberts, RD Gaynor.
=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.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete$xAir content.
=650  \0$aAir-entrained concrete.
=700  1\$aGaynor, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10544J.htm

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=001  CCA10545J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10545J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10545J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a693/.5$223
=100  1\$aKhayat, KH.,$eauthor.
=245  10$aComparison of Air Contents in Fresh and Hardened Concretes Using Different Airmeters /$cKH Khayat, KW Nasser.
=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$b9
=520  3\$aThe air contents of several concrete mixtures were measured while the material was in a plastic state, and the results were compared to corresponding values determined microscopically on the same hardened concretes. Two volumetric airmeters, a roller and a mini airmeter, as well as a pressure airmeter were employed for monitoring the air content in fresh concrete. The linear traverse method was used to determine the air content of hardened concrete. A total of 21 laboratory-prepared concrete mixtures were examined. Both 10 and 25-mm (3/8 and 1-in.) nominal size aggregates of different densities were used to produce normal-weight and lightweight concretes. The water-cementitious materials ratios for the concretes ranged between 0.23 and 0.53, and the cement content varied from 267 to 540 kg/m3 (450 to 910 lb/yd3), with silica fume incorporated in some concretes. An air-entraining agent was used to yield air contents between 0.5 and 12.5%.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir content.
=650  \0$aAir measuring instruments.
=650  \0$aAir-entraining admixture.
=650  \0$aFresh concrete.
=650  \0$aGravimetric.
=650  \0$aHardened concrete.
=650  \0$aLinear traverse.
=650  \0$aMini airmeter.
=650  \0$aPressure airmeter.
=650  \0$aRoller airmeter.
=650  \0$aSuperplasticizer.
=650  \0$aConcrete$xTesting.
=650  \0$aConcrete hardening.
=650  \0$aCompressive strength.
=650  \0$aFreeze thaw tests.
=650  14$aAir content.
=650  24$aFresh concrete.
=650  24$aHardened concrete.
=650  24$aAir measuring instruments.
=650  24$aPressure airmeter.
=650  24$aRoller airmeter.
=650  24$aMini airmeter.
=650  24$aLinear traverse.
=650  24$aGravimetric.
=650  24$aAir-entraining admixture.
=650  24$aSuperplasticizer.
=700  1\$aNasser, KW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10545J.htm

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=024  7\$a10.1520/CCA10546J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10546J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3623$223
=100  1\$aLane, DS.,$eauthor.
=245  10$aTesting Fly Ash in Mortars for Air-Entrainment Characteristics /$cDS Lane.
=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$b6
=520  3\$aWhen fly ash is used in the production of air-entrained concrete, it can affect the dosage requirement of air-entraining admixture (AEA) needed to produce the desired air content. ASTM C 618 provides a uniformity requirement for the dosage of AEA needed with a particular fly ash, and ASTM C 311 provides a test to determine compliance with the requirement. In a study of fly ash uniformity, the C 311 test was found to be ineffective in evaluating the effect of fly ash characteristics on AEA dosage requirement. The problem with the C 311 test is traced to the high levels of AEA which are required in the test and is illustrated by the use of AEA dosage versus air content curves.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aMortar.
=650  \0$aRequirements.
=650  \0$aTesting.
=650  \0$aConcrete$xTesting.
=650  \0$aFreeze thaw durability.
=650  \0$aAir entrainment.
=650  \0$aFly ash.
=650  14$aFly ash.
=650  24$aAir entrainment.
=650  24$aMortar.
=650  24$aConcrete.
=650  24$aRequirements.
=650  24$aTesting.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10546J.htm

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=024  7\$a10.1520/CCA10547J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10547J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG320
=082  04$a624.257$223
=100  1\$aKhayat, KH.,$eauthor.
=245  10$aEvaluation of Concrete Mixtures for Underwater Pile Repairs /$cKH Khayat, WT Hester.
=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$b7
=520  3\$aRepair of submerged concrete piles that have undergone considerable loss in cross section and strengthening of existing marine piles often involves jacketing the piles and filling the annular spacings between the jackets and the piles with concrete. In this paper, physical and mechanical properties that are deemed necessary to secure high-quality concrete under water were evaluated for numerous mixtures. Four concrete mixtures were selected to repair 2.4-m (8-ft)-high mock-up piles located above water. Rigid rectangular forms were erected around the 203-mm (8-in.)-square mock-up piles. The resulting annular spacings between these forms and the mock-up piles were first filled with water and then with concrete. The concrete was discharged within previously placed unhardened concrete to minimize segregation and water dilution rather than allowed to fall through water. Once the repair had set, the exposed surface of each underwater-cast pile was examined for any signs of segregation. Cores were obtained to evaluate the in-situ density and compressive strength of the concrete, as well as the bond strength between the underwater-cast concrete and the central mock-up pile. The testing program indicates that concrete mixtures containing antiwashout admixtures and either silica fume or fly ash can secure higher quality repairs, at equal or lower costs, than similar concretes made with high silica fume or high cement contents and no antiwashout admixtures. Properly proportioned concrete mixtures resulted in exposed repair surfaces free of segregation, with mean in-place compressive strength in excess of 58.6 MPa (8500 psi). The in-situ density of such concrete was identical to that cast and consolidated above water, and the bond strength to existing mock-up piles was in excess of 2.1 MPa (300 psi)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixtures.
=650  \0$aAntiwashout.
=650  \0$aBonding.
=650  \0$aFly ash.
=650  \0$aHigh-range water reducer.
=650  \0$aMarine piles.
=650  \0$aSilica fume.
=650  \0$aTremie placement.
=650  \0$aUnderwater repair.
=650  \0$aConcrete piling$xVibration$xTesting.
=650  \0$aPile caps.
=650  \0$aPiles (Supports)
=650  14$aMarine piles.
=650  24$aUnderwater repair.
=650  24$aTremie placement.
=650  24$aAdmixtures.
=650  24$aAntiwashout.
=650  24$aHigh-range water reducer.
=650  24$aSilica fume.
=650  24$aFly ash.
=650  24$aIn-situ strength.
=650  24$aBonding.
=700  1\$aHester, WT.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10547J.htm

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=024  7\$a10.1520/CCA10548J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10548J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN24.I3
=082  04$a553.6/2/09773$223
=100  1\$aRogers, CA.,$eauthor.
=245  10$aReduction in Mortar and Concrete Expansion with Reactive Aggregates Due to Alkali Leaching /$cCA Rogers, RD Hooton.
=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$b13
=520  3\$aMortar bar expansion tests for evaluating alkali-silica reactive aggregates are not always reliable. Containers with efficient wick systems may cause excessive leaching of alkalies out of mortar bars, thus reducing the expansion. This problem has become more apparent since the introduction in 1987 of a new recommended container for the ASTM C 227 mortar bar test. It is believed that the use of this container can result in deleteriously expansive aggregates appearing to be innocuous in laboratory testing. Similar effects were found with concrete prisms made with alkali-carbonate reactive aggregate. If laboratory expansion tests are to be reliable, it is necessary to calibrate the severity of the storage condition by conducting calibration tests with known alkali-reactive aggregates as reference materials. The use of Pyrex glass is not satisfactory for calibrating storage conditions because it contributes alkalies to the reaction.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aAlkali reaction.
=650  \0$aAlkalies.
=650  \0$aChalcedony.
=650  \0$aConcrete.
=650  \0$aDolomitic limestone.
=650  \0$aExpansion.
=650  \0$aMortar bar.
=650  \0$aPortland cement.
=650  \0$aSiliceous limestone.
=650  \0$aTests.
=650  \0$aAggregates (Building materials)
=650  \0$aCarbonate rocks.
=650  14$aAggregates.
=650  24$aDolomitic limestone.
=650  24$aConcrete.
=650  24$aPortland cement.
=650  24$aTests.
=650  24$aAlkalies.
=650  24$aExpansion.
=650  24$aSiliceous limestone.
=650  24$aMortar bar.
=650  24$aAlkali reaction.
=650  24$aChalcedony.
=700  1\$aHooton, RD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10548J.htm

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=007  cr\|n||||||||n
=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10549J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10549J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3623$223
=100  1\$aPatzias, T.,$eauthor.
=245  14$aThe Development of ASTM Method C 1012 with Recommended Acceptance Limits for Sulfate Resistance of Hydraulic Cements /$cT Patzias.
=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$b10
=520  3\$aWith the adoption of the new standard ASTM Test Method for Length Change of Hydraulic-Cement Mortars Exposed to a Sulfate Solution (C 1012-89), it is now possible to evaluate the performance of mortars made with portland cements, blended cements, and blends of portland cement with pozzolans or slags in producing a sulfate-resisting cement mortar.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcceptability.
=650  \0$aExpansion.
=650  \0$aFly ash.
=650  \0$aMortars.
=650  \0$aPozzolans.
=650  \0$aPrecision statements.
=650  \0$aSlag.
=650  \0$aSulfate attack.
=650  \0$aSulfate-resisting cements.
=650  \0$aTests.
=650  \0$aSulphate-resistant concrete.
=650  \0$aConcrete$xDeterioration.
=650  \0$aSulfate-resistant concrete.
=650  14$aAcceptability.
=650  24$aExpansion.
=650  24$aSulfate attack.
=650  24$aSulfate-resisting cements.
=650  24$aPozzolans.
=650  24$aFly ash.
=650  24$aSlag.
=650  24$aMortars.
=650  24$aTests.
=650  24$aPrecision statements.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10549J.htm

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=008  161219s1991\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10550J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10550J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTN24.I3
=082  04$a553.6/2/09773$223
=100  1\$aFournier, B.,$eauthor.
=245  12$aA Rapid Autoclave Mortar Bar Method to Determine the Potential Alkali-Silica Reactivity of St. Lawrence Lowlands Carbonate Aggregates (Quebec, Canada) /$cB Fournier, M-A Berubé, G Bergeron.
=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$b39
=520  3\$aAn autoclave mortar bar method is proposed to evaluate the potential alkali-silica reactivity of the limestone and dolostone aggregates produced in the St. Lawrence Lowlands. The influence of various parameters on the test results and the precision of the adopted test procedure were first evaluated. The method was then applied to 40 carbonate aggregates sampled along the St. Lawrence Lowlands. Expansion limits are suggested based on the behavior of these aggregates under standard testing conditions and on field performance. The reaction products developed in the mortar bars during the test, as observed under the SEM, were also investigated.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerated testing method.
=650  \0$aAggregates.
=650  \0$aAutoclave.
=650  \0$aConcrete.
=650  \0$aReaction products.
=650  \0$aAggregates (Building materials)
=650  \0$aCarbonate rocks.
=650  \0$aAlkali-aggregate reactivity.
=650  14$aConcrete.
=650  24$aAggregates.
=650  24$aAlkali-aggregate reactivity.
=650  24$aAccelerated testing method.
=650  24$aAutoclave.
=650  24$aReaction products.
=700  1\$aBerubé, M-A,$eauthor.
=700  1\$aBergeron, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 13, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1991$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10550J.htm

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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10555J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10555J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP883
=082  04$a666/.94$223
=100  1\$aAl-Amoudi, OSB,$eauthor.
=245  10$aInfluence of Sulfate Ions on Chloride-Induced Reinforcement Corrosion in Portland and Blended Cement Concretes /$cOSB Al-Amoudi, A-A Rasheeduzzafar, M Maslehuddin, SN Abduljauwad.
=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$b26
=520  3\$aReinforced concrete structures serving in marine environments and in soils contaminated with high concentrations of chloride and sulfate salts are prone to two problems, namely reinforcement corrosion and sulfate attack. While a substantial number of studies have been carried out on reinforcement corrosion in pure chloride environments, practically no data exist on the influence of sulfate ions on chloride-induced reinforcement corrosion in plain and blended cement concretes.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlended cements.
=650  \0$aChlorides.
=650  \0$aMarine environment.
=650  \0$aPortland cement.
=650  \0$aReinforcement corrosion.
=650  \0$aSabkha.
=650  \0$aSulfates.
=650  \0$aPortland cement.
=650  \0$aSulfuric acid.
=650  \0$aCalcium sulfate.
=650  14$aReinforcement corrosion.
=650  24$aChlorides.
=650  24$aSulfates.
=650  24$aPortland cement.
=650  24$aBlended cements.
=650  24$aMarine environment.
=650  24$aSabkha.
=700  1\$aRasheeduzzafar, A-A,$eauthor.
=700  1\$aMaslehuddin, M.,$eauthor.
=700  1\$aAbduljauwad, SN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10555J.htm

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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10556J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10556J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893$223
=100  1\$aNaik, TR.,$eauthor.
=245  10$aUse of High Volumes of Class C and Class F Fly Ash in Concrete /$cTR Naik, BW Ramme, JH Tews.
=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$b17
=520  3\$aThis paper reports the results of research performed in the development and use of high volumes of Class C and Class F fly ash in concrete mixes for roadway paving projects.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aClass C fly ash.
=650  \0$aClass F fly ash.
=650  \0$aCompressive strength.
=650  \0$aFlexural strength.
=650  \0$aHigh volume fly ash.
=650  \0$aPaving.
=650  \0$aSplitting tensile strength.
=650  \0$aSuperplasticizer.
=650  \0$aConcrete$xAdditives$xCongresses.
=650  \0$aFly ash$xCongresses.
=650  \0$aSilica fume$xCongresses.
=650  \0$aSlag$xCongresses.
=650  14$aClass C fly ash.
=650  24$aClass F fly ash.
=650  24$aPaving.
=650  24$aCompressive strength.
=650  24$aFlexural strength.
=650  24$aSplitting tensile strength.
=650  24$aSuperplasticizer.
=650  24$aHigh volume fly ash.
=700  1\$aRamme, BW.,$eauthor.
=700  1\$aTews, JH.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10556J.htm

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=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10557J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10557J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aDay, RL.,$eauthor.
=245  10$aStrength Measurement of Concrete Using Different Cylinder Sizes :$bA Statistical Analysis /$cRL Day.
=264  \1$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$b24
=520  3\$aLiterature was analyzed to determine the relationship between strength of 150-mm (6 in.) diameter cylinders and smaller 100-mm (4 in.) and 75-mm (3 in.) diameter cylinders. The precision of measurement of strength when smaller cylinders are used was also examined. Almost 8000 cylinder strengths ranging from less than 20 MPa to greater than 100 MPa were analyzed. Results show: (1) over all strength ranges the coefficients of variation of strength (CV) for 100- and 150-mm cylinders are equivalent, (2) For 75-mm cylinders with strengths in the 20 to 60 MPa range, the mean CV is 5.2%, significantly higher than a mean CV of 3.0% for both 100- and 150-mm cylinders, (3) for 100- or 150-mm cylinders, the CV is significantly higher for strengths less than 60 MPa (3.0%) than for strengths greater than 60 MPa (1.8%), (4) within the range 20 to 100 MPa, the expected strength using 100-mm plastic or steel molds is 5% greater than if 150-mm plastic or steel molds are used.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aMold material.
=650  \0$aMold size.
=650  \0$aPrecision.
=650  \0$aStatistics.
=650  \0$aTesting.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  14$aCompressive strength.
=650  24$aMold size.
=650  24$aMold material.
=650  24$aStatistics.
=650  24$aPrecision.
=650  24$aTesting.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10557J.htm

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=024  7\$a10.1520/CCA10558J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10558J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3623$223
=100  1\$aWafa, FF.,$eauthor.
=245  10$aAccelerated Sulfate Attack on Concrete in a Hot Climate /$cFF Wafa.
=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$b10
=520  3\$aAn accelerated experimental investigation was conducted to study the effect of high sulfate concentration on concrete compressive strength. The effect of sulfate exposure on concrete compressive strength was evaluated by immersing concrete specimens (100-mm cubes) in a 10% magnesium-sulfate solution. The variable parameters were the type of cement, mixture proportions, curing period, and period of sulfate attack. Test results showed that the use of a high W-C ratio with Type I cement produced weak concrete with a loss of compressive strength up to 50% after 15 months of sulfate exposure. Using a rich mixture with Type V cement and a low W-C ratio produced dense impermeable concrete that showed no losses of strength even after 15 months of sulfate exposure in a hot humid environment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerated sulfate attack.
=650  \0$aCement.
=650  \0$aChemical attack.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aCuring.
=650  \0$aDurability.
=650  \0$aMagnesium sulfate.
=650  \0$aMixture proportions.
=650  \0$aPolluted ground water.
=650  \0$aSulfate attack.
=650  \0$aSulphate-resistant concrete.
=650  \0$aConcrete$xDeterioration.
=650  \0$aSulfate-resistant concrete.
=650  14$aAccelerated sulfate attack.
=650  24$aCement.
=650  24$aChemical attack.
=650  24$aCompressive strength.
=650  24$aConcrete.
=650  24$aCuring.
=650  24$aDurability.
=650  24$aMagnesium sulfate.
=650  24$aMixture proportions.
=650  24$aPolluted ground water.
=650  24$aSulfate attack.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10558J.htm

