1、Designation: C 1105 05Standard Test Method forLength Change of Concrete Due to Alkali-Carbonate RockReaction1This standard is issued under the fixed designation C 1105; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of la
2、st revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon (e) indicates an editorial change since the last revision or reapproval.1. Scope1.1 This test method covers the determination, by measure-ment of length change of concrete prisms, the susceptibility ofce
3、ment-aggregate combinations to expansive alkali-carbonatereaction involving hydroxide ions associated with alkalies(sodium and potassium) and certain calcitic dolomites anddolomitic limestones.1.2 The values stated in SI units are to be regarded as thestandard.1.3 This standard does not purport to a
4、ddress all of thesafety concerns, if any, associated with its use. It is theresponsibility of the user of this standard to establish appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.2. Referenced Documents2.1 ASTM Standards:2C33 Specifi
5、cation for Concrete AggregatesC 125 Terminology Relating to Concrete and ConcreteAggregatesC 150 Specification for Portland CementC 157/C 157M Test Method for Length Change of Hard-ened Hydraulic-Cement Mortar and ConcreteC 233 Test Method for Testing Air-Entraining Admixturesfor ConcreteC 294 Descr
6、iptive Nomenclature of Constituents of Con-crete AggregatesC 295 Guide for Petrographic Examination of Aggregatesfor ConcreteC 490 Practice for Use of Apparatus for the Determinationof Length Change of Hardened Cement Paste, Mortar, andConcreteC511 Specification for Mixing Rooms, Moist Cabinets,Mois
7、t Rooms, and Water Storage Tanks Used in theTesting of Hydraulic Cements and ConcretesC 586 Test Method for Potential Alkali Reactivity of Car-bonate Rocks for Concrete Aggregates (Rock CylinderMethod)C 595 Specification for Blended Hydraulic CementsC 670 Practice for Preparing Precision Statements
8、for TestMethods for Construction MaterialsC 702 Practice for Reducing Field Samples of Aggregate toTesting SizeD75 Practice for Sampling Aggregates3. Terminology3.1 Terminology used in this standard is defined in Termi-nology C 125 or Descriptive Nomenclature C 294.4. Significance and Use4.1 Two typ
9、es of alkali reactivity of aggregates have beendescribed in the literature: the alkali-silica reaction involvingcertain siliceous rocks, minerals, and artificial glasses (1),3andthe alkali-carbonate reaction involving dolomite in certaincalcitic dolomites and dolomitic limestones (2). This testmetho
10、d is not recommended as a means to detect combinationssusceptible to expansion due to alkali-silica reaction since itwas not evaluated for this use in the work reported by Buck (2).This test method is not applicable to aggregates that do notcontain or consist of carbonate rock (see Descriptive Nomen
11、-clature C 294).4.2 This test method is intended for evaluating the behaviorof specific combinations of concrete-making materials to beused in the work. However, provisions are made for the use ofsubstitute materials when required. This test method assessesthe potential for expansion of concrete cau
12、sed by alkali-carbonate rock reaction from tests performed under prescribedlaboratory curing conditions that will probably differ from field1This test method is under the jurisdiction of ASTM Committee C09 onConcrete and Concrete Aggregates and is the direct responsibility of SubcommitteeC09.26 on C
13、hemical Reactions.Current edition approved May 1, 2005. Published May 2005. Originallyapproved in 1989. Last previous edition approved in 2002 as C 1105 95(2002).2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book
14、of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.3The boldface numbers in parentheses refer to the list of references at the end ofthis test method.1Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959,
15、 United States.conditions. Thus, actual field performance will not be dupli-cated due to differences in wetting and drying, temperature,other factors, or combinations of these (see Appendix X1).4.3 Use of this test method is of particular value whensamples of aggregate from a source have been determ
16、ined tocontain constituents that are regarded as capable of participa-tion in a potentially deleterious alkali-carbonate rock reactioneither by petrographic examination, Guide C 295, by the rockcylinder test, Test Method C 586, by service record; or by acombination of these.4.4 Results of tests cond
17、ucted as described herein shouldform a part of the basis for a decision as to whether precautionsbe taken against excessive expansion due to alkali-carbonaterock reaction. This decision should be made before a particularcement-aggregate combination is used in concrete construction(see Note 1).NOTE 1
