ASTM C1543-2010a Standard Test Method for Determining the Penetration of Chloride Ion into Concrete by Ponding《泡水法测定卤化物离子渗透到混凝土的标准试验方法》.pdf

《ASTM C1543-2010a Standard Test Method for Determining the Penetration of Chloride Ion into Concrete by Ponding《泡水法测定卤化物离子渗透到混凝土的标准试验方法》.pdf》由会员分享，可在线阅读，更多相关《ASTM C1543-2010a Standard Test Method for Determining the Penetration of Chloride Ion into Concrete by Ponding《泡水法测定卤化物离子渗透到混凝土的标准试验方法》.pdf（4页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: C1543 10aStandard Test Method forDetermining the Penetration of Chloride Ion into Concreteby Ponding1This standard is issued under the fixed designation C1543; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year o

2、f last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope*1.1 This test method determines the penetration of chlorideion into concrete from a sodium-chloride solution pond. This

3、method is applicable to all types of concrete, as well as toconcretes treated with systems such as sealants, penetratingsealers, or thin-bonded overlays.1.2 The values stated in SI units are to be regarded asstandard. No other units of measurement are included in thisstandard.1.3 This standard does

4、not purport to address 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 Standa

5、rds:2C125 Terminology Relating to Concrete and Concrete Ag-gregatesC192/C192M Practice for Making and Curing ConcreteTest Specimens in the LaboratoryC672/C672M Test Method for Scaling Resistance of Con-crete Surfaces Exposed to Deicing ChemicalsC1152/C1152M Test Method for Acid-Soluble Chloride inMo

6、rtar and ConcreteC1202 Test Method for Electrical Indication of ConcretesAbility to Resist Chloride Ion PenetrationC1556 Test Method for Determining the Apparent ChlorideDiffusion Coefficient of Cementitious Mixtures by BulkDiffusion2.2 AASHTO Standard:T 259 Method of Test for Resistance of Concrete

7、 to Chlo-ride Ion Penetration3. Terminology3.1 Terms used in this standard are defined in TerminologyC125.4. Summary of Test Method4.1 A sodium-chloride solution is ponded on the surface ofconcrete specimens. Samples from specified depths are peri-odically extracted and chemically analyzed to determ

8、ine thechloride content of the concrete at those depths. The curing andmoisture conditioning to which a specimen is subjected prior toponding affects the mechanisms involved in chloride-ionpenetration. These factors must be considered carefully ininterpreting the results. Information on the mechanis

9、ms ofchloride penetration into concrete is given in the appendix.5. Significance and Use5.1 This test method is suitable for evaluation of materialsand material proportions for construction purposes as well asfor research and development.5.2 This test method can be used to establish the correlationb

10、etween indirect measures of the chloride-ion penetration ofconcrete (see Test Method C1202) and the actual chloride-ionpenetration under controlled conditions.5.3 This test method is not intended to provide a measure ofthe length of service that may be expected from use of aspecific concrete mixture

11、 or sealing material.5.4 If the purpose for testing is to determine the apparentchloride diffusion coefficient, it is recommended that TestMethod C1556 be used.6. Apparatus6.1 Glass Plates or Polyethylene Sheets, of sufficient size tocover the ponded surface of the specimen.6.2 Molds, of the proper

12、size for the test specimens to beused, and conforming to the applicable requirements of Prac-tice C192/C192M.7. Reagents7.1 Ponding Solution3 % reagent grade sodium chloride(NaCl) by mass in distilled water (see Note 1).NOTE 1Other chloride-bearing solutions or different sodium-chlorideconcentration

13、s may be used when there is a need to evaluate their specific1This test method is under the jurisdiction of ASTM Committee C09 onConcrete and Concrete Aggregates and is the direct responsibility of SubcommitteeC09.66 on Concretes Resistance to Fluid Penetration.Current edition approved Oct. 1, 2010.