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=024  7\$a10.1520/CCA10559J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10559J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE203
=082  04$a662.625$223
=100  1\$aWei, L.,$eauthor.
=245  10$aConstruction Materials Made with Coal Combustion By-Products /$cL Wei, TR Naik, DM Golden.
=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$b3
=520  3\$aA research program at the Center for By-Products Utilization, University of Wisconsin-Milwaukee, is being conducted to develop new low-cost construction materials primarily using coal combustion by-products. This paper reports results of research performed to develop concrete mixture proportions information using fly ash and bottom ash in masonry products. The influence of different types, amounts, and sources of ash on compressive strength and bulk density of concrete are given in this paper. The influence of curing temperature as well as using bottom ash as a replacement of natural aggregates is also reported. It is concluded that low-cost construction materials can be reliably developed using coal combustion by-products with potentially large savings to producers and consumers.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBottom ash.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aCuring temperature.
=650  \0$aDensity.
=650  \0$aFly ash.
=650  \0$aMasonry.
=650  \0$aCoal ash.
=650  \0$aWaste products as road materials.
=650  \0$aAsh disposal.
=650  \0$aRoads$xDesign and construction.
=650  14$aFly ash.
=650  24$aBottom ash.
=650  24$aMasonry.
=650  24$aConcrete.
=650  24$aCompressive strength.
=650  24$aCuring temperature.
=650  24$aDensity.
=700  1\$aNaik, TR.,$eauthor.
=700  1\$aGolden, DM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10559J.htm

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=024  7\$a10.1520/CCA10560J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10560J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA434
=082  04$a620.13505$223
=100  1\$aKlemm, WA.,$eauthor.
=245  10$aHexavalent Chromium in Portland Cement /$cWA Klemm.
=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$b34
=520  3\$aDue to increasing environmental and health-related concerns, the amount of hexavalent chromium found in portland cement is coming under increasing scrutiny. Hexavalent chromium has been classified as a carcinogen, and its release into the air or groundwater is regulated and controlled under many Federal and State regulations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement burns.
=650  \0$aChromate.
=650  \0$aConcrete.
=650  \0$aDermatitis.
=650  \0$aFerrous iron.
=650  \0$aFerrous sulfate.
=650  \0$aHexavalent chromium.
=650  \0$aPortland cement.
=650  \0$aChromium.
=650  \0$aHazardous wastes.
=650  \0$aPortland cement.
=650  14$aPortland cement.
=650  24$aConcrete.
=650  24$aHexavalent chromium.
=650  24$aChromate.
=650  24$aFerrous sulfate.
=650  24$aFerrous iron.
=650  24$aDermatitis.
=650  24$aCement burns.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10560J.htm

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=024  7\$a10.1520/CCA10561J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10561J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA437
=082  04$a666/.92$223
=100  1\$aDurand, B.,$eauthor.
=245  10$aEffect of Curing on Shrinkage and Expansion of Surface Repair Mortars /$cB Durand, J Mirza.
=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$b13
=520  3\$aHydro-Québec has undertaken a major study on the evaluation of repair materials for concrete surfaces damaged by erosion. Shrinkage-expansion and compressive tests, among others, were carried out on 36 different products: 12 cementitious mortars and grouts, eight cement-based mortars containing styrene-butadiene rubber (SBR), four cement-based mortars containing acrylics, and 12 epoxy mortars. For each mix, four 25 by 25 by 275-mm bars and six 51 by 51 by 51-mm cubes were prepared for shrinkage-expansion and compressive-strength tests, respectively. Specimens were demolded after 24 h and placed at 21°C and 100% relative humidity for another 24 h. After that, half the bars were put in lime-saturated water, the other half in air at 50% relative humidity (both cured at 21°C). With respect to the cubes, half were placed in air at 21°C and 50% relative humidity, the others in a moisture chamber. Among the 35 products tested, two cementitious grouts made with special cement and artificial aggregates showed the lowest shrinkage-expansion behavior and the highest compressive strength (over 80 MPa). Two polymer-modified cement-based mortars containing SBR had shown large water expansion and air shrinkage, whereas another cement-based mortar containing SBR showed little shrinkage expansion and high compressive strength. Four of the 12 high sand: epoxy ratio mixes exhibited very large water expansion, whereas most products showed little air shrinkage.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcrylics.
=650  \0$aConcrete.
=650  \0$aEpoxy.
=650  \0$aExpansion.
=650  \0$aGrout.
=650  \0$aMortar.
=650  \0$aShrinkage.
=650  \0$aStyrene-butadiene rubber.
=650  \0$aConcrete$xCuring.
=650  \0$aMortar$xTesting.
=650  14$aAcrylics.
=650  24$aConcrete.
=650  24$aEpoxy.
=650  24$aExpansion.
=650  24$aGrout.
=650  24$aMortar.
=650  24$aShrinkage.
=650  24$aStyrene-butadiene rubber.
=700  1\$aMirza, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10561J.htm

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=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10562J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10562J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3692$223
=100  1\$aOzyildirim, C.,$eauthor.
=245  10$aRapid Chloride Permeability Testing of Silica-Fume Concrete /$cC Ozyildirim.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1994.
=300  \\$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$b18
=520  3\$aFor long-lasting, reinforced-concrete structures exposed to the environment, low permeability concretes are required. ASTM C 1202 (Electrical Indication of Concrete's Ability to Resist Chloride Ion Penetration) is a rapid test that indirectly measures the permeability of concrete. The results of the rapid test have been related to direct measurements of permeability (e.g., ponding test) and have been found to be useful and valid provided that possible interferences are accounted for. For comparisons between tests, similar concretes should be tested at similar ages.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChloride content.
=650  \0$aConcrete.
=650  \0$aPermeability.
=650  \0$aPonding test.
=650  \0$aRapid permeability test.
=650  \0$aSilica fume.
=650  \0$aConcrete$xPermeability$xTesting$xCongresses.
=650  \0$aConcrete$xPermeability$xTesting.
=650  14$aChloride content.
=650  24$aConcrete.
=650  24$aCoulomb.
=650  24$aPermeability.
=650  24$aPonding test.
=650  24$aRapid permeability test.
=650  24$aSilica fume.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10562J.htm

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=007  cr\|n||||||||n
=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10563J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10563J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3633$223
=100  1\$aGjørv, OE.,$eauthor.
=245  10$aEffect of Elevated Curing Temperature on the Chloride Permeability of High-Strength Lightweight Concrete /$cOE Gjørv, K Tan, PJM Monteiro.
=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$b9
=520  3\$aDue to high cement contents and reduced heat capacity, high-strength lightweight concrete is often exposed to elevated curing temperatures. In the production of lightweight concrete the aggregate is often wetted before use, but sometimes dry aggregate is also applied. In order to find out whether elevated curing temperatures in combination with varying moisture conditions of the aggregate would affect the concrete permeability, an experimental investigation was carried out. The results showed that maximum curing temperatures of up to 80°C did not adversely affect the compressive strength when dry aggregate was used, while a temperature above 50°C reduced the compressive strength when wet aggregate was employed. Temperatures above 65°C increased the permeability in both cases of aggregate moisture condition. At 20°C the compressive strength was higher for the wet aggregate concrete (103.8 MPa) compared to that of the dry aggregate concrete (95.3 MPa), but the permeability was also higher for the wet aggregate concrete (150%). When all the moisture was removed at 105°C, the wet aggregate concrete absorbed approximately 15% more water by capillary absorption than the dry aggregate concrete. Backscattered electron images showed a very dense transition zone between cement paste and aggregate both for the dry and the wet aggregate concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChloride permeability.
=650  \0$aCompressive strength.
=650  \0$aConcrete production.
=650  \0$aDurability.
=650  \0$aHeat of hydration.
=650  \0$aHigh-strength concrete.
=650  \0$aLightweight aggregate.
=650  \0$aMaximum curing temperature.
=650  \0$aMicrostructure.
=650  \0$aMoisture conditions.
=650  \0$aConcrete$xCreep.
=650  \0$aConcrete$xExpansion and contraction.
=650  \0$aHigh strength concrete.
=650  \0$aLightweight concrete.
=650  \0$aCreep tests.
=650  \0$aShrinkage.
=650  14$aHigh-strength concrete.
=650  24$aLightweight concrete.
=650  24$aConcrete production.
=650  24$aHeat of hydration.
=650  24$aMaximum curing temperature.
=650  24$aLightweight aggregate.
=650  24$aMoisture conditions.
=650  24$aCompressive strength.
=650  24$aMicrostructure.
=650  24$aChloride permeability.
=650  24$aDurability.
=700  1\$aTan, K.,$eauthor.
=700  1\$aMonteiro, PJM,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10563J.htm

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=024  7\$a10.1520/CCA10564J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10564J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666.893$223
=100  1\$aRanc, R.,$eauthor.
=245  10$aLimits of Application of the ASTM C 2274 Mortar Bar Test. Comparison with Two Other Standards on Alkali Aggregate Reactivity /$cR Ranc, H Isabelle, J Yves Clément, D Sorrentino.
=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$b19
=520  3\$aMortar bar expansion tests sometimes provide unreliable data concerning the potential reactivity of aggregates in an alkaline medium. The most widely used mortar bar test, known as the Test Method for Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar Bar Method) (ASTM C 227) is a case in point. The alkali-carbonate reaction, which is outside the scope of this standard, will not be discussed in this paper. The procedure related to the storage conditions and the leaching of the alkalies from the bars have been the subject of several recent papers. The investigation presented in this paper covers six deleteriously expansive coarse aggregates, which were correctly evaluated when tested in concrete prisms, but not in mortar bars. The Test Method for Potential Reactivity of Aggregates (Chemical Method) (ASTM C 289) has also been used but was not found to be reliable. Based on data developed from the above tests and a complete petrographic examination, it is concluded that reducing the particle size of the materials as required in the mortar bar test contributes to a decrease in expansion.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aAlkali reaction.
=650  \0$aComparative results.
=650  \0$aConcrete prism test.
=650  \0$aMortar bar tests.
=650  \0$aSize reduction.
=650  \0$aConcrete.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xTesting.
=650  14$aAggregates.
=650  24$aAlkali reaction.
=650  24$aMortar bar tests.
=650  24$aConcrete prism test.
=650  24$aComparative results.
=650  24$aSize reduction.
=700  1\$aIsabelle, H.,$eauthor.
=700  1\$aYves Clément, J.,$eauthor.
=700  1\$aSorrentino, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10564J.htm

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=008  161219s1994\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10565J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10565J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG315
=082  04$a624.28$223
=100  1\$aDi Maio, AA.,$eauthor.
=245  12$aA New Nondestructive Testing (NDT) :$bTorsion Test to Evaluate Compressive Strength in Concrete Structures /$cAA Di Maio, LP Traversa.
=264  \1$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$b8
=520  3\$aA new nondestructive test (NDT) for the in-situ compressive strength evaluation of concrete has been developed. Using a torque meter, the failure torsional moment is determined on a small cylinder formed in the structure. Test background, methodology, and results obtained in mortar and concrete are discussed. The effects of w-c ratio, particle shape, maximum size, and types of the coarse aggregates, test age, and curing conditions on the correlation relationship are also reported.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse aggregate.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aCorrelation.
=650  \0$aNondestructive testing (NDT)
=650  \0$aTorsion test.
=650  \0$aBridges$xNondestructive testing.
=650  \0$aWooden bridges$xInspection.
=650  \0$aConcrete bridges$xInspection.
=650  14$aNondestructive testing (NDT)
=650  24$aConcrete.
=650  24$aCompressive strength.
=650  24$aCorrelation.
=650  24$aTorsion test.
=650  24$aCoarse aggregate.
=700  1\$aTraversa, LP.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10565J.htm

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=024  7\$a10.1520/CCA10566J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10566J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG335
=082  04$a625.7/08s$223
=100  1\$aRutherford, JH.,$eauthor.
=245  10$aUse of Control Specimens in Freezing and Thawing Testing of Concrete /$cJH Rutherford, BW Langan, MA Ward.
=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$b1
=520  3\$aThe ability to assess with confidence the potential freezing and thawing durability of concrete is important for long-term evaluations of mix designs and of in-situ concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aControl specimens.
=650  \0$aDurability.
=650  \0$aFreezing and thawing testing.
=650  \0$aFreeze thaw durability.
=650  \0$aConcrete bridges$xFloors.
=650  \0$aFrost resistant concrete.
=650  \0$aConcrete.
=650  14$aConcrete.
=650  24$aDurability.
=650  24$aFreezing and thawing testing.
=650  24$aControl specimens.
=700  1\$aLangan, BW.,$eauthor.
=700  1\$aWard, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 16, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1994$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10566J.htm

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=001  CCA10569J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10569J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10569J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA438
=082  04$a625.7$223
=100  1\$aEzeldin, AS.,$eauthor.
=245  10$aToughness Behavior of Fiber-Reinforced Rapid-Set Materials :$bA Preliminary Study /$cAS Ezeldin, PN Balaguru.
=264  \1$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$b6
=520  3\$aThis paper presents the experimental results of a preliminary investigation on fiber-reinforced rapid-set materials. The experimental study was carried out using two commercially available rapid-set materials mixed with steel fibers. The investigation was focused on the flexural strength (modulus of rupture) and toughness of the two composites. Three fiber lengths of 30, 50, and 60 mm were incorporated in this study. Their aspect ratios were: 100 (l = 50 mm, φ = 0.5 mm), 75 (l = 60 mm, φ = 0.8 mm), and 60 (l = 30 mm, φ = 0.5 mm). Three fiber contents, namely 50, 100, and 150 lb/yd3 (30, 60, and 90 kg/m3), were used.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCracking.
=650  \0$aDuctility.
=650  \0$aRapid-set materials.
=650  \0$aRepairs.
=650  \0$aSteel fibers.
=650  \0$aStrength.
=650  \0$aFlexural strength.
=650  \0$aFiber-reinforced concrete.
=650  14$aCracking.
=650  24$aDuctility.
=650  24$aFlexural strength.
=650  24$aFiber-reinforced concrete.
=650  24$aRapid-set materials.
=650  24$aRepairs.
=650  24$aSteel fibers.
=650  24$aStrength.
=700  1\$aBalaguru, PN.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10569J.htm

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=024  7\$a10.1520/CCA10570J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10570J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a625.7/08s$223
=100  1\$aNilsen, AU.,$eauthor.
=245  10$aProperties of High-Strength Concrete Containing Light-, Normal-, and Heavyweight Aggregate /$cAU Nilsen, P-C Aïtcin.
=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$b13
=520  3\$aResults of an experimental study on the influence of density of aggregate on mechanical properties of high-strength concrete are presented. Using the same mixture proportions by volume, concretes with very dissimilar mechanical properties were obtained. A comparison of measured static modulus of elasticity to the calculated value obtained by using the equations from various building codes shows that the latter overestimate the modulus significantly. The influence of curing time on the drying shrinkage of concrete was also studied. The results confirm that the coarse aggregate type significantly influences the magnitude of shrinkage.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAnd heavyweight concrete.
=650  \0$aElastic properties.
=650  \0$aHigh-strength concrete.
=650  \0$aLightweight.
=650  \0$aNormal-weight.
=650  \0$aShrinkage.
=650  \0$aAggregates (Building materials)$xTesting.
=650  \0$aConcrete$xEffect of temperature on.
=650  \0$aFreeze thaw tests.
=650  \0$aCoarse aggregates.
=650  \0$aFreeze thaw durability.
=650  14$aCoarse aggregates.
=650  24$aLightweight.
=650  24$aNormal-weight.
=650  24$aAnd heavyweight concrete.
=650  24$aHigh-strength concrete.
=650  24$aElastic properties.
=650  24$aShrinkage.
=700  1\$aAïtcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10570J.htm

