ASTM D2940-2003 Standard Specification for Graded Aggregate Material For Bases or Subbases for Highways or Airports《公路或机场底层或次底层用分级集料材料的标准规范》.pdf

《ASTM D2940-2003 Standard Specification for Graded Aggregate Material For Bases or Subbases for Highways or Airports《公路或机场底层或次底层用分级集料材料的标准规范》.pdf》由会员分享，可在线阅读，更多相关《ASTM D2940-2003 Standard Specification for Graded Aggregate Material For Bases or Subbases for Highways or Airports《公路或机场底层或次底层用分级集料材料的标准规范》.pdf（2页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D 2940 03Standard Specification forGraded Aggregate Material For Bases or Subbases forHighways or Airports1This standard is issued under the fixed designation D 2940; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the

2、 year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon (e) indicates an editorial change since the last revision or reapproval.This standard has been approved for use by agencies of the Department of Defense.1. Scope1.1 This specification covers q

3、uality-controlled graded ag-gregates that, when hauled to and properly spread and com-pacted on a prepared grade to appropriate density standards,may be expected to provide adequate stability and load supportfor use as highway or airport bases or subbases.NOTE 1The engineer is cautioned to provide a

4、ppropriate constructionspecifications to ensure compaction to an extent that further densificationfrom traffic loadings on the completed pavement will be insignificant. Themethod suggested is to require compaction on a firm foundation of a shortcontrol strip of the material at a suitable moisture co

5、ntent, by means ofvibratory or other proven effective rollers or tampers, until no furtherincrease in density results. Compaction requirements should ensure that anaverage density of certain appropriate percentages of the control stripmaximum density be achieved on the balance of the job; for base c

6、ourses,98% is suggested as the minimum average requirement.1.2 The values stated in SI units are to be regarded as thestandard. The inch-pound units, shown in parentheses, are forinformation only.1.3 The text of this standard references notes and footnoteswhich provide explanatory material. These no

7、tes and footnotes(excluding those in tables and figures) shall not be consideredas requirements of the standard.2. Referenced Documents2.1 ASTM Standards:C 136 Test Method for Sieve Analysis of Fine and CoarseAggregates2C 702 Practice for Reducing Samples of Aggregate toTesting Size2D 75 Practice fo

8、r Sampling Aggregates3D 422 Test Method for Particle-Size Analysis of Soils4D 2419 Test Method for Sand Equivalent Value of Soils andFine Aggregate3D 4318 Test Method for Liquid Limit, Plastic Limit, andPlasticity Index of Soils4D 4792 Test Method for Potential Expansion of Aggregatesfrom Hydration

9、Reactions3E 11 Specification for Wire Cloth and Sieves for TestingPurposes5E 105 Practice for Probability Sampling of Materials5E 122 Practice for Choice of Sample Size to Estimate theAverage Quality of a Lot or Process53. General Requirements3.1 Coarse aggregate retained on the 4.75-mm (No. 4) siev

10、eshall consist of durable particles of crushed stone, gravel, orslag capable of withstanding the effects of handling, spreading,and compacting without degradation productive of deleteriousfines. Of the particles which are retained on a 9.5-mm (38-in.)sieve, at least 75% shall have two or more fractu

11、red faces.NOTE 2No standard ASTM method is recognized to be capable ofmeasuring the quality, or tendency of coarse aggregate to degrade to theextent that deleterious fines may be produced. Some local jurisdictionshave developed tests believed to be of value in this respect. The purchaserof material

12、under this specification is advised to investigate the availabilityand reliability of such tests in order to specify quality requirementsappropriate to his local area.3.1.1 The fractured particle requirement of 3.1 is modifiedwhen specified in the contract documents, providing for the useof another

13、method for measuring interparticle friction whichhas been correlated with good field performance.3.2 Fine aggregate passing the 4.75-mm (No. 4) sieve shallnormally consist of fines from the operation of crushing thecoarse aggregate. Where available and suitable, addition ofnatural sand or finer mine

14、ral matter, or both, is not prohibited.The fraction of the final mixture that passes the 75-m (No.200) sieve shall not exceed 60 % of the fraction passing the600-m (No. 30) sieve. The fraction passing the 425-m (No.40) sieve shall have a liquid limit no greater than 25 and shallhave a plasticity ind

15、ex no greater than 4. The sand equivalentvalue of the fine aggregate shall be no lower than 35.3.2.1 For material to be used as a subbase at a greater depththan probable frost penetration, the plasticity index and sand1This specification is under the jurisdiction of ASTM Committee D04 on Roadand Pav

16、ing Materials and is the direct responsibility of Subcommittee D04.50 onAggregate Specifications.Current edition approved Feb. 10, 2003. Published May 2003. Originallyapproved in 1971. Last previous edition approved in 1998 as D 2940-98.2Annual Book of ASTM Standards, Vol 04.02.3Annual Book of ASTM