14、 Published November 2010. Originallyapproved in 2002. Last previous edition approved in 2010 as C154310. DOI:10.1520/C1543-10a.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information

15、, refer to the standards Document Summary page onthe ASTM website.1*A Summary of Changes section appears at the end of this standard.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.effects. The concentration of the solution can be che

16、cked using ahydrometer calibrated to indicate the mass fraction of sodium chloride.8. Specimens8.1 Use as ponding specimens in this test method slabshaving a surface area of at least 0.030 m2and a thickness of 906 15 mm. At least two replicate specimens shall be made foreach combination of variables

17、 to be tested.8.2 Fabricate and cure molded ponding specimens in accor-dance with applicable sections of Test Method C672/C672M,unless otherwise specified.8.3 Obtain a sample of concrete for use in determining thebackground chloride content. Cast a 100 by 200-mm cylinderfrom the concrete mixture for

18、 this purpose when fabricatingponding specimens.8.4 Provide a dike approximately 20 mm high along theperimeter of the top surface of the specimen to retain theponding solution. The dike shall be made of a material thatadheres to the specimen or be integrally cast as a part of thespecimen. It shall s

19、erve to keep the top of the specimencovered completely by ponding solution throughout the periodof the ponding (see Note 2).NOTE 2Closed-cell polystyrene foam 12 to 25 mm thick and acrylicstrips 6 mm thick, bonded to the specimen with an adhesive caulkingcompound or silicone sealant, have been used

20、successfully.8.5 Coat the sides of the specimens with a suitable material(see Note 3) to prevent lateral moisture migration. Do not coatthe bottom of the specimen. Allow the coating to cureaccording to the manufacturers instructions.NOTE 3Arapid setting epoxy sufficiently viscous to adhere to vertic

21、alsurfaces without excessive running has been used successfully for thispurpose.9. Procedure9.1 Following completion of curing, cover the surface of thespecimen with the ponding solution to a depth of 15 6 5 mm.9.2 Place a glass plate or polyethylene sheet over theponded specimen to retard evaporati

22、on of water from thesolution.9.3 Store the ponded specimens at 23.0 6 2C and 50 65 % relative humidity. Provide for air circulation across thebottom of specimens.9.4 Periodically monitor the depth of solution on the surfaceof the specimen and maintain at the specified depth by addingadditional fresh

23、 solution. At 2-month intervals during theponding, remove the solution and replace with fresh solution.9.5 Select the duration of the ponding period and thesampling intervals to be appropriate for the purposes for whichthe tests are being made (see Note 4).NOTE 4It is recommended that the initial sa

24、mpling be performed after3 months ponding. Subsequent sampling can be performed after 6 and 12months of ponding and at 12-month intervals thereafter.9.6 Sampling:9.6.1 Prior to sampling, remove the ponded solution andallow the specimen surface to dry. After drying is completed,remove the salt crysta

25、ls from the surface by brushing with awire brush.9.6.2 Sample the specimen by coring. The diameter of thecore shall be at least three times the nominal maximumaggregate size.9.6.3 Alternatively, obtain powdered sample by rotary-impact hammer as described in Test Method C1152/C1152M.9.6.4 Space the s

26、ampling point at least 25 mm away fromthe inside edge of the dike or the edge of any previoussampling point. Samples shall be obtained from at least thefollowing depths to provide a profile of the chloride penetra-tion:Sampling Intervals, mm10202535405055659.6.5 If the purposes of the test require a

27、 precise profiling ofthe chloride penetration, the sampling shall be accomplishedby removing a core from the specimen. The core shall beprofiled by precision milling to obtain powdered concrete fromhorizons of the desired depth and thickness (see Note 5).NOTE 5Chloride penetration profiling on 1-mm

28、thick horizons hasbeen accomplished using this technique.9.6.6 If the specimen is to be re-ponded after sampling,patch the hole with a suitable low-permeability repair material(see Note 6). The location of the sampling point shall be clearlyidentifiable so it can be avoided during subsequent samplin

29、g.NOTE 6Epoxy mortar has been used successfully for this purpose.9.7 Determine the chloride content of the sample from eachdepth of the ponded specimens and the background sample inaccordance with Test Method C1152/C1152M. The back-ground chloride content is subtracted from the value obtainedfor eac

30、h depth of the ponded specimen to determine thepenetrated chloride value.10. Report10.1 Report the following information:10.1.1 Type and source of hydraulic cements,10.1.2 Type and source of other cementitious materials,10.1.3 Type and source of coarse and fine aggregates,10.1.4 Type and source of c

31、hemical admixtures,10.1.5 Concrete mixture proportions,10.1.6 Type and manufacturer of any treatment system used,10.1.7 Curing conditions and duration and other specialspecimen preparation procedures that were performed,10.1.8 The moisture conditioning the specimen was sub-jected to prior to ponding

32、,10.1.9 The type and concentration of the ponding solution,if different from that specified in 7.1,10.1.10 The chloride content of the specimen as a functionof depth and the duration of ponding for each sample tested,and10.1.11 The background chloride content of the concrete.11. Precision and Bias11