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=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10571J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10571J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666/.893$223
=100  1\$aHamling, JW.,$eauthor.
=245  10$aEvaluation of Granulated Blast Furnace Slag as a Cementitious Admixture—A Case Study /$cJW Hamling, RW Kriner.
=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$b17
=520  3\$aCurrently, Inland Steel Co. generates approximately two million tons/year of iron blast furnace slag. This material is disposed of in a landfill which has a life expectancy to 1995. With the completion of the landfill rapidly approaching, an alternative means of slag disposal is necessary. Based on a review of the literature, it was determined that water granulation is one possible means for upgrading the utilization potential of blast furnace slag. This paper summarizes the results of a 1-ton/min pilot plant investigation (covering 101 furnace taps) aimed at determining if water-granulated slag from Inland's Blast Furnace No. 7, when suitably ground, can be used as a cementitious admixture for concrete and mortar. From the results it was concluded that a product of acceptable quality meeting ASTM Specification for Ground Iron Blast-Furnace Slag for Use in Concrete and Mortars (C 989) can be produced.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCementitious.
=650  \0$aGranulated slag.
=650  \0$aMineral admixture.
=650  \0$aAdmixtures.
=650  \0$aChemical Admixtures.
=650  \0$aSlag cement.
=650  14$aCementitious.
=650  24$aGranulated slag.
=650  24$aMineral admixture.
=650  24$aSlag cement.
=700  1\$aKriner, RW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10571J.htm

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=001  CCA10572J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10572J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10572J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a620.13$223
=100  1\$aMalphurs, P.,$eauthor.
=245  10$aTask Force Report on ASTM D 2419 :$bSand Equivalent Value of Soils and Fine Aggregate, Prepared for ASTM Subcommittee D 04.51 /$cP Malphurs, RN Doty, VK Tatum.
=264  \1$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$b5
=520  3\$aThis interlaboratory study compared ASTM D 2419 test results using three different sample preparation techniques. Established preparation Procedures A and B were compared against a new proposed Procedure C, currently being used by the Georgia Department of Transportation (DOT). Sand equivalent (SE) testing was done at eight different laboratories, and the data were analyzed by ASTM Practice for Conducting an Interlaboratory Test Program to Determine the Precision of Test Methods (E 691) computer program, Interlaboratory Data Analysis Software. Results of this study conclude that the proposed Procedure C gives essentially the same results as Procedure A and is easier and less cumbersome to perform. Results also showed that there is no reason to differentiate between SE values above or below 80 when applying a precision statement.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFine aggregate.
=650  \0$aPlastic fines.
=650  \0$aSand equivalent.
=650  \0$aAggregates (Building materials)
=650  \0$aConcrete.
=650  \0$aAggregates.
=650  \0$aFine aggregates.
=650  14$aSand equivalent.
=650  24$aFine aggregate.
=650  24$aPlastic fines.
=650  24$aASTM D2419.
=700  1\$aDoty, RN.,$eauthor.
=700  1\$aTatum, VK.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10572J.htm

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=001  CCA10573J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10573J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10573J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a625.84$223
=100  1\$aNaiqian, F.,$eauthor.
=245  10$aProperties of Zeolite as an Air-Entraining Agent in Cellular Concrete /$cF Naiqian.
=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$b4
=520  3\$aThis paper describes a new type of lightweight concrete using zeolite as an air-entraining agent. The cement paste expands in the presence of the zeolite powder, and after setting and hardening a cellular concrete is formed. The compressive strength of concrete after standard curing for 28 days is 4.5 to 5.5 MPa, and the density is about 750 to 850 kg/m3. The zeolite in concrete can also react with the cement paste during its hydration, and therefore the strength of concrete can increase further with age.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir-entraining agent.
=650  \0$aCellular concrete.
=650  \0$aNatural zeolite.
=650  \0$aSlag cement.
=650  \0$aAdmixtures.
=650  \0$aAir entraining agents.
=650  \0$aWater reducing agents.
=650  \0$aAccelerating agents.
=650  14$aNatural zeolite.
=650  24$aAir-entraining agent.
=650  24$aCellular concrete.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10573J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10574J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10574J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10574J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP882.3
=082  04$a666/.893$223
=100  1\$aRichter, RE.,$eauthor.
=245  10$aDevelopment of a New Method for the Determination of Iron Content of Hydraulic Cementitious Materials and Pozzolans /$cRE Richter, TS Poole.
=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$b7
=520  3\$aProblems were encountered in the use of the reference method as given in ASTM Test Methods for Chemical Analysis of Hydraulic Cement C 114 for chemical determination of iron in certain cementitious materials including pozzolans, slags, and blended cements. Investigational work was done to overcome these problems. Revised procedures were developed. The revised procedures have been accepted for inclusion in ASTM C 114-88. This report documents the work that led to their development.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aFusion.
=650  \0$aIron.
=650  \0$aPozzolan.
=650  \0$aSilica fume.
=650  \0$aSlag.
=650  \0$aSolubility.
=650  \0$aConcrete.
=650  \0$aConcrete$xAnalysis.
=650  \0$aChemical analysis.
=650  14$aChemical analysis.
=650  24$aIron.
=650  24$aCement.
=650  24$aPozzolan.
=650  24$aSilica fume.
=650  24$aSlag.
=650  24$aFusion.
=650  24$aSolubility.
=700  1\$aPoole, TS.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10574J.htm

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=001  CCA10575J
=003  IN-ChSCO
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10575J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10575J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a625.7/08s$223
=100  1\$aBhatty, JI.,$eauthor.
=245  10$aSludge Ash Pellets as Coarse Aggregates in Concrete /$cJI Bhatty, A Malisci, I Iwasaki, KJ Reid.
=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$b11
=520  3\$aThis work examines the potential of using sintered sludge ash pellets as a substitute for regular coarse aggregate in concrete. The mixing of concrete samples was done by replacing the coarse aggregate with sludge ash pellets in varying proportions following mixing procedures of ASTM Test Method of Making and Curing Concrete Test Specimens in the Laboratory (C 192-88). Specimens were prepared as 50 by 100-mm cylinders and tested for compressive strength for up to 28 days. The results indicate that the incorporation of pellets produced reasonably strong concrete—4900 to 5910 psi (33 to 42 MPa) after 28 days. No adverse effects on concrete strength were observed. Instead, the pellets, being round in shape, enhanced the workability of concrete and resulted in more compact concrete specimens. The net result of substituting the pellets for coarse aggregates is to yield a concrete of lower density since the pellets are formed from a material of lower specific gravity than conventional aggregates. The data show that concrete containing pellets is lighter than regular concrete and has a better strength-to-weight ratio. The peak benefits are a strength-to-weight ratio improvement of more than 15% over regular concrete observed in the specimen with 35% substitution of coarse aggregate by pellets.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCoarse aggregate substitute.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aLightweight concrete.
=650  \0$aSludge ash pellets.
=650  \0$aStrength-to-weight ratio.
=650  \0$aWorkability.
=650  \0$aAggregates (Building materials)$xTesting.
=650  \0$aConcrete$xEffect of temperature on.
=650  \0$aFreeze thaw tests.
=650  \0$aCoarse aggregates.
=650  14$aSludge ash pellets.
=650  24$aCoarse aggregate substitute.
=650  24$aConcrete.
=650  24$aCompressive strength.
=650  24$aLightweight concrete.
=650  24$aWorkability.
=650  24$aStrength-to-weight ratio.
=700  1\$aMalisci, A.,$eauthor.
=700  1\$aIwasaki, I.,$eauthor.
=700  1\$aReid, KJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10575J.htm

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=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10576J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10576J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA428.L5
=082  04$a691.2$223
=100  1\$ade Larrard, F.,$eauthor.
=245  10$aAre Small Aggregates Really Better for Making High-Strength Concrete? /$cF de Larrard, A Belloc.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1992.
=300  \\$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$b9
=520  3\$aIt has been stated recently that 10 to 12 mm is the maximum size of aggregates preferable for making high-strength concrete. A discussion of this statement is presented herein, supported by experimental data on eight concretes (normal-strength and high-strength mixes). It is concluded that, in the range of mixes that can be made with the used components—crushed limestone aggregates, Portland cement, silica fume, and superplasticizer, the classical theory still seems to apply: 20 to 25-mm maximum size aggregates lead to better performances and economy than smaller size aggregates.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aHigh-strength concrete.
=650  \0$aLimestone aggregates.
=650  \0$aMix-design.
=650  \0$aSilica fume.
=650  \0$aSuperplasticizer.
=650  \0$aLimestone.
=650  \0$aDurability.
=650  \0$aLithologic composition.
=650  \0$aAggregates (Building materials)$xTesting.
=650  \0$aLimestone$xTesting.
=650  \0$aRoad materials$xTesting.
=650  14$aAggregates.
=650  24$aHigh-strength concrete.
=650  24$aLimestone aggregates.
=650  24$aSilica fume.
=650  24$aSuperplasticizer.
=650  24$aMix-design.
=700  1\$aBelloc, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10576J.htm

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=024  7\$a10.1520/CCA10577J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10577J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA418.14
=082  04$a531.385$223
=100  1\$aNilsen, AU.,$eauthor.
=245  10$aStatic Modulus of Elasticity of High-Strength Concrete from Pulse Velocity Tests /$cAU Nilsen, P-C Aitcin.
=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$b10
=520  3\$aDuring the past few years there has been a growing interest in predicting and controlling the compressive strength and the elastic properties of concrete. In the case of high-strength concrete, the measurement of the static modulus of elasticity requires special specimen preparation and is fairly time consuming. Since the measurement of the pulse velocity is very easy and a correlation exists between static modulus of elasticity and the stiffness constant from the pulse velocity test, it is proposed to use the latter for predicting the static modulus of elasticity of high-strength concretes with very different elastic properties. The stiffness development can easily be monitored in a fast and inexpensive way, but it is not recommended to use the pulse velocity test to predict the concrete strength. The expression Ed = 1.5 Ec - 5.9 GPa provides a good correlation between the dynamic elastic modulus, Ed, and its static counterpart, Ec.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aElastic properties.
=650  \0$aHigh-strength concrete.
=650  \0$aLightweight.
=650  \0$aPulse velocity.
=650  \0$aConcrete.
=650  \0$aPlasticity.
=650  \0$aElasticity.
=650  14$aLightweight-, normalweight-, and heavyweight concrete.
=650  24$aHigh-strength concrete.
=650  24$aElastic properties.
=650  24$aPulse velocity.
=700  1\$aAitcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10577J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10579J
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=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10579J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10579J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.136$223
=100  1\$aMehta, PK.,$eauthor.
=245  00$aMaterials Science of Concrete II /$cPK Mehta.
=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 first volume of the series on the Material Science of Concrete was published in 1989. This is the second volume, and it contains ten chapters comprising state-of-the-art reviews on various subjects related to the materials science of cements and concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aAggregates (Building materials)
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10579J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10580J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1992\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10580J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10580J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH16
=082  04$a627/.702$223
=100  1\$aGerwick, BC.,$eauthor.
=245  00$aConcrete in the Marine Environment /$cBC Gerwick.
=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\$aConcrete in the Marine Environment is a clear, concise, and eminently readable treatise on the subject of concrete in the marine environment. It admirably fulfills its stated objective of making available to the offshore engineer who has little previous experience in concrete the latest information concerning concrete technology. Illustrations are not only interesting, but relevant to the specific subject under discussion.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aMarine engineering.
=650  \0$aConcrete construction$zRome$xHistory.
=650  \0$aConcrete construction$xResearch$zMediterranean Region.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 14, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1992$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10580J.htm

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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10582J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10582J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3692$223
=100  1\$aWeyers, RE.,$eauthor.
=245  12$aA Rapid Method for Measuring the Acid-Soluble Chloride Content of Powdered Concrete Samples /$cRE Weyers, M Brown, IL Al-Qadi, M Henry.
=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$b10
=520  3\$aA rapid alternative method has been developed to the standard ASTM and AASHTO test methods for determining the acid-soluble chloride content of concrete. The method uses an acidic solution containing a deforming agent to digest the collected powdered chloride samples. A stabilizing solution is used in place of a temperature correction factor for the direct read of the solution's chloride concentration with a specific ion electrode.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChloride content.
=650  \0$aConcrete bridges.
=650  \0$aCorrosion.
=650  \0$aPowdered concrete sampling.
=650  \0$aConcrete$xPermeability$xTesting.
=650  \0$aConcrete.
=650  14$aChloride content.
=650  24$aCorrosion.
=650  24$aConcrete bridges.
=650  24$aPowdered concrete sampling.
=700  1\$aBrown, M.,$eauthor.
=700  1\$aAl-Qadi, IL.,$eauthor.
=700  1\$aHenry, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10582J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10583J
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=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10583J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10583J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/08s$223
=100  1\$aGifford, PM.,$eauthor.
=245  10$aUse of Fly Ash in Heat-cured Concrete and the Effect of Post-curing Storage Regimes on Strength, Modulus of Elasticity, and Freezing-thawing Durability /$cPM Gifford, BW Langan, MA Ward.
=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$b11
=520  3\$aThis study examines the use of ASTM Type C fly ash from two western Canadian sources with a Type III cement and aslump-extending superplasticizer. The heat-cured concrete had a low water-to-cementitious ratio. The fly ash was used to replace cement at 10 and 20% by weight. Effects on strength development, modulus of elasticity, and durability of subsequent storage regimes are presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAccelerated curing.
=650  \0$aConcrete.
=650  \0$aDurability.
=650  \0$aElastic properties.
=650  \0$aFly ash.
=650  \0$aPrecast.
=650  \0$aStrength.
=650  \0$aConcrete$xEffect of temperature on.
=650  \0$aFreeze thaw tests.
=650  \0$aCoarse aggregates.
=650  \0$aFreeze thaw durability.
=650  14$aAccelerated curing.
=650  24$aConcrete.
=650  24$aFly ash.
=650  24$aPrecast.
=650  24$aStrength.
=650  24$aElastic properties.
=650  24$aDurability.
=700  1\$aLangan, BW.,$eauthor.
=700  1\$aWard, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10583J.htm

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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10584J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10584J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aZ5853.E43
=082  04$a553.68$223
=100  1\$aWang, H.,$eauthor.
=245  10$aEffect Of Three Zeolite-containing Natural Pozzolanic Materials On Alkali-Silica Reaction /$cH Wang, JE Gillott.
=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$b13
=520  3\$aThis paper describes the effect of three natural zeolite-containing pozzolanic admixtures on expansion of mortar bars caused y alkali-silica reaction (ASR). Heulandite is present in all three samples, and clinoptilolite may be also present in one sample. Silica is also present in all three samples, but the mineral form and the amount of silica are significantly different in the different samples. Nevada opal was used as the alkali-expansive mineral in the aggregate, and the three admixtures (I, II, and III) were each blended with Type 10 portland cement at three replacement levels by weight of 6, 12, and 24%. Mortar bars containing 6 and 12% of the pozzolanic admixture tended to expand more than control bars, but when 24% admixture was present, expansion was reduced. The study suggests that the mineral composition and the content of alkali-reactive components in the admixture have an important bearing on their effectiveness in reducing expansion due to ASR.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate.
=650  \0$aAlkali-aggregate.
=650  \0$aAmorphous silica.
=650  \0$aAvailable alkali.
=650  \0$aCristo-balite.
=650  \0$aExpansion.
=650  \0$aHeulandite.
=650  \0$aPozzolan.
=650  \0$aZeolite admixture.
=650  \0$aZeolite.
=650  \0$aAlkali-aggregate reactions$xBibliography.
=650  \0$aConcrete$xChemistry$xBibliography.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xChemistry.
=650  14$aASR.
=650  24$aZeolite.
=650  24$aExpansion.
=650  24$aZeolite admixture.
=650  24$aAggregate.
=650  24$aAlkali-aggregate.
=650  24$aPozzolan.
=650  24$aAvailable alkali.
=650  24$aHeulandite.
=650  24$aCristo-balite.
=650  24$aAmorphous silica.
=700  1\$aGillott, JE.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10584J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10585J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10585J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10585J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.8/5$223
=100  1\$aChanvillard, G.,$eauthor.
=245  10$aEvaluation of the Statistical Significance of a Regression and Selection of the Best Regression Using the Coefficient of Determination R2 /$cG Chanvillard, JP Jones, P-C Aitcin.
=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$b5
=520  3\$aStatistical methods currently used to analyze experimental data and to select the best-fit regression model are analyzed based on the Fisher F-test. Unfortunately, the judgment of the significance of a regression is often performed by use of the coefficient of determination, available on most calculators. It will be shown that this coefficient of determination can be misused. Two simple equations which take advantage of this coefficient of determination are presented which allow one to analyze the data in an objective manner. The first equation allows one to evaluate the level of confidence of a regression model, and the second equation allows one to evaluate the contribution of a subset of the coefficient to the regression model.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBest-fit model.
=650  \0$aCoefficient of determination.
=650  \0$aFisher F-test.
=650  \0$aRegression.
=650  \0$aStatistics.
=650  \0$aPavements, Asphalt concrete$xDesign and construction$xStatistical methods.
=650  \0$aPavements, Asphalt concrete$xCracking$xData processing.
=650  \0$aBayesian statistical decision theory.
=650  \0$aRegression analysis.
=650  14$aRegression.
=650  24$aCoefficient of determination.
=650  24$aStatistics.
=650  24$aFisher F-test.
=650  24$aBest-fit model.
=700  1\$aJones, JP.,$eauthor.
=700  1\$aAitcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10585J.htm