18、Other elements that may be included in the decision-makingprocess for categorizing an aggregate or a cement-aggregate combinationwith respect to whether precautions are needed, and examples of precau-tions that may be taken, are described in Appendix X1.4.5 While the basic intent of this test method
19、 is to developinformation on a particular cement-aggregate combination, itwill usually be very useful to conduct control tests in parallelusing the aggregate of interest with other cements or thecement of interest with other aggregates.5. Apparatus5.1 The mold, the associated items for molding test
20、speci-mens, and the length comparator for measuring length changeshall conform to the applicable requirements of Test MethodC 157/C 157M and Practice C 490.6. Materials6.1 Maximum Size of Coarse AggregateCoarse-aggregatefractions larger than the 19.0-mm (34-in.) sieve shall not betested as such. Whe
21、n petrographic examination using GuideC 295 reveals that the material making up the size fractionslarger than the 19.0-mm sieve is of such a composition andlithology that no differences should be expected compared withthe smaller size material to be tested, or when tests, made inaccordance with Test
22、 Method C 586, of material in such sizesreveal no significant differences from the sizes to be tested,then no further attention need be paid to the larger sizes. Ifresults of petrographic examination or tests made in accor-dance with Test Method C 586 suggest that the larger sizematerial should be s
23、tudied for its effects in concrete, one or theother of two alternative procedures described herein may beused.6.1.1 Proportional TestingMaterial larger than the19.0-mm (34-in.) sieve shall be crushed to pass the 19.0-mmsieve and material larger than the 4.75-mm (No. 4) sieve shallbe proportioned to
24、include the same proportion by mass of thecrushed material originally retained on the 19.0-mm sieve andthat originally passing this sieve, as may be expected to be usedin the field concrete.6.1.2 Separated Size TestingMaterial larger than the19.0-mm (34-in.) sieve shall be crushed to pass this sieve
25、 andshall be used in concrete as a second aggregate.6.1.2.1 In the case of construction where several size rangescoarser than the 19.0-mm (34-in.) sieve are contemplated, eachof these may, if desired, be separately crushed to pass this sieveand may be tested separately.6.2 Job CementWhen it is desir
26、ed to evaluate a particularcement-aggregate combination for use in particular work, thecement or cements used shall meet the requirements for thework and shall be from the source or sources and in theamounts expected to be used in the work. If several cementsmay be used in the work, it is desirable
27、that tests be made usingeach cement separately.6.3 Reference CementsWhen it is desired to evaluateaggregates for general use or to compare aggregates forinvestigational purposes, the cement used shall be of thehighest alkali content representative of the general use in-tended, or available to the la
28、boratory making the tests. Thecement or cements selected should comply with SpecificationC 150 or Specification C 595. Additional information of valuemay be obtained by conducting parallel tests with cements ofdifferent alkali content, of different sodium oxide to potassiumoxide ratio, or blended wi
29、th pozzolan or ground blast-furnaceslag, or both.6.4 Substitute Fine AggregateIf the test aggregate is to beused only as coarse aggregate and the fine aggregate that it willbe used with is not available, a fine aggregate that is notexpected to participate in an expansive reaction with alkalies(see N
30、ote 2) shall be used.NOTE 2Advice on judging the expansive reactivity of aggregate isgiven in Appendix XI of Specification C33.7. Sampling7.1 Obtain the sample in accordance with Practice D75andreduce it to test portion size in accordance with Practice C 702.8. Test Specimens8.1 Prepare six specimen
31、s, of the type required for concreteTest Method C 157/C 157M, having square cross-sections of75.0 6 0.7 mm or 3.00 6 0.03 in. from one batch of concrete.The concrete mixture shall be the mixture in which theaggregates are proposed for use. In the event that no specificconcrete mixture is being consi
32、dered, that described in TestMethod C 233 may be used.8.2 If control or comparison mixtures are made, specimensshall be made from those mixtures as described in 8.1.9. Conditioning9.1 Cure, store, and remove molds in accordance with TestMethod C 157/C 157M. Thereafter, keep the specimens inmoist sto
33、rage in accordance with Specification C511but donot immerse in water.10. Procedure10.1 Follow the procedure of Test Method C 157/C 157M,except that the specimens shall be stored in a moist room ormoist cabinet meeting the requirements of Specification C511and length measurements shall be made at age
34、s 7, 28, and 56days, and 3, 6, 9, and 12 months.C110505211. Calculation11.1 Calculate the change in length of each of the prisms ateach of the ages at which determinations are made and expressas a percentage change based on the length at the time ofremoval from the mold at an age of 2312 612 h. Calc
