ASTM D4219-2002 Standard Test Method for Unconfined Compressive Strength Index of Chemical-Grouted Soils《化学灌浆土壤无侧限抗压强度指数的标准试验方法》.pdf

1、Designation: D 4219 02Standard Test Method forUnconfined Compressive Strength Index of Chemical-Grouted Soils1This standard is issued under the fixed designation D 4219; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of l

2、ast 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. Scope *1.1 This test method covers the determination of the short-term unconfined compressive strength index of chemicallygrout

3、ed soils, using strain-controlled application of test load.1.2 The values stated in inch-pound units are to be regardedas standard.1.3 This standard does not purport to address all of thesafety problems, if any, associated with its use. It is theresponsibility of the user of this standard to establi

4、sh appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.2. Referenced Documents2.1 ASTM Standards:D 422 Test Method for Particle-Size Analysis of Soils2D 653 Terminology Relating to Soil, Rock, and ContainedFluids2D 2166 Test Method for Unc

5、onfined Compressive Strengthof Cohesive Soil2D 3740 Practice for Minimum Requirements for AgenciesEngaged in the Testing and/or Inspection of Soil and Rockas Used in Engineering Design and Construction2D 4320 Test Method for Laboratory Preparation of Chemi-cally Grouted Soil Specimens for Obtaining

6、DesignStrength Parameters2E 4 Practices for Force Verification of Testing Machines33. Terminology3.1 For common definitions of terms used in this testmethod, refer to Terminology D 653.3.2 Definitions of Terms Specific to This Standard:3.2.1 curing conditionsthe environment, particularly tem-peratur

7、e and humidity, and state of confinement at which aspecimen is stored during the time interval between fabricationand testing.3.2.2 unconfined compressive strengththe load per unitarea at which an unconfined cylindrical specimen of soil willfail in a simple compressive test. Failure is defined as th

8、emaximum load attained per unit area, or the load per unit areaat 20 % strain, whichever occurs first.4. Summary of Test Method4.1 A cylindrical specimen of chemically grouted soil issubjected to a (approximate) constant rate of compressivestrain until it fails.5. Significance and Use5.1 The purpose

9、 of this test method is to obtain values forcomparison with other test values to verify uniformity ofmaterials or the effects of controllable variables, in grout-soilcompositions.5.2 This test method is similar, in principle, to Test MethodD 2166, but is not intended for determination of strengthpar

10、ameters to be used in design. Such values are more properlyobtained from long-term triaxial tests.NOTE 1The quality of the result produced by this standard isdependent on the competence of the personnel performing it, and thesuitability of the equipment and facilities used. Agencies that meet thecri

11、teria of Practice D 3740 are generally considered capable of competentand objective testing/sampling/inspection/etc. Users of this standard arecautioned that compliance with Practice D 3740 does not in itself assurereliable results. Reliable results depend on many factors; Practice D 3740provides a

12、means of evaluating some of those factors.6. Apparatus6.1 Compression DeviceThe compression testing ma-chine may be of any type having sufficient capacity and controlto provide the rate of loading prescribed in 8.4. It shall conformto the requirements of Section 15 of Practices E 4.6.1.1 Bearing Sur

13、facesThe testing machine shall beequipped with two steel bearing blocks having a Rockwellhardness of not less than 55 HRC. One of the blocks shall bespherically seated and normally will bear on the upper surfaceof the specimen. The other bearing block may be either a plainrigid block or spherically

14、seated block on which the specimenwill rest. The bearing faces shall not depart from a plane bymore than 0.0004 in. (0.010 mm) when the blocks are new, andshall be maintained within a permissible variation of 0.001 in.(0.02 mm). The center of the sphere for the spherically seated1This method is unde

15、r the jurisdiction of ASTM Committee D18 on Soil andRock and is the direct responsibility of Subcommittee D18.15 on Stabilization WithAdmixtures.Current edition approved Nov. 10, 2002. Published January 2003. Originallypublished as D 4219 83. Originally approved in 1993 . Last previous editionapprov

16、ed in 1993 as D 4219 93a.2Annual Book of ASTM Standards, Vol 04.08.3Annual Book of ASTM Standards, Vol 03.01.1*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.block shal

17、l coincide with the center of the bearing face of thespecimen. The movable portion of the bearing block shall beheld closely in the spherical seat, but the design shall be suchthat the bearing face can be rotated and tilted through smallangles in any direction.6.1.2 Deformation Indicator, shall be a

18、 dial indicator gradu-ated to 0.001 in. (0.02 mm) and having a travel range of at least20 % of the length of the test specimen.6.1.2.1 For true strain measurements, particularly on stiffspecimens, the dial indicator attachment must be made so thataverage axial strain is measured. This eliminates the

19、 possibilityof negative readings due to tilting of the load platens.6.1.3 DynamometerThe load-measuring devices shall becapable of measuring unit load to within 0.01 ton/ft2(0.15 psi)(1 kPa) for specimens with an unconfined compressive strengthof less than 1 ton/ft2(15 psi) (100 kPa), and for strong