17、Standards, Vol 04.03.4Annual Book of ASTM Standards, Vol 04.08.5Annual Book of ASTM Standards, Vol 14.02.1Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.equivalent requirements are modified to a maximum of 6 anda minimum of 30, respe

18、ctively.3.3 The gradation of the final composite mixture shallconform to an approved job mix formula, within the designrange prescribed by Table 1, subject to the appropriate toler-ances, and to the acceptance criteria described in Section 4.The job mix formula shall be established prior to the begi

19、nningof the work and shall not be changed without the approval ofthe engineer or his authorized representative.NOTE 3The job mix formula should be selected with due consider-ation to the footnotes appended to Table 1. In general a plotted graph ofthe fine aggregate portion should be reasonably paral

20、lel to a plot of thenearest grading limit of the design range.3.4 Aggregates that contain components subject to hydra-tion, such as steel slags, shall be obtained from sourcesapproved by the engineer on the basis of either a satisfactoryperformance record, or of aging or other treatment known toredu

21、ce potential expansion to a satisfactory level, or ofexpansion values not greater than 0.50 % at seven days whentested in accordance with Test Method D 4792.4. Sampling4.1 Sample each unit, or batch selected, to be tested forcompliance with the above requirements in accordance withPractice D 75. A b

22、atch shall be defined as the amount ofmaterial required to fill at least one normal sized haul truck.4.2 Base acceptance decisions upon average results ob-tained on samples from at least three units or batches picked atrandom from each lot. A lot shall be defined as not more than3000 metric tons (ap

23、proximately 3300 tons) or a full daysproduction for delivery to a given project.4.3 In the case of grading, test each sample separately.Average values of all sieve size determinations for a given lotshall comply with the job mix formula within the permissibletolerances shown. Results of individual b

24、atch determinationsshall conform to the job mix formula with the tolerances ofTable 1, and an additional tolerance of 2 percentage points forall sizes other than 75-m (No. 200) sieve; noncomplianceshall necessitate that the entire lot be resampled or rejected.4.4 In case of requirements other than g

25、rading, the samplingfrequency and lot size shall be designated by the specifyingagency. Make at least three determinations to represent a lot.Base acceptance or rejection on the average of all determina-tions for a lot.5. Test Methods5.1 Sample the material and determine the properties enu-merated i

26、n this specification in accordance with the followingmethods:5.1.1 SamplingPractice D 75.NOTE 4Attention is also called to Practices E 105 and E 122.5.1.2 Grain-Size Analysis (Dry Sieving)Method C 136.5.1.3 Grain-Size Analysis (Wet Sieving and Determinationof Subsieve Size Fractions, by Hydrometer A

27、nalysis)TestMethod D 422.5.1.4 Liquid Limit Test Method D 4318.5.1.5 Plastic Limit and Plasticity IndexTest MethodD 4318.5.1.6 Sand Equivalent ValueTest Method D 2419.5.1.7 ExpansionTest Method D 4792 when required forsource approval.6. Keywords6.1 aggregate; base course; subbase; coarse aggregate;

28、fineaggregateASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentionedin this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the riskof infringement of suc

29、h rights, are entirely their own responsibility.This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years andif not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for addit

30、ional standardsand should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of theresponsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you shouldmake your views known to the

31、 ASTM Committee on Standards, at the address shown below.This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959,United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the

32、aboveaddress or at 610-832-9585 (phone), 610-832-9555 (fax), or serviceastm.org (e-mail); or through the ASTM website(www.astm.org).TABLE 1 Grading Requirements for Final MixturesSieve Size (SquareOpenings)Design RangeA(MassPercentages Passing)Job Mix Toler-ances (MassPercentagesPassing)BasesSub-bas

33、esBasesSub-bases50 mm (2 in.) 100 100 2 337.5 mm (112 in.) 95 to 100 90 to 100 65+519.0 mm (34 in.) 70 to 92 . 68 .9.5 mm (38 in.) 50 to 70 . 68 .4.75 mm (No. 4) 35 to 55 30 to 60 68 610600 m (No. 30) 12 to 25 . 65 .75 m (No. 200) 0 to 8B0to12B63 65ASelect the Job Mix Formula with due regard to avai

34、lability of materials andservice requirements of project. Test results outside the design range are notprohibited, provided they are within the job mix tolerances.BDetermine by wet sieving. Where local environmental conditions (temperatureand availability of free moisture) indicate that in order to prevent damage by frostaction it is necessary to have lower percentages passing the 75-m (No. 200)sieve than permitted in Table 1, appropriate lower percentages shall be specified.When specified, the material having a diameter smaller than 20 m shall notexceed 3 mass %.D2940032