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=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10586J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10586J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/367$223
=100  1\$aSwamy, RN.,$eauthor.
=245  10$aUse of Dynamic Nondestructive Test Methods to Monitor Concrete Deterioration Due to Alkali-Silica Reaction /$cRN Swamy, WMR Wan.
=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$b20
=520  3\$aThe use of dynamic nondestructive test methods such as pulse velocity and dynamic modulus to monitor the initiation and progress of concrete deterioration due to alkali-silica reactions (ASR) is described. The tests reported cover a range of parameters: two different types of reactive aggregates; varying environments; concretes without and with mineral admixtures such as fly ash, ground-granulated blast-furnace slag, and silica fume; and concrete beams with and without reinforcement. The results show that both pulse velocity and dynamic modulus are sensitive to material and structural changes arising from ASR and that they can respond reliably to changes prior to first crack, at first crack, and the progress of deterioration with time in concrete both with and without cementitious materials other than portland cement. With engineering judgment, pulse-velocity measurements can be used confidently to assess structural deterioration due to ASR.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aCracking (fracturing)
=650  \0$aDurability.
=650  \0$aDynamic modulus.
=650  \0$aMineral admixtures.
=650  \0$aPulse velocity.
=650  \0$aConcrete$xTesting$vHandbooks, manuals, etc.
=650  \0$aNondestructive testing$vHandbooks, manuals, etc.
=650  \0$aConcrete$xTesting.
=650  \0$aNondestructive testing.
=650  \0$aAlkali silica reactions.
=650  14$aAlkali silica reactions.
=650  24$aConcrete.
=650  24$aDurability.
=650  24$aPulse velocity.
=650  24$aDynamic modulus.
=650  24$aCracking (fracturing)
=650  24$aNondestructive testing.
=650  24$aMineral admixtures.
=700  1\$aWan, WMR,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10586J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10587J
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=006  m|||||o|||||||||||
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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10587J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10587J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624.1771$223
=100  1\$aJohnston, CD.,$eauthor.
=245  10$aEffects of Testing Rate and Age on ASTM C 1018 Toughness Parameters and their Precision for Steel Fiber-Reinforced Concrete /$cCD Johnston.
=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$b8
=520  3\$aThe first-crack strength and toughness parameters of steel fiber-reinforced beams were determined according to ASTM Test Method for Flexural Toughness and First-Crack Strength of Fiber-Reinforced Concrete (Using Beam with Third-Point Loading) (C 1018–92). The objective was to establish the effects of the testing rate, defined in terms of machine stroke, and concrete age at test on Method C 1018 test results. Machine stroke rate varies from the standard specified in Method C 1018 to 20 times the standard rate. Concrete age at test varies from 3 to 92 days. Sets of four beams were tested at each of five stroke rates and five test ages. Linear regression analyses show statistically significant increases in first-crack strength with increase in machine stroke rate or test age. Similar analyses show that in most cases toughness indices and residual strength factors are not affected by machine stroke rate or test age to a statistically significant degree.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFiber-reinforced concretes.
=650  \0$aFirst-crack strength.
=650  \0$aMachine stroke rate.
=650  \0$aPrecision.
=650  \0$aResidual strength factors.
=650  \0$aSteel fibers.
=650  \0$aTest age.
=650  \0$aTesting rate.
=650  \0$aToughness indices.
=650  \0$aFiber-reinforced plastics.
=650  \0$aStructural analysis (Engineering)
=650  \0$aStructural design.
=650  \0$aSteel bridges.
=650  \0$aConcrete bridges.
=650  14$aFiber-reinforced concretes.
=650  24$aSteel fibers.
=650  24$aFirst-crack strength.
=650  24$aToughness indices.
=650  24$aResidual strength factors.
=650  24$aTesting rate.
=650  24$aMachine stroke rate.
=650  24$aTest age.
=650  24$aPrecision.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10587J.htm

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=024  7\$a10.1520/CCA10588J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10588J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA442.5
=082  04$a620.1/3633$223
=100  1\$aPistilli, MF.,$eauthor.
=245  10$aEvaluation of Cylinder Size and Capping Method in Compression Strength Testing of Concrete /$cMF Pistilli, T Willems.
=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$b8
=520  3\$aSulfur caps were compared with unbonded polymer pads in compressive strength testing of concrete within the strength range 3000 to 18 000 psi (20.7 to 124.2 MPa). A less extensive study, still in progress, compares polymer pads with ground surfaces and lapped surfaces within the range of 13 000 to nearly 20 000 psi (89.7 to 138.0 MPa). Test cylinder size, 6 by 12 in. (152 by 305 mm) and 4 by 8 in. (102 by 203 mm), are included in this study within the strength range of 4000 to 18 000 psi (27.6 to 124.2 MPa). The results show that polymer pads result in significantly lower within-test variability than sulfur caps for strengths above 8000 psi (55.2 MPa). The ratio of 4 by 8 to 6 by 12-in. (102 by 203 to 152 by 305-mm) cylinder strengths ranged from 0.96 to 1.06. The strength differences due to cylinder size do not appear to be of practical significance for strengths within 4000 to 9000 psi (27.6 to 62.1 MPa). Grinding the ends of cylinders with strengths between 12 000 and 20 000 psi (82.8 to 138.0 MPa) shows promise as an improved test procedure for end preparation. Polymer pads appear to produce good test results provided the finished surfaces are smooth, which appears most significant within the range of 13 000 to 20 000 psi (89.7 to 138.0 MPa)
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCapping methods.
=650  \0$aCompressive strength testing.
=650  \0$aCylinder size.
=650  \0$aGrinding surface ends.
=650  \0$aHigh-strength concrete.
=650  \0$aRegression analysis.
=650  \0$aStatistics.
=650  \0$aSulfur caps.
=650  \0$aUnbonded caps.
=650  \0$aHigh performance concrete.
=650  \0$aConcrete construction.
=650  14$aCompressive strength testing.
=650  24$aCylinder size.
=650  24$aGrinding surface ends.
=650  24$aRegression analysis.
=650  24$aStatistics.
=650  24$aSulfur caps.
=650  24$aUnbonded caps.
=650  24$aCapping methods.
=650  24$aHigh-strength concrete.
=700  1\$aWillems, T.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10588J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10589J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10589J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10589J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3692$223
=100  1\$aDetwiler, RJ.,$eauthor.
=245  12$aA Comparison of Two Methods for Measuring the Chloride Ion Permeability of Concrete /$cRJ Detwiler, CA Fapohunda.
=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$b11
=520  3\$aThe AASHTO T 277 test (recently adopted as ASTM C 1202) for chloride permeability is widely used. However, a number of researchers have criticized it for various reasons: (1) it is sensitive to differences in pore solution chemistry and therefore exaggerates the effectiveness of supplementary cementing materials in reducing permeability; (2) the relation between electrical conductivity and ion diffusion varies with the type of diffusion, making the test sensitive to small defects in the concrete; and (3) the measurement is taken before steady-state flow is achieved. This paper reports the results of parallel tests on 18 different concretes using both AASHTO T 277 and a modified version called the Norwegian test. The latter test provides a direct measure of the migration of chloride ions over time. The results show that although both tests lead to the same broad conclusions, they do not rank a series of concretes in the same order. The differences can be attributed largely to differences in pore solution chemistry. However, the AASHTO T 277 test has several advantages over the Norwegian test. Provided the results are interpreted correctly, it could be the more appropriate method in many cases.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChloride.
=650  \0$aConcrete corrosion.
=650  \0$aPermeability.
=650  \0$aTest methods.
=650  \0$aConcrete$xPermeability$xTesting.
=650  \0$aConcrete.
=650  14$aAASHTO T 277.
=650  24$aChloride.
=650  24$aConcrete corrosion.
=650  24$aPermeability.
=650  24$aTest methods.
=700  1\$aFapohunda, CA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10589J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10590J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10590J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE210
=082  04$a625.8/5$223
=100  1\$aEldin, NN.,$eauthor.
=245  10$aObservations on Rubberized Concrete Behavior /$cNN Eldin, AB Senouci.
=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$b10
=520  3\$aAs a possible solution to the problem of scrap-tire disposal, an experimental study was conducted to examine the potential use of tire chips and crumb rubber as aggregate substitutes in portland-cement concrete mixes. In this study, strength, durability, and toughness as well as workability, unit weight, and volume change were examined. Rubberized concrete was found to possess acceptable workability and a smaller unit weight than plain concrete. Volume change of rubberized concrete specimens containing 38, 25, and 19-mm rubber aggregates was found to be larger than that of plain concrete. Rubberized concrete specimens exhibited lower compressive and splitting-tensile strength than did plain concrete specimens. However, rubberized concrete did not demonstrate a brittle failure, but rather a ductile, plastic failure, and had the ability to absorb a large amount of plastic energy under compressive and tensile loads. A mathematical model is used to describe quantitatively the effects of rubber aggregates on the compressive and splitting-tensile strength reduction of concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression.
=650  \0$aDurability.
=650  \0$aDynamic modulus of elasticity.
=650  \0$aSlump.
=650  \0$aSwelling.
=650  \0$aTension.
=650  \0$aToughness.
=650  \0$aWorkability.
=650  \0$aAsphalt emulsion mixtures.
=650  \0$aAsphalt-rubber.
=650  \0$aPavements, Asphalt concrete$xMaterials$xAdditives.
=650  \0$aRubberized roads$xDesign and construction.
=650  14$aWorkability.
=650  24$aSlump.
=650  24$aDurability.
=650  24$aSwelling.
=650  24$aDynamic modulus of elasticity.
=650  24$aCompression.
=650  24$aTension.
=650  24$aToughness.
=700  1\$aSenouci, AB.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10590J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10591J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10591J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA683.5.B3
=082  04$a624.1/83423$223
=100  1\$aBollin, GE.,$eauthor.
=245  10$aDevelopment of Precision and Bias Statements for Testing Drilled Cores in Accordance with ASTM C 42 /$cGE Bollin.
=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.
=520  3\$aA study was undertaken to develop precision and bias statements for ASTM C 42. Seventeen laboratories participated in testing core specimens removed from concrete slabs. The results given herein are the basis for this statement. Additional information was developed pertaining to the relative strength between 56-day laboratory-cured cylinders and 56-day drilled cores.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBias.
=650  \0$aConcrete.
=650  \0$aCores.
=650  \0$aPrecision.
=650  \0$aConcrete beams$xTesting.
=650  \0$aReinforced concrete construction.
=650  \0$aCompressive strength.
=650  14$aBias.
=650  24$aConcrete.
=650  24$aCores.
=650  24$aCompressive strength.
=650  24$aPrecision.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10591J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10592J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10592J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10592J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA436
=082  04$a691/.5$223
=100  1\$aTresouthick, SW.,$eauthor.
=245  10$aMortar Workability Apparatus :$bA New Approach /$cSW Tresouthick, VS Dubovoy, JW Gajda.
=264  \1$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.
=520  3\$aThe ability to accurately determine the workability and board life of mortars has been an important goal of the cement industry. This paper describes a new approach for more accurate determinations of the workability and board life, as well as other mortar properties, which has recently been developed. This simple approach uses a computerized mechanical apparatus to numerically measure the properties of fresh mortar. Data derived from this method have been shown to correlate well with characteristics observed by a professional mason during parallel tests. This new device provides results that are more reproducible, reliable, and accurate than results from periodic penetration tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBoard life.
=650  \0$aCenter line average.
=650  \0$aFresh mortar.
=650  \0$aMasonry.
=650  \0$aMortar properties.
=650  \0$aWorkability apparatus.
=650  \0$aWorkability curve.
=650  \0$aWorkability.
=650  \0$aMortar.
=650  \0$aHistoric buildings$xMaintenance and repair.
=650  14$aBoard life.
=650  24$aCenter line average.
=650  24$aFresh mortar.
=650  24$aMasonry.
=650  24$aMortar properties.
=650  24$aWorkability.
=650  24$aWorkability apparatus.
=650  24$aWorkability curve.
=700  1\$aDubovoy, VS.,$eauthor.
=700  1\$aGajda, JW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10592J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10595J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10595J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA438
=082  04$a620.135$223
=100  1\$aKantha Rao, VVL,$eauthor.
=245  10$aAggregate Mixtures for Least-Void Content for Use in Polymer Concrete /$cVVL Kantha Rao, S Krishnamoothy.
=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$b15
=520  3\$aOver 350 mixtures of quartzite aggregate with locally available pit sands have been made in the laboratory, and the proportions of fine aggregate for 34 least-void content mixtures have been obtained experimentally. Plots have been made between the proportion of aggregate fraction finer than largest size fraction and the fineness modulus of such a fraction. The proportions required for least-void content followed a linear trend fairly similar to what one would obtain from the theoretical gradings of Fuller, Weymouth, or Ehrenberg, but the actual proportions of fine fractions were somewhat lower than those obtained from such hypotheses. Reasons for the difference are discussed.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregate proportions.
=650  \0$aLeast-void content.
=650  \0$aOptimum microfilier content.
=650  \0$aParticle interference.
=650  \0$aCement composites.
=650  \0$aPolymer-impregnated cement.
=650  \0$aPolymer-impregnated concrete.
=650  14$aLeast-void content.
=650  24$aAggregate proportions.
=650  24$aParticle interference.
=650  24$aOptimum microfilier content.
=700  1\$aKrishnamoothy, S.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10595J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10596J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10596J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10596J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP883
=082  04$a666/.94$223
=100  1\$aHill, ED.,$eauthor.
=245  10$aPortland Cement Specifications :$bPerformance, Prescription, and Prediction /$cED Hill, G Frohnsdorff.
=264  \1$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$b22
=520  3\$aA major driving force for specification development, whether for a cement or other material, is a need for enhanced and more predictable performance. A prescriptive specification reduces the risk of poor performance by keeping the composition and other conveniently measurable characteristics of a product close to those of a product which has performed well. Although it is harder to develop and apply, a performance specification can be a valuable complement to a prescriptive one; apart from being less restrictive, its development focuses attention explicitly on the definition and the measurement of performance.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aImage analysis.
=650  \0$aMaterials science.
=650  \0$aMathematical modeling.
=650  \0$aMinimum strength levels.
=650  \0$aMinor elements.
=650  \0$aPerformance attributes.
=650  \0$aPortland cement.
=650  \0$aPrediction.
=650  \0$aPrescription.
=650  \0$aResearch.
=650  \0$aUniformity.
=650  \0$aPortland cement$xAdditives.
=650  \0$aCement additives.
=650  \0$aSpecifications.
=650  \0$aAcceptance tests.
=650  \0$aCement.
=650  14$aCement.
=650  24$aImage analysis.
=650  24$aMaterials science.
=650  24$aMathematical modeling.
=650  24$aMinimum strength levels.
=650  24$aMinor elements.
=650  24$aPerformance attributes.
=650  24$aPortland cement.
=650  24$aPrediction.
=650  24$aPrescription.
=650  24$aResearch.
=650  24$aSpecifications.
=650  24$aUniformity.
=700  1\$aFrohnsdorff, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10596J.htm