33、.1 PrecisionThe precision of this test method has notbeen determined, but the subcommittee is planning to deter-mine the precision in the future.C1543 10a211.2 BiasNo information can be presented on the bias ofthe procedures in this test method because no material havingan accepted reference value i

34、s available.12. Keywords12.1 chloride; chloride content; concrete; penetration;permeabilityAPPENDIX(Nonmandatory Information)X1. MASS TRANSFER IN CONCRETEX1.1 This test measures the chloride-ion content at selecteddepths within a concrete specimen on which a sodium-chloridesolution has been maintain

35、ed over an extended period of time.Differences in the chloride-ion content with depth and overtime indicate the movement of chloride ions from the solutionponded on the concrete surface into the specimen being tested.Several different mechanisms are involved to greater or lesserdegrees in this trans

36、port, depending on the pore structure,moisture condition, and surface treatment of the specimen.X1.1.1 Permeability is the characteristic that describes theease with which a fluid moves through concrete.3The primarycontrolling parameter in concrete permeability is the poresystem of the paste fractio

37、n of the concrete, including thepaste-aggregate interface.4The connectivity of the pore systemdepends on the amount of original mixing-water-filled spaceand the degree to which it has been filled with hydrationproducts. Capillary pores are those voids remaining that wereoriginally filled with mixing

38、 water; that is, pores with diam-eters in the range of 3.2 to 3,000 nm.5These capillary poreswill cease to be connected at different times in the age of theconcrete as a function of w/c and curing conditions.6If storedmoist, these times are approximately:w/c 0.4 0.5 0.6 0.7 0.7Time 3 d 14 d 6 m 1 y

39、neverX1.1.2 Concretes containing a pozzolan or ground granu-lated blast-furnace slag show a continued decrease of pore sizeand continuity over a longer period of time than do portland-cement concretes not containing pozzzolans or slag.X1.1.3 Fluid movement in the capillary-pore system de-pends on th

40、e moisture condition of the pore system. When theconcrete is at or near saturation, movement is due to laminarflow. The rate of flow depends on the pressure head causing theflow (in this case, gravity) and the tortuosity of the intercon-nected pore space. As the partial vapor pressure (relativehumid

41、ity) falls below 1 to a value of about 0.45, vapordiffusion and capillary tension (absorption and wicking) domi-nate moisture movement. At partial vapor pressures below0.45, movement is controlled by adsorption and surface diffu-sion.4X1.1.4 In conditions of incomplete saturation where part ofthe ca

42、pillary system is exposed to the atmosphere and the otherto water, capillary tension is most important in the movementof water from the saturated zone into the unsaturated zone. Inthis test method, capillary tension plays an important role ininitial chloride penetration if the specimen is subjected

43、todrying prior to ponding. However, even if the specimen issaturated when subjected to ponding, exposure of the non-ponded bottom surface to the atmosphere will result in drying.As a consequence, moisture from the interior will be drawn bycapillary tension toward the bottom surface, increasing thefl

44、ow from the sodium-chloride solution pond.X1.1.5 Ionic diffusion is the movement of ions through asolution. In this test method, the driving mechanism forchloride-ion diffusion is the concentration gradient between thesodium-chloride solution pond and the interior of the concrete.Most concrete struc

45、tures have sufficient moisture in the poresystem to allow for the diffusion of dissolved ions even thoughthe internal relative humidity is less than 100 %.3Young, J. F., “A Review of the Pore Structure of Cement Paste and Concreteand its Influence on Permeability,” SP-108, Proceedings, Permeability

46、ofConcrete, D. Whiting, Ed., American Concrete Institute, Detroit, MI, 1988, pp.118.4Hearn, N., Hooton, R. D., and Mills, R. H., “Pore Structure and Permeability,”STP 169C, Significance of Tests and Properties of Concrete and Concrete MakingMaterials, P. Klieger and J. F. Lamond, Eds., American Soci

47、ety for Testing andMaterials, Philadelphia, PA, 1994, pp. 240262.5Philleo, R. E., “Freezing and Thawing Resistance of High-Strength Concrete,”NCHRP Synthesis of Highway Practice 129 , Transportation Research Board,1986, p. 31.6Powers, T. C., Copeland, L. E., and Mann, H. M., “Capillary Continuity orDiscontinuity in Cement Paste,” Journal of the PCA Research And DevelopmentLab, Vol 1, No. 2, 1959, pp. 38-48 (Reprinted as PCA R or through the ASTM website(www.astm.org). Permission rights to photocopy the standard may also be secured from the ASTM website (www.astm.org/COPYRIGHT/).C1543 10a4