20、ersamples, the devices shall be capable of measuring unit load tothe nearest 0.05 ton/ft2(0.75 psi) (5 kPa).7. Preparation of Test Specimens7.1 Specimen SizeThe test specimens shall have a length-to-diameter ratio between 2 and 3, preferably 2.5. Samplediameter shall be greater than 10 times the max

21、imum specimenparticle size, and not less than 1.4 in. (35 mm). For proceduresrelating to particle-size analysis, see Method D 422. Testspecimens shall be right circular cylinders. (When new testdata are only for comparison with existing data from non-standard samples, sample dimensions conforming to

22、 thosepreviously used are acceptable.)7.2 Specimen FabricationLaboratory specimens shallpreferably be made by pumping catalysed grout solutionthrough the soil matrix utilizing procedures in Test MethodD 4320. Specimens may also be made by pouring the soilmatrix into a catalysed grout solution, or by

23、 adding catalysedgrout to a container of soil matrix. If the latter two proceduresdo not produce uniform samples at the desired density, thepumping method must be used. (When new test data are onlyfor comparison with existing data from non-standard prepara-tion methods, the methods previously used a

24、re acceptable.)7.3 Curing ConditionsSpecimens should be cured undermoisture conditions approaching those in-situ. When in-situconditions are not known, specimens should be cured in thecontainers in which they were made, stored under conditionswhich prevent moisture loss or volume change of the speci

25、-men. Permissible exceptions are for tests run to evaluatewet-dry and freeze-thaw cycles.NOTE 2Strength increases with time for many grout formulations.7.4 End ConditionsThe ends of specimens to be testedshall be smooth, perpendicular to the longitudinal axis, and ofthe same diameter as the specimen

26、. Capping materials such asPlaster of Paris or neat cement, which do not change the groutcharacteristics at the contact zone, may be used to improve endconditions.NOTE 3Tensile failure (vertical cracking through the specimen ends)should be avoided by the use of capping materials.8. Procedure8.1 Meas

27、ure the specimen length and diameter to the nearest0.01 in. (0.2 mm) at several places to obtain average values.8.2 Check the ability of the spherical seat to rotate freely inits socket(s) before each test.8.3 Clean the bearing faces of the upper and lower bearingblocks and of the test specimen and

28、place the test specimen onthe lower bearing block. Carefully align the axis of thespecimen with the center of thrust of the spherically seatedblock(s). Adjust the movable portion of the spherically seatedblock so that uniform seating is obtained.8.4 Apply the load continuously and without shock topr

29、oduce an approximate constant rate of load or deformation.In no case shall failure occur in less than 2 min, nor shallmaximum strain rate exceed 1 %/min.NOTE 4Stiffer materials require slower strain rates.9. Calculation9.1 Calculate the unconfined compressive strength of thespecimen by dividing the

30、maximum load carried by thespecimen during the test by the initial cross-sectional area. Thearea may alternatively be calculated from dimensions obtainedby direct measurement when the diameter can be measured.10. Report10.1 The following data shall be included in the report:10.1.1 Specimen identific

31、ation, classification, and otherphysical data that may be pertinent,10.1.2 Specimen physical dimensions prior to testing,10.1.3 Chemical grout composition and gel time,10.1.4 Method of specimen preparation,10.1.5 Details of curing conditions and age at time of test,and10.1.6 Unconfined compressive s

32、trength.11. Precision and Bias11.1 PrecisionData are being evaluated to determine theprecision of this test method. In addition, SubcommitteeD18.15 is seeking pertinent data from users of this test method.11.2 BiasThere is no accepted reference value for this testmethod, therefore, bias cannot be de

33、termined.12. Keywords12.1 chemical grout; chemical grouted soil; grouting; speci-men fabrication; strength; unconfined compressive strengthD4219022SUMMARY OF CHANGESIn accordance with Committee D18 policy, this section identifies the location of changes to this standard sincethe last edition (1993)

34、that may impact the use of this standard.(1) Added Terminology D 653 to Referenced Documents andupdated standard titles.(2) Added reference to Terminology D 653 in TerminologySection and renumbered subsequent sections.(3) Removed the term “chemical grout” from TerminologySection since it can be foun

35、d in Terminology D 653.(4) Changed the Subcommittee assignment in footnote 1 andSection 11.1 to D18.15.(5) Added Note 1 for the Practice D 3740 statement.(6) To comply with BOCA, changed previous Note 1 to Section6.1.2.1 as it contains mandatory language.(7) Added Summary of Changes section.ASTM Int

36、ernational 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 such rights, are entirel

37、y 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 additional standardsand sh

38、ould 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 ASTM Committee on St

39、andards, 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 aboveaddress or at 610-832-9585 (phone), 610-832-9555 (fax), or serviceastm.org (e-mail); or through the ASTM website(www.astm.org).D4219023