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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10597J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10597J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE716.L8
=082  04$a666.893$223
=100  1\$aGebhardt, RF.,$eauthor.
=245  10$aWhy Performance Standards for Hydraulic Cement? /$cRF Gebhardt.
=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$b24
=520  3\$aThere is currently a significant trend toward performance-oriented specifications for hydraulic cements. A performance specification is one which primarily or exclusively defines what its object does rather than what it is, how it is made, or what it looks like. Performance specifications for cement are not new phenomena; they have been with us from the earliest stages of standards development. The goal has always been what the cement does, but the “trend” to performance “accelerated” in the mid-1970s, driven partly by antitrust considerations.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aHydraulic cement standards.
=650  \0$aPerformance specifications.
=650  \0$aStandardization trends.
=650  \0$aGranulated slag.
=650  \0$aMix design.
=650  \0$aHydraulic cement.
=650  \0$aSlag cement$xTesting.
=650  14$aPerformance specifications.
=650  24$aHydraulic cement standards.
=650  24$aStandardization trends.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10597J.htm

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=001  CCA10598J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10598J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10598J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/40287$223
=100  1\$aPatzias, T.,$eauthor.
=245  10$aImportance of Precision Statements in Developing Performance Standards for Cement /$cT Patzias.
=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$b6
=520  3\$aASTM, by being a participant in the U.S. National Standards Policy, favors performance rather than recipe or design standards. There is a need to increase the performance of cement and, in the final analysis, the performance of concrete. From a producer's point of view, this can be done under certain conditions and options by adhering to performance specifications for the product.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAcceptance.
=650  \0$aPerformance.
=650  \0$aPortland cements.
=650  \0$aPrecision statements.
=650  \0$aProduct.
=650  \0$aProduction.
=650  \0$aQuality.
=650  \0$aSpecification.
=650  \0$aStandards.
=650  \0$aTesting.
=650  \0$aVariability.
=650  \0$aPavements, Concrete$xMaintenance and repair.
=650  \0$aPavements, Concrete$xTesting.
=650  \0$aPavements$xPerformance.
=650  14$aAcceptance.
=650  24$aEurope.
=650  24$aPerformance.
=650  24$aPortland cements.
=650  24$aPrecision statements.
=650  24$aProduction.
=650  24$aProduct.
=650  24$aQuality.
=650  24$aSpecification.
=650  24$aStandards.
=650  24$aTesting.
=650  24$aVariability.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10598J.htm

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=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10599J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10599J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666.94$223
=100  1\$aDay, RL.,$eauthor.
=245  10$aAnalysis of a Canadian Database of Mortar-Cube Strengths :$bThe Move Toward a Canadian Performance Standard for Portland Cement /$cRL Day.
=264  \1$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$b4
=520  3\$aThis paper reports on a statistical analysis of a large database of mortar-cube strengths from Canadian cement plants. The objective of the analysis was to provide summary data for decisions to be made concerning performance specifications for Canadian Standard CAN/CSA-A5 on portland cement. In particular, the suitability of the present limits on minimum strengths and the possibility of defining both lower and upper bounds for strength for various types of cements at various ages was examined.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCorrelation.
=650  \0$aMortar cubes.
=650  \0$aPerformance standards.
=650  \0$aStatistical analysis.
=650  \0$aStrength.
=650  \0$aSurface area.
=650  \0$aConcrete$xMechanical properties.
=650  \0$aPortland cement.
=650  \0$aHigh strength concrete.
=650  14$aPortland cement.
=650  24$aStrength.
=650  24$aStatistical analysis.
=650  24$aMortar cubes.
=650  24$aSurface area.
=650  24$aCorrelation.
=650  24$aPerformance standards.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10599J.htm

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=001  CCA10600J
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=005  20161219061000.0
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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10600J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10600J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666.94$223
=100  1\$aGaynor, RD.,$eauthor.
=245  10$aCement Strength and Concrete Strength—An Apparition or a Dichotomy? /$cRD Gaynor.
=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$b10
=520  3\$aASTM cement specifications rely on tests of the cement in standard mortars to control the strength-producing and air-entraining characteristics of the cement. The compressive strength of mortar is used by cement manufacturers to monitor the quality of their products. Concrete producers also use these mortar strengths to estimate the probable effect of the cement on concrete strength, especially when concrete strengths are lower than expected. However, cement manufacturers are reluctant to assume that these strengths bear any formal relationship to strength performance in concrete. Over the past 40 years, several researchers have studied the degree to which the results of the standard mortar tests correlate with cement performance in concrete. This paper reviews some of these studies and compares them to extensive data developed in the reference sample programs of the ASTM Cement and Concrete Reference Laboratory.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir content.
=650  \0$aCement test methods.
=650  \0$aCement.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aCorrelation.
=650  \0$aMortar.
=650  \0$aPrecision.
=650  \0$aConcrete$xMechanical properties.
=650  \0$aPortland cement.
=650  \0$aHigh strength concrete.
=650  14$aCement.
=650  24$aMortar.
=650  24$aConcrete.
=650  24$aCompressive strength.
=650  24$aAir content.
=650  24$aCorrelation.
=650  24$aCement test methods.
=650  24$aPrecision.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10600J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10601J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10601J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA435
=082  04$a620.1/35$223
=100  1\$aDutron, P.,$eauthor.
=245  10$aEuropean (EN) and World (ISO) Standards—Comparison with ASTM Standards /$cP Dutron.
=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$b2
=520  3\$aThe issue of a European Community directive aimed at removing trade barriers to a variety of products, among them cement, led to the setting up of CEN/TC 51 as well as the preparation of a series of standards (EN 196) concerning test methods. These were adopted by CEN and later by ISO and are compared to ASTM standards. The release in 1988 of a further European directive dealing specifically with construction products required a new approach from CEN/TC 51's work towards cement definition, composition, specifications, and conformity criteria. The contents of the prestandard ENV 197-1 for common cements is described. At the same time, a tentative comparison is made of this prestandard and ASTM standards. Information is also given about future work planned with regard to common cements (possible additional performance criteria) and special cements.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aStandards.
=650  \0$aWorld standards.
=650  \0$aCement$xStandards$xUnited States$xCongresses.
=650  \0$aCement$xStandards.
=650  14$aStandards.
=650  24$aEuropean standards.
=650  24$aWorld standards.
=650  24$aASTM standards.
=650  24$aISO.
=650  24$aASTM.
=650  24$aCEN.
=650  24$aCement.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10601J.htm

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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10602J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10602J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP882.3
=082  04$a620.1/35$223
=100  1\$aJackson, PJ.,$eauthor.
=245  10$aInternational Development of Standards for Cements /$cPJ Jackson, JM Lawton.
=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$b3
=520  3\$aMany cements manufactured and marketed in different countries have generally similar properties, but national standards tend to characterize them using different tests and with different numerical values. A review has been made of the nature and the magnitude of these differences in order to establish those most favored in the world as a whole and also in a number of geographical regions. Greater harmonization of standards for many cements should be possible. Because of its growing acceptance in many countries, a move to the International Standards Organization (ISO) 679 test method for strength could provide a very useful starting point.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aChemical analysis.
=650  \0$aInternational standards.
=650  \0$aPortland cements.
=650  \0$aSpecifications.
=650  \0$aStandards.
=650  \0$aTesting.
=650  \0$aCement$xAnalysis.
=650  \0$aCement clinkers$xAnalysis.
=650  \0$aChemical microscopy.
=650  14$aSpecifications.
=650  24$aStandards.
=650  24$aPortland cements.
=650  24$aTesting.
=650  24$aChemical analysis.
=650  24$aInternational standards.
=700  1\$aLawton, JM.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10602J.htm

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=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10603J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10603J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP883
=082  04$a666.94$223
=100  1\$aSchmidt, M.,$eauthor.
=245  10$aBlended Cement According to ENV 197 and Experiences in Germany /$cM Schmidt, K Harr, R Boeing.
=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$b8
=520  3\$aThe European prestandard on common cements, ENV 197, Part 1 [1], differentiates 5 main types and 25 different varieties. Except for portland cement, all cements are composed of at least two or more main components: clinker, blastfurnace slag, natural or artificial pozzolans, fly ash, silica fume, burnt shale, and pulverized or interground limestone. The proportions differ from 5 to 95% (all percentages by mass) clinker. German experiences with high-quality portland-limestome cements and portland-fly ash-slag cements in concrete show some advantages in workability and the same favorable behavior in strength and durability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBlastfurnace slag.
=650  \0$aBlended cements.
=650  \0$aDurability.
=650  \0$aFly ash.
=650  \0$aPerformance tests.
=650  \0$aPortland cement.
=650  \0$aPozzolans.
=650  \0$aQuality assurance.
=650  \0$aSilica fume.
=650  \0$aLimestone.
=650  \0$aPortland cement$xAdditives.
=650  14$aEuropean standard.
=650  24$aBlended cements.
=650  24$aPortland cement.
=650  24$aFly ash.
=650  24$aBlastfurnace slag.
=650  24$aSilica fume.
=650  24$aPozzolans.
=650  24$aLimestone.
=650  24$aPerformance tests.
=650  24$aDurability.
=650  24$aQuality assurance.
=700  1\$aHarr, K.,$eauthor.
=700  1\$aBoeing, R.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10603J.htm

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=001  CCA10604J
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=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10604J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10604J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a693.5$223
=100  1\$aSanduo, T.,$eauthor.
=245  14$aThe Special Features of Cement Standards in China /$cT Sanduo.
=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.
=520  3\$aA large amount of blended cement, special cement, and shaft kiln manufactured cement is produced in China. These cements form the basis for China's cement standards. These standards have many special features and constitute a unique cement standard system. The standard cements are divided into three groups: common cement, special performance cement, and special purpose cement. As common cements, which include ordinary portland cement, portland blast-furnace cement, portland pozzolana cement, and portland composite slag cement, etc., the required and allowable blended materials incorporated in their specifications are somewhat like those in the European cement standard EN V 197, but some kinds of metallurgical slags are allowed into composite portland cement to make good use of industrial wastes, and a series of strength grades (including type R, which have higher early strength criteria) are stipulated for satisfying the various technical level of cement production and the different construction requirements. As to the special performance cement group, there are several series of cements such as portland cement, aluminatc cement, sulfo-aluminate cement, and ferro-aluminate cement, etc. The specifications for these cements are characteristic of their performance requirements: moderate-heat portland cement stipulates the criteria for heat of hydration; rapid-hardening aluminate cement defines criteria for strength within three days; expansive sulfo-aluminate cement requires criteria for rate of expansion; and self-stressing ferro-aluminate cements need criteria for self-stressing values, etc. In addition, oil well cement and masonry cement, etc., belong in the special purpose cement group.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement standards—China.
=650  \0$aCement.
=650  \0$aThe cement industry.
=650  \0$aConcrete$xSpecifications.
=650  \0$aConcrete construction$xSpecifications$zUnited States.
=650  \0$aReinforced concrete construction$xSpecifications.
=650  \0$aCement and concrete$xSpecifications.
=650  \0$aConcrete construction$xStandards.
=650  14$aCement.
=650  24$aCement standards—China.
=650  24$aThe cement industry.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10604J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10605J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10605J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10605J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.136$223
=100  1\$aGuirguis, S.,$eauthor.
=245  14$aThe New Cement Standard in Australia—Its Implication and Further Development /$cS Guirguis.
=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$b3
=520  3\$aPerformance-based standards and specifications state the characteristics desired by users without regard to the specific means to be employed in producing the product. This concept is the basis of the new Australian standard for cement, AS 3972 Portland and Blended Cements. The new Australian standard for cement was published in 1991 as a performance-based specification. An overview of the major features of this standard is presented together with background information on its development and current implications. Work is continuing in some areas to establish additional performance tests and criteria. The paper also outlines the testing programs currently being undertaken by the cement industry in Australia to establish these additional tests and criteria.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAustralian standards.
=650  \0$aCement performance.
=650  \0$aPortland and blended cements.
=650  \0$aStandards.
=650  \0$aAsphalt concrete.
=650  \0$aConcrete.
=650  \0$aPortland cement.
=650  14$aPortland and blended cements.
=650  24$aStandards.
=650  24$aCement performance.
=650  24$aAustralian standards.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10605J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10606J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10606J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10606J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.8/4$223
=100  1\$aKolos, RM.,$eauthor.
=245  12$aA Summary of the Results of Laboratory Inspections Conducted by the Cement and Concrete Reference Laboratory /$cRM Kolos, PC Burns.
=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.
=520  3\$aASTM test methods are used as the basis for on-site inspections performed by the Cement and Concrete Reference Laboratory (CCRL) in construction material testing laboratories. The equipment and test procedures employed by the laboratory are examined, and deviations from the requirements of the test method are reported. With the aid of a computer program, the results from these inspections are summarized. The computer output includes the percentage of conformance, a description of the deviations, and the number of times each deviation was noted. These summaries are useful to ASTM subcommittees with jurisdiction over the various summarized test methods. A description of the CCRL programs and an explanation of the summaries of results are included.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement and Concrete Reference Laboratory.
=650  \0$aPortland cement concrete.
=650  \0$aConcrete.
=650  \0$aConcrete tests.
=650  \0$aField tests.
=650  \0$aLaboratory tests.
=650  14$aOn-site inspections.
=650  24$aASTM test methods.
=650  24$aCement and Concrete Reference Laboratory.
=700  1\$aBurns, PC.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10606J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10609J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1993\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10609J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10609J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA435
=082  04$a620.1/35$223
=100  1\$aStruble, LJ.,$eauthor.
=245  10$aIntroduction to Symposium on Current Trends in Cement Standards /$cLJ Struble.
=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.
=520  3\$a[The Symposium on Current Trends in Cement Standards, held in Miami on 9 Dec. 1992, was sponsored by ASTM Committee C-l on Cement. The papers from that symposium are presented in this issue of Cement, Concrete, and Aggregates. Leslie J. Struble, assistant professor at the University of Illinois, was chairman of the symposium and served as guest editor for this issue of the journal—Editor.]
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement$xStandards$zUnited States$xCongresses.
=650  \0$aCement$xStandards.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 15, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 1993$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10609J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA11864
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA11864$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA11864$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.94$223
=100  1\$aTagnit-Hamou, A.,$eauthor.
=245  12$aA New Method for Evaluating the Risk of DEF /$cA Tagnit-Hamou, N Petrov.
=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$b36
=520  3\$aA new method involving a slight acceleration of curing is proposed to evaluate the sensitivity of a particular cement or particular mortars to DEF and consequent expansion. It can be used to determine the maximum concrete temperature below which the risk of DEF is minimal and acceptable. After a heat curing, the specimens were kept in lime-saturated water. On the seventh day, they were submitted to six daily thermal cycles (+50 to +10°C). Expansion is greater when thermal cycles are applied compared to control specimens. Therefore, the absence of expansion of some mortars submitted to thermal cycles enables us to accept the mix, even if the curing temperature is 90°C. This method has been applied successfully in mortar specimens. It is presently being applied on concrete specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aExpansion.
=650  \0$aMortar.
=650  \0$aSteam curing.
=650  \0$aSulfate attack.
=650  \0$aTesting.
=650  \0$aEttringite.
=650  \0$aConcrete$xDeterioration.
=650  \0$aConcrete.
=650  14$aConcrete.
=650  24$aDEF.
=650  24$aEttringite.
=650  24$aExpansion.
=650  24$aMortar.
=650  24$aSteam curing.
=650  24$aSulfate attack.
=650  24$aTesting.
=700  1\$aPetrov, N.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA11864.htm