35、ulate theaverage length change in percentage for the group of prisms.11.2 Data from at least three bars must be available at anyage to constitute a valid test at that age.12. Report12.1 Report the following information:12.1.1 Pertinent details about materials and mixtures used,12.1.2 The length chan
36、ge in percentage for each specimenand for the group of prisms at each test age, and12.1.3 Description of the circumstances under which resultson any one of the specimens are not included in the average.13. Precision and Bias413.1 Precision:13.1.1 Single-Operator PrecisionThe precision statementis ba
37、sed on calculations made using data reported by Buck (2).The particular within-laboratory variability for which precisionis reported was obtained by a single operator, using the samematerials and equipment over a short period of time. Thesingle-operator standard deviation (1sA) does not vary appre-c
38、iably with age over the range of 90 through 365 days.Standard deviation varies with the magnitude of the expansiondescribed as follows:Average % Expansion0.040 % $0.040 %Single-operator standard deviation (1s) amongindividual bars0.003 % 0.005 %Maximum difference (d2sA) between extremevalues within
39、a set of bars in a properlyconducted test should not exceed:number of bars in set6 0.013 % 0.021 %5 0.012 % 0.020 %4 0.012 % 0.019 %3 0.011 % 0.017 %Calculated expected 1S associated with a meanof 3 bars0.002 % 0.003 %Maximum permissible difference between twosuch means in properly conducted tests s
40、houldnot exceed0.005 % 0.008 %AAs described in Practice C 670.13.1.2 Multilaboratory PrecisionIn studies involving 12and 20 laboratories 8, testing three specimens rather than thesix specified in this test method, and testing nominal 19 mmmaximum size coarse aggregates known to be susceptible toalka
41、licarbonate rock reaction, in concrete mixtures with acement content of 310 kg/m3(522 lb/yd3), the multilaboratoryprecision was found to be as follows:13.1.2.1 For concrete with an average expansion less than0.014 % the multilaboratory standard deviation of a single testresult (mean of measurements
42、on three prisms) for averageexpansion less than 0.014 % has been found to be 0.0032 %.Therefore, results of two properly conducted tests in differentlaboratories using the same aggregate should not differ by morethan 0.009 %.513.1.2.2 For concrete with an average expansion greaterthan 0.014 % the mu
43、ltilaboratory coefficient of variation of asingle test result (mean of measurements on three prisms) foraverage expansion greater than 0.014 % has been found to be23 %. Therefore, results of two properly conducted tests indifferent laboratories using the same aggregate should notdiffer from each oth
44、er by more than 65 % of their average.513.2 BiasA statement on bias has not been developedsince no reference materials are available.APPENDIX(Nonmandatory Information)X1. GENERAL INFORMATIONX1.1 The question of whether or not criterion based on theresults obtained using this test method should be us
45、ed foracceptance of materials for use as concrete aggregate will bedealt with, if deemed appropriate, in Specification C33.X1.2 Work has been reported from which it may be inferredthat a cement-aggregate combination might reasonably beclassified as potentially deleteriously reactive if the averageex
46、pansion of six concrete specimens is equal to or greater than:0.015 % at 3 months; 0.025 % at 6 months; or 0.030 % at 1year (1,2). Data for later ages are preferred but the 3-month or6-month average may be used if necessary.X1.3 If this test method has been performed on a cement-aggregate combinatio
47、n involving an aggregate that has notbeen examined petrographically using Practice C 295, or thathas not been measured by the rock prism expansion in TestMethod C 586, it is recommended that one or both of those4Supporting data are available fromASTM International Headquarters. Request:RR: C-9-1002.
48、5These numbers represent, respectively, the (1s %) and (d2s %) limits asdescribed in Practice C 670.C1105053procedures be performed.X1.4 When it has been concluded from the results of testsperformed using this test method and supplementary informa-tion from petrographic examination, rock-prism testi
49、ng, servicerecords, or combinations of these, that a given cement-aggregate combination is potentially deleteriously expansive,additional studies may be appropriate to develop informationon the potential expansion of other combinations containingthe same cement with other aggregates, the same aggregatewith other cements, or the same cement-aggregate combinationwith a pozzolan or slag.X1.5 If a cement-aggregate combination tested using thistest method is judged by the results to be “non-reactive,” norestrictions on the use of the aggregate with the cement used inthe