=LDR  03762nab  2200553 i 4500
=001  CCA11895
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA11895$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA11895$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE5.3.H5
=082  04$a666.89307$223
=100  1\$aDu, L.,$eauthor.
=245  12$aA New Unbonded Capping Practice for Evaluating the Compressive Strength of Controlled Low-Strength Material Cylinders /$cL Du, KJ Folliard, D Trejo.
=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$b8
=520  3\$aControlled Low-Strength Material (CLSM) is a low strength cementitious material often used for pipe bedding, backfill, void fills, and in some cases bridges approaches. Because of its low strength, handling of test cylinders, especially at early ages, is often not possible or results in significant damage to the samples. Sulfur-capped specimens require more handling than non-sulfur capped specimens. To minimize handling, a new material is proposed for use as an end pad for compressive strength testing. Similar to the approach used for conventional concrete cylinders, a new method is proposed that uses different pads for different CLSM compressive strength levels. Pads made of sorbothane viscoelastic polyurethane rubber, neoprene, and a combination of the two were used for compressive strength and variability. Results indicate that the sorbothane viscoelastic polyurethane rubber material should be used when the compressive strength of the CLSM is less than approximately 1 MPa and neoprene pads with a durometer value not greater than 50 should be used when the compressive strength is expected to be greater than 2 MPa. Either pad type can be used for CLSM mixtures having expected compressive strengths between 1.0 and 2.0 MPa.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompression test.
=650  \0$aNeoprene pads.
=650  \0$aPolyurethane pads.
=650  \0$aSulfur caps.
=650  \0$aUnbonded caps.
=650  \0$aConcrete.
=650  \0$aConcrete construction.
=650  \0$aLightweight concrete.
=650  \0$aPavements, Concrete.
=650  \0$aConcrete tests.
=650  \0$aConcrete overlays.
=650  14$aCLSM.
=650  24$aCompression test.
=650  24$aConcrete.
=650  24$aUnbonded caps.
=650  24$aSulfur caps.
=650  24$aNeoprene pads.
=650  24$aPolyurethane pads.
=700  1\$aFolliard, KJ.,$eauthor.
=700  1\$aTrejo, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA11895.htm

=LDR  03762nab  2200553 i 4500
=001  CCA11897
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA11897$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA11897$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE270
=082  04$a625.8/5$223
=100  1\$aVanhove, Y.,$eauthor.
=245  12$aA Device for Studying Fresh Concrete Friction /$cY Vanhove, C Djelal, A Magnin.
=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$b17
=520  3\$aMany civil engineering applications are confronted with problems caused by friction (wear, head losses, etc.). A tribometer for fluid material was therefore developed. The principle consists in pressing fresh concrete samples against a moving metal surface and measuring the tangential force. The validation of this new instrumentation is presented. Results obtained on two concretes show that the friction does not follow Coulomb's Law. The main parameters (pressure, velocity) involved during formwork filling are taken into account.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBoundary layer.
=650  \0$aContact pressure.
=650  \0$aFresh concrete.
=650  \0$aTribometer.
=650  \0$aVelocity.
=650  \0$aPavements, Asphalt concrete$xDesign and construction.
=650  \0$aRoad drainage.
=650  \0$aFriction.
=650  \0$aVehicles$xSkidding.
=650  14$aTribometer.
=650  24$aFriction.
=650  24$aFresh concrete.
=650  24$aContact pressure.
=650  24$aVelocity.
=650  24$aBoundary layer.
=700  1\$aDjelal, C.,$eauthor.
=700  1\$aMagnin, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA11897.htm

=LDR  03762nab  2200553 i 4500
=001  CCA11910
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA11910$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA11910$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a693/.5$223
=100  1\$aHurcomb, DR.,$eauthor.
=245  10$aFreezing and Thawing and Alkali-Aggregate Reaction Weakens Lightweight, Structural Concrete in North Dakota /$cDR Hurcomb, KF vonFay, D Albright.
=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$b7
=520  3\$aThe Bureau of Reclamation may replace a transfer deck that is deteriorating in North Dakota. The transfer deck serves as the parking deck and roof for a pumping plant. In late June 2001, portions of the lightweight concrete failed and fell to the pumping plant floor during a storm. The concrete failed along a continuous fracture about 1 cm above the ceiling surface. The fracture penetrated all aggregate particles encountered. Petrographic examination of 15 cores indicated about 18% of the concrete below a waterproofing membrane and 3% of the lower surface of the concrete was damaged by freezing and thawing deterioration and minor alkali-aggregate reaction (AAR). The water saturating the lightweight concrete apparently penetrated the field-manufactured seams in the membrane. Saturated aggregates froze during the winter as the depth of frost penetrated the full thickness of the deck and structural concrete. Evidence indicates that ceiling insulation held water in contact with the lower concrete surface, while freezing and thawing deterioration and AAR caused the concrete to fail. Structural analysis indicates the transfer deck loads be restricted to 40.7 kPa (850 lbsf) unless further deterioration is anticipated or additional damage is observed. The lightweight concrete cannot be repaired and will have to be replaced eventually.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aDeterioration.
=650  \0$aFailure.
=650  \0$aLightweight.
=650  \0$aStructural concrete.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xTesting.
=650  \0$aHigh performance concrete.
=650  \0$aFreeze thaw durability.
=650  14$aFailure.
=650  24$aDeterioration.
=650  24$aLightweight.
=650  24$aStructural concrete.
=700  1\$avonFay, KF.,$eauthor.
=700  1\$aAlbright, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA11910.htm

=LDR  03762nab  2200553 i 4500
=001  CCA11911
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA11911$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA11911$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA442.5
=082  04$a620.1/3633$223
=100  1\$aJonsson, JA.,$eauthor.
=245  10$aEffect of Temperature-Match-Curing on Freeze-Thaw and Scaling Resistance of High-Strength Concrete /$cJA Jonsson, J Olek.
=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$b16
=520  3\$aAs a part of a comprehensive study to evaluate the effects of elevated curing temperatures on hardened concrete properties, four non-air-entrained high-strength concrete (HSC) mixtures were prepared at temperatures ranging from 10 to 35°C. After mixing, 5.5 liters of concrete were placed inside a large polystyrene block to simulate temperature development in HSC structural members. The concrete temperature inside the block was continuously monitored with thermocouples, and collected temperature information was used to simultaneously temperature-match-cure (TMC) a series of compressive strength, scaling, and freeze-thaw specimens. The maximum recorded temperatures ranged from 59 to 69°C, depending on the fresh concrete temperature. Control specimens from each of the four mixtures were cured at room temperature. Based on the amount of residue collected during scaling tests in the presence of 3% NaCl solution, the TMC specimens were 7–63 times less resistant than the control specimens. However, during the freezing and thawing tests, seven of the eight TMC specimens outperformed their respective control specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aFreezing and thawing.
=650  \0$aHigh-strength concrete.
=650  \0$aScaling.
=650  \0$aTemperature.
=650  \0$aTemperature-match-curing.
=650  \0$aHigh strength concrete$xCreep.
=650  \0$aHigh strength concrete$xExpansion and contraction.
=650  \0$aHigh strength concrete$xCuring.
=650  \0$aHigh strength concrete$xTesting.
=650  \0$aHigh performance concrete.
=650  \0$aCreep tests.
=650  \0$aShrinkage.
=650  14$aTemperature-match-curing.
=650  24$aHigh-strength concrete.
=650  24$aFreezing and thawing.
=650  24$aScaling.
=650  24$aCompressive strength.
=650  24$aTemperature.
=700  1\$aOlek, J.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA11911.htm

=LDR  03762nab  2200553 i 4500
=001  CCA11916
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA11916$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA11916$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE205
=082  04$a625.7/028$223
=100  1\$aDilek, U.,$eauthor.
=245  10$aRelationship Between Particle Shape and Void Content of Fine Aggregate /$cU Dilek, ML Leming.
=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$b12
=520  3\$aFine aggregate characteristics have an important influence on water demand and related properties of concrete. Several test methods for measurement of fine aggregate angularity are reported in the literature. These tests typically provide a single number that represents the bulk, or average angularity of the sand. An understanding of the relationship between bulk measures of angularity, individual particle geometry and shape characteristics, and concrete properties is important to aggregate producers, concrete suppliers, consulting engineers, other design professionals, particularly as existing deposits of sand are consumed and alternate sources must be developed. As part of a comprehensive research program on manufactured sand properties and their effects on fresh and hardened concrete properties, an image analysis technique was developed to determine the shape characteristics by photographing and analyzing sets of individual grains of sand. The outlines of the grains were analyzed using a variety of geometrically derived characteristics. The relationship between particle shape characteristics and a common measure of bulk angularity, void content (ASTM C 1252), was then examined. Results of the study indicated that void content was significantly influenced by the presence of deep indentations in the surface of the sand particle and deviations from a cubical particle shape.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAngularity.
=650  \0$aElongation.
=650  \0$aFine aggregate.
=650  \0$aImage analysis.
=650  \0$aSurface texture.
=650  \0$aVoid content.
=650  \0$aFine aggregates.
=650  \0$aVoid ratios.
=650  \0$aAggregate gradation.
=650  14$aImage analysis.
=650  24$aFine aggregate.
=650  24$aAngularity.
=650  24$aVoid content.
=650  24$aSurface texture.
=650  24$aElongation.
=700  1\$aLeming, ML.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA11916.htm

=LDR  03762nab  2200553 i 4500
=001  CCA11920
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA11920$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA11920$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.135$223
=100  1\$aFerraris, CF.,$eauthor.
=245  10$aMeasurement of Particle Size Distribution in Portland Cement Powder :$bAnalysis of ASTM Round Robin Studies /$cCF Ferraris, VA Hackley, AI Avilés.
=264  \1$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$b18
=520  3\$aA distribution of particle sizes or particle size distribution (PSD) is a fundamental characteristic of cement powder. Accurate PSDs are required in computational efforts to model the hydration process and it is an important practical issue for the cement industry. Presently, the only available standard method for measuring the PSD of cement, namely ASTM C115, is limited in scope, with a lower size detection limit of 7.5 μm. Since there are no standard procedures that adequately cover the broad particle size range associated with portland cement powder, the implementation of different measurement techniques varies widely within the industry. Two ASTM-sponsored round robin tests were performed to (1) ascertain the techniques and methods currently used in the cement industry and (2) develop and refine a standard method or methods. The results have been incorporated into a best practice method based on the technique of laser diffraction. The aim of the current paper is to summarize the findings based on the data generated during the round robins and to summarize the various approaches available to measure the PSD of cement. A summary of the statistical analysis of the test results is described.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCement.
=650  \0$aLaser diffraction.
=650  \0$aParticle size distribution.
=650  \0$aPSD round robin.
=650  \0$aReference material.
=650  \0$aBleaching powder.
=650  \0$aConcrete.
=650  \0$aPortland cement.
=650  14$aCement.
=650  24$aParticle size distribution.
=650  24$aPSD round robin.
=650  24$aLaser diffraction.
=650  24$aReference material.
=700  1\$aHackley, VA.,$eauthor.
=700  1\$aAvilés, AI.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA11920.htm

=LDR  03762nab  2200553 i 4500
=001  CCA11923
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA11923$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA11923$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a666/.893/028$223
=100  1\$aTaylor, PC.,$eauthor.
=245  10$aEffect of Finishing Practices on Performance of Concrete Containing Slag and Fly Ash as Measured by ASTM C 672 Resistance to Deicer Scaling Tests /$cPC Taylor, W Morrison, VA Jennings.
=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$b3
=520  3\$aThe test method was developed to evaluate portland cement systems with different air contents, and for the purpose of determining whether the apparent poor performance of concretes containing supplementary cementing materials in the ASTM C 672 deicer scaling test can be attributed to differences in finishing effort or timing of finishing, or both.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aBleed.
=650  \0$aFinishing.
=650  \0$aFly ash.
=650  \0$aFreeze-thaw.
=650  \0$aSet time.
=650  \0$aSlag.
=650  \0$aSupplementary cementing materials.
=650  \0$aConcrete$xAdditives$xCongresses.
=650  \0$aFly ash$xCongresses.
=650  \0$aSilica fume$xCongresses.
=650  \0$aSlag$xCongresses.
=650  14$aFreeze-thaw.
=650  24$aSupplementary cementing materials.
=650  24$aFly ash.
=650  24$aSlag.
=650  24$aASTM C 672.
=650  24$aFinishing.
=650  24$aBleed.
=650  24$aSet time.
=700  1\$aMorrison, W.,$eauthor.
=700  1\$aJennings, VA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA11923.htm

=LDR  03762nab  2200553 i 4500
=001  CCA11927
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA11927$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA11927$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278.S77
=082  04$a625.8/4$223
=100  1\$aSmaoui, N.,$eauthor.
=245  10$aInfluence of Specimen Geometry, Orientation of Casting Plane, and Mode of Concrete Consolidation on Expansion Due to ASR /$cN Smaoui, MA Bérubé, B Fournier, B Bissonnette.
=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$b20
=520  3\$aConcrete specimens of different sizes and shapes were made with various reactive aggregates and stored under conditions favorable to the development of alkali-silica reactivity (ASR), with their expansion measured with time along the three directions. They have been cast vertically (cylinders and prisms) or horizontally (prisms and larger blocks), using a vibrating table, a vibrating needle, or rodding. The expansion due to ASR was always greater in the direction perpendicular to the casting plane. The higher the number of flat and elongated particles in the reactive aggregate, the higher the coefficient of anisotropy, defined as the ratio between the expansions perpendicular and parallel to the casting plane. This coefficient was constant through the course of the expansion. It was generally higher for the cylinders than for the prisms, and still less for larger blocks. Consolidation by rodding induced anisotropy coefficients distinctly smaller than consolidation using a vibrating table, while a vibrating needle induced intermediate values; however, all methods gave constant volumetric expansion at least up to an important expansion level. For prisms cast horizontally and measured axially in accordance with the concrete test CSA A23.2-14A or ASTM C 1293, consolidation using rodding induced long-term (axial) expansions greater by 71% compared with consolidation using a vibrating table. In order to reduce the experimental variability of the test, only one method of consolidation should be allowed. When evaluating field concrete affected by ASR, it appears important to consider the orientation with respect to the casting plane of the core samples subjected to mechanical or residual expansion tests.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-silica reactivity.
=650  \0$aCasting plane.
=650  \0$aConcrete expansion.
=650  \0$aConsolidation.
=650  \0$aExpansion anisotropy.
=650  \0$aExpansion heterogeneity.
=650  \0$aSpecimen geometry.
=650  \0$aConcrete$xTesting.
=650  \0$aPavements, Concrete$xPerformance.
=650  \0$aAlkali silica reactions.
=650  \0$aFreeze thaw durability.
=650  \0$aPortland cement concrete.
=650  14$aAlkali-silica reactivity.
=650  24$aCasting plane.
=650  24$aConcrete expansion.
=650  24$aConsolidation.
=650  24$aExpansion anisotropy.
=650  24$aExpansion heterogeneity.
=650  24$aSpecimen geometry.
=700  1\$aBérubé, MA.,$eauthor.
=700  1\$aFournier, B.,$eauthor.
=700  1\$aBissonnette, B.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA11927.htm

=LDR  03762nab  2200553 i 4500
=001  CCA11928
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA11928$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA11928$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA441
=082  04$a693/.5$223
=100  1\$aNokken, MR.,$eauthor.
=245  10$aMeasured Internal Temperatures in Concrete Exposed to Outdoor Cyclic Freezing /$cMR Nokken, RD Hooton, CA Rogers.
=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$b32
=520  3\$aIn this paper, temperature data collected by thermocouples embedded into concrete over a period of 10 years are analyzed for a concrete slab and beam located outdoors near Kingston, Ontario. Temperatures measured in the concrete are compared with temperatures encountered in ASTM C 666 Resistance of Concrete to Rapid Freezing and Thawing and ASTM C 1293 Standard Test Method for Concrete Aggregates by Determination of Length Change of Concrete Due to Alkali-Silica Reaction. The average number of freezing and thawing cycles at the site was counted using different freezing and thawing temperature criteria as presented in the literature by various authors. Results are compared with data from a second site. The rates of freezing and thawing occurring at the outdoor exposure site were found to be significantly less than specified in the ASTM C 666 laboratory test. Average daily maximum temperatures in July were at approximately 33°C at depths of 50 mm in the concrete.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aFreezing and thawing.
=650  \0$aOutdoor exposure.
=650  \0$aTemperature change.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xTesting.
=650  \0$aHigh performance concrete.
=650  \0$aFreeze thaw durability.
=650  14$aFreezing and thawing.
=650  24$aOutdoor exposure.
=650  24$aTemperature change.
=650  24$aASTM C 666.
=650  24$aASTM C 1293.
=700  1\$aHooton, RD.,$eauthor.
=700  1\$aRogers, CA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA11928.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12063
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12063$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12063$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA438
=082  04$a620.1/35$223
=100  1\$aLuker, I.,$eauthor.
=245  10$aEffect of Non-Uniform Straining in Concrete Compressive Strength Tests /$cI Luker, SW Tabsh.
=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$b18
=520  3\$aIf a concrete specimen is tested to failure in compression and the machine allows the longitudinal strain in the specimen to be non-uniform over the cross-section of the specimen at its maximum load, then that load is lower than it would be if the strains were uniform. The results of an experimental study on the magnitude of the effect of non-uniform straining on apparent concrete strength are presented, showing how it varies for low, medium, and high strength concrete. Simple theoretical modeling is shown to reproduce the measured results well. Suggestions are also included for the application of the information presented.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength.
=650  \0$aConcrete.
=650  \0$aError.
=650  \0$aExperiment.
=650  \0$aModeling.
=650  \0$aPrecision.
=650  \0$aStress-strain relationship.
=650  \0$aTesting.
=650  \0$aVariability.
=650  \0$aCement composites$xMechanical properties.
=650  \0$aStrain hardening.
=650  \0$aReinforced concrete.
=650  14$aConcrete.
=650  24$aCompressive strength.
=650  24$aError.
=650  24$aExperiment.
=650  24$aModeling.
=650  24$aPrecision.
=650  24$aStress-strain relationship.
=650  24$aTesting.
=650  24$aVariability.
=700  1\$aTabsh, SW.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12063.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12074
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12074$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12074$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a620.1/36$223
=100  1\$aKurtz, MA.,$eauthor.
=245  10$aResistance to Freezing and Thawing Cycles and Scaling Resistance of Very High Early Strength Concrete /$cMA Kurtz, D Constantiner.
=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$b13
=520  3\$aA very high early strength portland cement-based concrete (VHES) is used to prevent long closures of highway lanes by completing any necessary repairs overnight. This technology has been embraced by several DOT agencies, including those in areas where the concrete will be subjected to freezing and thawing cycles. Flexural strength of VHES concrete is the critical parameter to permit traffic flow without damage to the concrete. It is possible to produce air-entrained rapid repair concrete, but this places higher requirements on the mixture proportions to overcome strength reduction caused by the presence of air. This article presents data showing that it is possible to attain the necessary strength and achieve adequate resistance to freezing and thawing cycles. The evidence presented includes accelerated testing using ASTM C 666, Procedure A, and scaling resistance using ASTM C 672. Additional evidence is presented showing that VHES concrete of low w/c can be durable with larger than acceptable spacing factor levels or without air entrainment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir void parameters.
=650  \0$aRapid repair of concrete.
=650  \0$aResistance to freezing and thawing cycles.
=650  \0$aScaling.
=650  \0$aHigh strength concrete.
=650  \0$aConcrete construction.
=650  \0$aFreeze thaw durability.
=650  14$aResistance to freezing and thawing cycles.
=650  24$aScaling.
=650  24$aAir void parameters.
=650  24$aVHES concrete.
=650  24$aRapid repair of concrete.
=700  1\$aConstantiner, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12074.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12295
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12295$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12295$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.8/5$223
=100  1\$aKovler, K.,$eauthor.
=245  10$aPre-Soaked Lightweight Aggregates as Additives for Internal Curing of High-Strength Concretes /$cK Kovler, A Souslikov, A Bentur.
=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$b13
=520  3\$aSelf-desiccation and autogenous shrinkage of high-strength concretes is one of their drawbacks which cannot be readily accommodated by conventional curing. The concept of internal curing using lightweight soaked aggregates, to provide internal reservoirs of water which enable uniform curing of the whole cross-section, has been advanced by several groups. The present study is intended to develop this approach further, by optimizing the porosity and size of the aggregates to enable successful internal curing with only a small amount of aggregates, which could be viewed as additives rather than bulk replacement of conventional aggregates. The approach taken was to increase the porosity of the aggregates and reduce their size, to obtain a system with numerous internal reservoirs of sufficiently small spacing to allow water to be readily discharged from the aggregate and transported over the whole range of the matrix. It was shown that aggregates with porosities of about 50% by volume, a size of a few millimeters, and contents of less than 50 kg/m3 could provide full elimination of autogenous shrinkage in concretes having w/cm as low as 0.25, with only a small affect on strength. The parameters controlling the efficiency of the aggregates were assessed, indicating that their pore structure is the most important one, and that water from within the aggregates can be readily transported into the matrix to a distance of few millimeters.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAutogenous shrinkage.
=650  \0$aHigh-strength concrete.
=650  \0$aInternal curing.
=650  \0$aPorosity.
=650  \0$aPumice.
=650  \0$aSelf-desiccation.
=650  \0$aSpacing.
=650  \0$aLightweight aggregates.
=650  \0$aAggregates.
=650  \0$aHigh-Strength Concretes.
=650  14$aInternal curing.
=650  24$aSelf-desiccation.
=650  24$aAutogenous shrinkage.
=650  24$aHigh-strength concrete.
=650  24$aLightweight aggregates.
=650  24$aPumice.
=650  24$aPorosity.
=650  24$aSpacing.
=700  1\$aSouslikov, A.,$eauthor.
=700  1\$aBentur, A.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12295.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12302
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12302$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12302$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a666.8$223
=100  1\$aGrasley, ZC.,$eauthor.
=245  10$aModeling Drying Shrinkage Stress Gradients in Concrete /$cZC Grasley, DA Lange.
=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$b27
=520  3\$aThe potential for drying shrinkage cracking in concrete is related, in part, to the development of a moisture gradient across the cross-section of the concrete element. A model has been developed that incorporates experimental measurements of internal relative humidity to investigate drying shrinkage stress gradients in concrete specimens. The experimental and analytical procedure for using the model is outlined. Initial research involving application of the model has indicated that there is a relationship between drying stress gradient severity and the time to cracking under full restraint. Further development of the model could involve combination with fracture models to investigate microcrack formation and propagation.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aGradient.
=650  \0$aRelative humidity.
=650  \0$aShrinkage.
=650  \0$aStress.
=650  \0$aConcrete blocks.
=650  \0$aConcrete$xCuring.
=650  \0$aConcrete$xDrying.
=650  14$aRelative humidity.
=650  24$aShrinkage.
=650  24$aStress.
=650  24$aGradient.
=650  24$aConcrete.
=700  1\$aLange, DA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12302.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12304
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12304$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12304$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE278
=082  04$a625.85$223
=100  1\$aSchiessl, P.,$eauthor.
=245  10$aNew Results on Early-Age Cracking Risk of Special Concrete /$cP Schiessl, K Beckhaus, I Schachinger, P Rucker.
=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$b19
=520  3\$aThe Center of Building Materials (cbm) at the Technische Universitaet Muenchen has many years of experience in the early-age cracking risk of concrete. So far most of the investigations have been focused onmass concrete with regard to its semi-adiabatic thermal behavior—the development of uniaxial restraint stress during hardening has been determined in the cracking frame, simulating the centre of an approx. 50 cm-thick concrete. New results on the early-age cracking risk of special concretes with regard to their specific conditions or composition that is different to that of ordinary mass concrete will be shown in this paper. These special concretes are self-compacting concrete, pavement concrete, high-strength concrete and in particular ultrahigh-performance concrete with a compressive strength of up to 200 MPa at an age of 28 days. Furthermore, a test-based calculation method using the finite element method (FEM) was developed to predict, for example, the thermal restraint stress in concrete structures under various weather and curing conditions. The restraint stress distribution at any location in the concrete can be calculated realistically by applying appropriate rheological models for which “true values” of particular early-age concrete properties are required, which have to be determined experimentally.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aEarly-age cracking risk.
=650  \0$aHigh-strength concrete.
=650  \0$aPavement concrete.
=650  \0$aRestraint stress.
=650  \0$aSelf-compacting concrete.
=650  \0$aUltra-high-performance concrete.
=650  \0$aPavements, Asphalt concrete$xCracking.
=650  \0$aPavements, Concrete$xMaintenance and repair.
=650  \0$aCrack and seat treatment.
=650  \0$aPortland cement concrete.
=650  14$aEarly-age cracking risk.
=650  24$aRestraint stress.
=650  24$aSelf-compacting concrete.
=650  24$aPavement concrete.
=650  24$aHigh-strength concrete.
=650  24$aUltra-high-performance concrete.
=700  1\$aBeckhaus, K.,$eauthor.
=700  1\$aSchachinger, I.,$eauthor.
=700  1\$aRucker, P.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12304.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12305
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12305$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12305$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA1001.5
=082  04$a620.196$223
=100  1\$aSee, HT.,$eauthor.
=245  10$aPotential for Restrained Shrinkage Cracking of Concrete and Mortar /$cHT See, EK Attiogbe, MA Miltenberger.
=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$b5
=520  3\$aHistorically, ring tests have been performed to determine the time for concrete or mortar specimens to crack under restrained shrinkage. When the concrete or mortar ring deforms due to shrinkage, the steel ring restrains the material and tensile stresses are induced. Stress development cannot be monitored for test setups in which the degree of restraint is so high that no measurable deformation occurs in the steel as the material shrinks. Such test setups have provided qualitative evaluations and have not enabled a simple procedure to be established to routinely quantify the restrained shrinkage characteristics of the materials. In this study, an instrumented ring setup is used to quantify the restrained shrinkage behavior of concrete and mortar. The setup provides a high degree of restraint while still allowing sufficient strain in the steel as the material shrinks.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCracking potential.
=650  \0$aCracking resistance.
=650  \0$aCracking.
=650  \0$aRestrained shrinkage.
=650  \0$aRing test.
=650  \0$aBituminous materials$xMechanical properties.
=650  \0$aPavements, Bituminous.
=650  \0$aPavements, Asphalt concrete.
=650  \0$aBituminous pavements.
=650  \0$aSynthetic rubber.
=650  \0$aCompaction.
=650  \0$aShrinkage.
=650  14$aCracking.
=650  24$aCracking potential.
=650  24$aCracking resistance.
=650  24$aRestrained shrinkage.
=650  24$aRing test.
=650  24$aShrinkage.
=700  1\$aAttiogbe, EK.,$eauthor.
=700  1\$aMiltenberger, MA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12305.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12313
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12313$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12313$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a625.7/35$223
=100  1\$aWadsö, L.,$eauthor.
=245  10$aUnthermostated Multichannel Heat Conduction Calorimeter /$cL Wadsö.
=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$b9
=520  3\$aHeat conduction calorimetry is a convenient method to detect cement-admixture incompatibility. However, such instruments tend to be used mainly in chemical laboratories. This paper presents the design of a simple unthermostated heat conduction calorimeter that can simultaneously monitor the heat production rate in 14 samples of cement paste or mortar. As it is not thermostated, its performance is governed by the ambient temperature stability and the heat capacity balance between each sample and its reference. The paper shows that the instrument can be used to detect cement-admixture incompatibility and to quantify retardation time.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixture.
=650  \0$aCalorimetry.
=650  \0$aCement paste.
=650  \0$aHeat conduction calorimetry.
=650  \0$aInstrument design.
=650  \0$aMortar.
=650  \0$aRetardation.
=650  \0$aHeat Transfer/ Cooling/ Heating.
=650  \0$aFreezing Point.
=650  \0$aSoil/ Dirt.
=650  \0$aCement.
=650  14$aCalorimetry.
=650  24$aHeat conduction calorimetry.
=650  24$aInstrument design.
=650  24$aCement paste.
=650  24$aMortar.
=650  24$aAdmixture.
=650  24$aRetardation.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12313.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12314
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12314$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12314$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA401.3
=082  04$a620.1/1$223
=100  1\$aMäder, U.,$eauthor.
=245  10$aPolycarboxylate Polymers and Blends in Different Cements /$cU Mäder, I Schober, F Wombacher, D Ludirdja.
=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$b11
=520  3\$aDuring the last few years, polycarboxylate based polymers have become very popular. They contain a polycarboxylic backbone onto which ethyleneoxide side chains have been grafted. However its dispersing and slump keeping properties vary significantly, depending on the chemical structure. The dispersing properties of two polymers having a different number of polyoxyethlene (PEO) graft chains relative to the length of the backbone were evaluated in cement paste by measuring adsorption on cement paste and flow properties in different mortar compositions. The effects of the polymers on the fluidity and the retention of flow of the cementitious systems are significantly different. While one polymer gives a very strong initial water reduction, the second one shows excellent flow retaining properties. When combined, the two polymers are well suited for the production of RMC and self-consolidating concrete mixes with different cements and in different climate zones.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdsorption.
=650  \0$aCement.
=650  \0$aPolycarboxylates.
=650  \0$aPolymer blends.
=650  \0$aSuperplasticizers.
=650  \0$aWorkability retention.
=650  14$aAdsorption.
=650  24$aPolymer blends.
=650  24$aCement.
=650  24$aPolycarboxylates.
=650  24$aSuperplasticizers.
=650  24$aWorkability retention.
=700  1\$aSchober, I.,$eauthor.
=700  1\$aWombacher, F.,$eauthor.
=700  1\$aLudirdja, D.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12314.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12315
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12315$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12315$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA439
=082  04$a624.1834$223
=100  1\$aRickert, J.,$eauthor.
=245  10$aInfluence of a Long-Term Retarder on the Hydration of Clinker and Cement /$cJ Rickert, G Thielen.
=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$b28
=520  3\$aThis paper summarizes the results of investigations on the effects of a long-term retarder (LTR) based on phosphonic acid (PBTC) on the hydration of several clinker phases (C3S, C3A, C4AF), Portland cement clinker, and Portland cement. It could be shown that long-term retardation is due to a thin sparingly soluble layer of calcium phosphonate on the particle surface. The formation of sparingly soluble calcium phosphonate requires 2.5 moles Ca2+ per mole PBTC. If enough Ca2+ is available, sparingly soluble calcium phosphonate precipitates and forms a layer around the cement particles, which retards further hydration immediately. In the contrary a lack of Ca2+ causes a short-term acceleration in hydration of the reactive clinker phase C3A. The investigations show that a controlled long-term retardation can only be achieved if the cement shows an optimal “natural” setting retardation; hence, when the sulphate ingredient is fully compatible with the reactivity of C3A.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aLong-term retarder.
=650  \0$aPhosphonate.
=650  \0$aPortland cement clinker.
=650  \0$aPortland cement.
=650  \0$aRetardation.
=650  \0$aHydration.
=650  \0$aCement composites.
=650  \0$aConcrete.
=650  \0$aConcrete construction.
=650  14$aC3A.
=650  24$aC4AF.
=650  24$aC3S.
=650  24$aHydration.
=650  24$aLong-term retarder.
=650  24$aPhosphonate.
=650  24$aPortland cement clinker.
=650  24$aPortland cement.
=650  24$aRetardation.
=700  1\$aThielen, G.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12315.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12320
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12320$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12320$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a624/.33$223
=100  1\$aDarwin, D.,$eauthor.
=245  10$aControl of Cracking in Bridge Decks :$bObservations from the Field /$cD Darwin, J Browning, WD Lindquist.
=264  \1$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$b11
=520  3\$aCrack surveys of bridge decks, performed over a 10-year period in northeast Kansas as part of three studies, provide strong guidance in identifying the parameters that control cracking in these structures. The surveys involve steel girder bridges—bridges that are generally agreed to exhibit the greatest amount of cracking in the concrete decks. The surveys include monolithic decks and decks with silica fume and conventional concrete overlays. The study demonstrates that crack density increases as a function of cement and water content, and concrete strength. In addition, crack density is higher in the end spans of decks that are integral with the abutments than decks with pin-ended supports. Most cracking occurs early in the life of a bridge deck, but continues to increase over time. This is true for bridges cast in both the 1980s and the 1990s. A key observation, however, is that bridge decks cast in the 1980s exhibit less cracking than those in the 1990s, even with the increase in crack density over time. Changes in materials, primarily cement fineness, and construction procedures over the past 20 years, are discussed in light of these observations. A major bright spot has been the positive effect of efforts to limit early evaporation, suggesting that the early initiation of curing procedures will help reduce cracking in bridge decks.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete construction.
=650  \0$aConcrete mix design.
=650  \0$aCracking.
=650  \0$aShrinkage.
=650  \0$aConcrete bridges$xFloors.
=650  \0$aVibrated concrete.
=650  \0$aBridge decks.
=650  \0$aTransverse cracking.
=650  \0$aReinforced concrete bridges.
=650  14$aBridge decks.
=650  24$aConcrete construction.
=650  24$aConcrete mix design.
=650  24$aCracking.
=650  24$aShrinkage.
=700  1\$aBrowning, J.,$eauthor.
=700  1\$aLindquist, WD.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12320.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12329
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12329$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12329$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.893$223
=100  1\$aNkinamubanzi, P-C,$eauthor.
=245  10$aCement and Superplasticizer Combinations :$bCompatibility and Robustness /$cP-C Nkinamubanzi, P-C Aïtcin.
=264  \1$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$b22
=520  3\$aThis study highlights the notion of robustness of combinations of cements and superplasticizers. Tests done with various cements and different families of superplasticizers showed that although a combination of a cement and a superplasticizer could be compatible, it is not necessarily robust. Sometimes a little variation in the dosage of the admixture could lead to detrimental side effects, such as segregation, excessive set retardation, or excess air content in the concrete. Results showed that the chemical composition of the cement is critical to ensure good compatibility and adequate robustness of various combinations of cements and superplasticizers. The chemical nature of the superplasticizer also plays a role in the behavior of such combinations. The C3A content, the soluble (alkali) sulphate content, and the fineness of the cement, which influence the adsorption rate of the superplasticizers on the cement particles, are among the key factors that control the compatibility and the robustness of cement-superplasticizer combinations, especially for polysulfonated admixtures. Based on the results of this study, a rough prediction of the compatibility and robustness of cements and superplasticizers could be made by analyzing the chemical composition of the cement and the chemical nature of the superplasticizer.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAdmixtures.
=650  \0$aAlkali.
=650  \0$aCement.
=650  \0$aCompatibility.
=650  \0$aConcrete.
=650  \0$aRobustness.
=650  \0$aSaturation dosage.
=650  \0$aSulphates.
=650  \0$aConcrete$xAdditives.
=650  \0$aPavements, Concrete$xTesting.
=650  \0$aPolymer-impregnated concrete.
=650  \0$aSuperplasticizers.
=650  14$aAdmixtures.
=650  24$aAlkali.
=650  24$aCement.
=650  24$aConcrete.
=650  24$aCompatibility.
=650  24$aSaturation dosage.
=650  24$aSulphates.
=650  24$aSuperplasticizers.
=650  24$aRobustness.
=700  1\$aAïtcin, P-C,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12329.htm

=LDR  03762nab  2200553 i 4500
=001  CCA12479
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA12479$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA12479$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTE7
=082  04$a666/.94$223
=100  1\$aHime, WG.,$eauthor.
=245  10$aDiscussion of “Role of Fly Ash and Aluminum Addition on Ettringite Formation In Lime-Remediated Mine Tailings” by A. M. O. Mohamed, M. Hossein, and F. P. Hassani /$cWG Hime.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$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$aCement.
=650  \0$aConcrete$xChemistry.
=650  \0$aEttringite.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 26, Issue 2.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA12479.htm

=LDR  03762nab  2200553 i 4500
=001  CCA13111
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s2004\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA13111$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA13111$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP884.A3
=082  04$a380.5/08s$223
=100  1\$aStruble, LJ.,$eauthor.
=245  10$aIntroduction to the Symposium on Cement-Admixture Interactions /$cLJ Struble, RD Hooton, L Roberts.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c2004.
=300  \\$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$aCement$xAdditives.
=650  \0$aConcrete$xAdditives.
=650  \0$aAdmixtures.
=700  1\$aHooton, RD.,$eauthor.
=700  1\$aRoberts, L.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$dWest Conshohocken, Pa. :$bASTM International, 2004$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA13111.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10014J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10014J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10014J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTH5401
=082  04$a693/.1$223
=100  1\$aBerg, ER.,$eauthor.
=245  12$aA Procedure for Testing Concrete Masonry Unit (CMU) Mixes /$cER Berg, JA Neal.
=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$b5
=520  3\$aA laboratory method for the evaluation of concrete masonry unit (CMU) mix designs is proposed. The zero slump requirement and the unique method of molding CMU using simultaneous vibration and compression on an automated assembly line basis make CMU mix design a unique subset of concrete mix design. The compression and vibration of a block machine is simulated by the use of a drop hammer to compact the test specimens. The different compaction methods are equated by modifying the height of the hammer drop or the number of drops to obtain the same density as that obtained from the production block machine. The volumetric fill method of a production machine is replaced with weighing the mix placed in each mold prior to compaction to provide a uniform amount of material. Numerous batches can be made quickly in a laboratory using small amounts of material on a cost-effective basis. Two-inch (50-mm) cubes for strength testing based upon modified ASTM C 109 (Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or 50-mm Cube Specimens)) procedures, and 1-in. (25-mm) square bars for change of length testing based upon modified ASTM C 157 (Test Method for Length Change of Hardened Hydraulic-Cement Mortars and Concrete) procedures can both be made using standard molds and testing equipment.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete.
=650  \0$aMix design.
=650  \0$aTesting.
=650  \0$aBricklaying.
=650  \0$aConcrete construction.
=650  \0$aMasonry.
=650  14$aConcrete.
=650  24$aMasonry.
=650  24$aMix design.
=650  24$aTesting.
=700  1\$aNeal, JA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10014J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10015J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10015J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10015J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTP1180.S7
=082  04$a668.4/233$223
=100  1\$aJacobsen, S.,$eauthor.
=245  10$aFrost Deicer Salt Scaling Testing of Concrete :$bEffect of Drying and Natural Weathering /$cS Jacobsen, J Marchand, L Boisvert, M Pigeon, EJ Sellevold.
=264  \1$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$b23
=520  3\$aLaboratory deicer salt scaling of concrete is very sensitive to prior drying and resaturation, weathering, or aging. Previous investigations have shown both positive and negative effects. The object of this investigation was to quantify the effect of pre-conditioning on scaling test results and to provide data for the relationship between laboratory testing and field exposure. Four concretes with W/B = 0.45 and various binders and air void systems were subjected to a range of different pre-treatments. These included a variety of RH, temperature, and wind combinations that resulted in a variety of evaporation rates from free water surface. Other pre-treatments were no drying (virgin condition) and natural weathering for 3 months and 1 year in Québec City. Subsequent resaturation with water and scaling testing with 3% NaCl confirmed that mild drying gives lower scaling than both virgin condition and severe drying. Natural weathering resulted in scaling of the same magnitude as that of mild drying, indicating that the standard mild laboratory drying at 50% relative humidity and 20°C is suitable. The protective effect of the air voids is considered activated after mild drying, vanishes after more severe drying, and not affected by natural weathering. Water filling of air voids during wet curing can be the cause of the high scaling on virgin concrete. 5% silica fume reduced the effect of weathering and drying, and gave lower scaling than OPC concrete. Wet freeze/thaw gives high uptake of liquid compared to capillary absorption and therefore rather severe test conditions.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAir voids.
=650  \0$aConcrete.
=650  \0$aDrying/aging.
=650  \0$aDurability.
=650  \0$aFrost deicer scaling.
=650  \0$aLaboratory testing.
=650  \0$aRelation laboratory/field exposure.
=650  \0$aSilica fume.
=650  \0$aConcrete$xDeterioration.
=650  \0$aConcrete$xTesting.
=650  14$aConcrete.
=650  24$aDurability.
=650  24$aFrost deicer scaling.
=650  24$aLaboratory testing.
=650  24$aAir voids.
=650  24$aSilica fume.
=650  24$aDrying/aging.
=650  24$aRelation laboratory/field exposure.
=700  1\$aMarchand, J.,$eauthor.
=700  1\$aBoisvert, L.,$eauthor.
=700  1\$aPigeon, M.,$eauthor.
=700  1\$aSellevold, EJ.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10015J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10016J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10016J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10016J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTG315
=082  04$a624.28$223
=100  1\$aLarralde, J.,$eauthor.
=245  10$aCompressive Strength of Small Concrete Specimens Confined with Fiberglass Laminates /$cJ Larralde.
=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$b5
=520  3\$aPortland cement concrete, like most granular materials, exhibits an increase in compressive strength when subjected to confinement. This characteristic is advantageously used in the design of reinforced concrete columns, for instance, in which the load capacity is considerably increased when the column is properly confined with stirr-ups or spiral reinforcement. Recently, exterior reinforcement in the form of fiberglass composite wrapping has been used to retrofit or repair concrete columns. Wrapping with fiberglass composites increases the capacity of columns to withstand axial as well as eccentric loading. This paper presents comparative test results of small concrete specimens subjected to axial loading and tested under unconfined conditions and confined conditions produced by fiberglass composite wrapping. The test results show a considerable increase in the compressive strength and an increase in the toughness in the fiberglass confined specimens.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aCompressive strength test.
=650  \0$aConcrete strength.
=650  \0$aConfined concrete.
=650  \0$aExternal reinforcement.
=650  \0$aFiberglass reinforced plastics.
=650  \0$aReinforced composites.
=650  \0$aReinforced concrete.
=650  \0$aUnconfined compressive strength.
=650  \0$aColumns, Concrete$xMaintenance and repair.
=650  \0$aEpoxy coatings$xEvaluation.
=650  \0$aGlass fibers$xEvaluation.
=650  \0$aCorrosion protection.
=650  \0$aBridge substructures.
=650  \0$aChlorides.
=650  \0$aFiberglass.
=650  14$aConfined concrete.
=650  24$aReinforced composites.
=650  24$aFiberglass reinforced plastics.
=650  24$aConcrete strength.
=650  24$aUnconfined compressive strength.
=650  24$aReinforced concrete.
=650  24$aExternal reinforcement.
=650  24$aCompressive strength test.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10016J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10017J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10017J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10017J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a620.1/3723$223
=100  1\$aMackechnie, JR.,$eauthor.
=245  10$aDurability Findings from Case Studies of Marine Concrete Structures /$cJR Mackechnie, MG Alexander.
=264  \1$aWest Conshohocken, Pa. :$bASTM International,$c1997.
=300  \\$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$b8
=520  3\$aThe marine environment provides a severe durability test for reinforced concrete structures and deterioration may occur rapidly unless structures are correctly designed and built. Existing specifications for concrete do not appear to be effective in ensuring satisfactory durability performance in the marine environment and many structures require repairs during their design lives. From a survey of over 20 marine concrete structures along the Cape coast of South Africa, a number of observations are made regarding deterioration of marine concrete. Issues such as cover to reinforcement, concrete type, site practice, corrosion of reinforcement, and suitability of repairs are discussed and recommendations are made for improving concrete durability. Findings from the survey indicated that current specifications and construction practice were inadequate and could not guarantee concrete durability.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aConcrete durability.
=650  \0$aMarine concrete structures.
=650  \0$aReinforcement corrosion.
=650  \0$aReinforced concrete$xCorrosion.
=650  14$aConcrete durability.
=650  24$aMarine concrete structures.
=650  24$aReinforcement corrosion.
=700  1\$aAlexander, MG.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10017J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10018J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10018J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10018J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aZ5853.E43
=082  04$a553.68$223
=100  1\$aThomas, MDA,$eauthor.
=245  10$aPrevention of Damage Due to Alkali-Aggregate Reaction (AAR) in Concrete Construction—Canadian Approach /$cMDA Thomas, RD Hooton, CA Rogers.
=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$b19
=520  3\$aThis paper outlines the philosophy behind the 1994 revision of the Canadian Standards Association guidelines for preventing the risk of damage due to alkali-aggregate reaction (AAR) in new construction. Aggregates may be selected based on documented previous field performance, petrographic examination, or satisfactory performance in a sequence of accelerated and long-term expansion tests. If the aggregate is deemed not deleteriously reactive by one of these methods, it may be used in concrete with no further precautions. Potentially alkali-silica reactive aggregates may be considered for use in concrete provided appropriate preventive measures are taken to reduce the risk of damaging expansion. Recommended measures are: (1) limiting the total alkali content of the concrete (from portland cement and other sources) and (2) the use of supplementary cementing materials (SCMs), such as fly ash or slag. Minimum replacement levels are given for fly ash (20 to 30% depending on composition) and slag (50%). If these SCMs are to be used at lower replacement levels or at high concrete alkali levels, concrete-prism testing is required to assure the efficacy of the reduced amount of SCM in controlling expansion with the proposed aggregate. As yet, there is no specific guidance for using silica fume with reactive aggregates. Advice regarding alkali-carbonate reactive aggregates is restricted to selective quarrying and beneficiation to exclude the reactive material.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAggregates.
=650  \0$aAlkali.
=650  \0$aAlkali-aggregate reaction.
=650  \0$aNew construction.
=650  \0$aAlkali-aggregate reactions$xBibliography.
=650  \0$aConcrete$xChemistry$xBibliography.
=650  \0$aAlkali-aggregate reactions.
=650  \0$aConcrete$xChemistry.
=650  14$aAlkali-aggregate reaction.
=650  24$aNew construction.
=650  24$aAlkali.
=650  24$aAggregates.
=700  1\$aHooton, RD.,$eauthor.
=700  1\$aRogers, CA.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttp://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10018J.htm

=LDR  03762nab  2200553 i 4500
=001  CCA10019J
=003  IN-ChSCO
=005  20161219061000.0
=006  m|||||o|||||||||||
=007  cr\|n||||||||n
=008  161219s1997\\\\pau|||||o|||||||||||eng||
=024  7\$a10.1520/CCA10019J$2doi
=037  \\$bASTM International, 100 Barr Harbor Dr., West Conshohocken, PA 19428
=037  \\$aCCA10019J$bASTM
=040  \\$aASTM$cSCOPE$beng$erda
=041  \\$aeng
=050  \4$aTA440
=082  04$a624.1/834$223
=100  1\$aTong, L.,$eauthor.
=245  10$aExpandability of Solid-Volume-Reducing Reactions of Alkali-Magnesite and Alkali-Dolomite /$cL Tong, M Tang.
=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$b18
=520  3\$aThe work presented in this paper concerns two solid-volume-reducing reactions between alkali-dolomite (ADR) and alkalimagnesite (AMR). It was found that the two reactions can cause considerable expansion of compacts made from dolomite or magnesite powder and 20% Portland cement when cured at 150 and 60°C in 10% KOH solution. The results confirmed an earlier suggestion that the formation and growth of crystalline products in a confined space may be expandable.
=541  \\$aASTM International$3PDF$cPurchase price$hUSD25.
=588  \\$aDescription based on publisher's website, viewed December 19, 2016.
=650  \0$aAlkali-carbonate reaction.
=650  \0$aAlkali-silica-reaction.
=650  \0$aCarbonation.
=650  \0$aExpansion of concrete.
=650  \0$aFreeze-thaw process.
=650  \0$aSulfate expansion.
=650  \0$aConcrete$xExpansion and contraction$xCongresses.
=650  \0$aTECHNOLOGY & ENGINEERING$xCivil$xGeneral.
=650  \0$aConcrete$xCreep.
=650  \0$aConcrete$xExpansion and contraction.
=650  \0$aConcrete$xCreep$xCongresses.
=650  14$aAlkali-carbonate reaction.
=650  24$aExpansion of concrete.
=650  24$aAlkali-silica-reaction.
=650  24$aFreeze-thaw process.
=650  24$aSulfate expansion.
=650  24$aCarbonation.
=700  1\$aTang, M.,$eauthor.
=710  2\$aASTM International.
=710  2\$aAmerican Society for Testing and Materials.
=710  2\$aAmerican Society for Testing and Materials.$tCement, Concrete and Aggregates.
=773  0\$tCement, Concrete and Aggregates.$gVolume 19, Issue 1.$dWest Conshohocken, Pa. :$bASTM International, 1997$x0149-6123$yCCAGPD
=856  40$uhttps://www.astm.org/DIGITAL_LIBRARY/JOURNALS/CEMENT/PAGES/CCA10019J.htm