ASTM D6243-2006 Standard Test Method for Determining the Internal and Interface Shear Resistance of Geosynthetic Clay Liner by the Direct Shear Method《用直接剪切方法测定土工合成粘土衬里内层和界面剪切强度的标准.pdf

《ASTM D6243-2006 Standard Test Method for Determining the Internal and Interface Shear Resistance of Geosynthetic Clay Liner by the Direct Shear Method《用直接剪切方法测定土工合成粘土衬里内层和界面剪切强度的标准.pdf》由会员分享，可在线阅读，更多相关《ASTM D6243-2006 Standard Test Method for Determining the Internal and Interface Shear Resistance of Geosynthetic Clay Liner by the Direct Shear Method《用直接剪切方法测定土工合成粘土衬里内层和界面剪切强度的标准.pdf（7页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D 6243 06Standard Test Method forDetermining the Internal and Interface Shear Resistance ofGeosynthetic Clay Liner by the Direct Shear Method1This standard is issued under the fixed designation D 6243; the number immediately following the designation indicates the year oforiginal adopti

2、on or, in the case of revision, the 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.1. Scope1.1 This test method covers a procedure for determining theinternal shear res

3、istance of a Geosynthetic Clay Liner (GCL) orthe interface shear resistance between the GCL and an adjacentmaterial under a constant rate of displacement or constantstress.1.2 This test method is intended to indicate the performanceof the selected specimen by attempting to model certain fieldconditi

4、ons.1.3 This test method is applicable to all GCLs. Remolded orundisturbed soil samples can be used in the test device.1.4 This test method is not suited for the development ofexact stress-strain relationships within the test specimen due tothe nonuniform distribution of shearing forces and displace

5、-ment.1.5 The values stated in SI units are to be regarded as thestandard. The values given in parentheses are for informationonly.1.6 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It is theresponsibility of the user of this standard to establi

6、sh appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.2. Referenced Documents2.1 ASTM Standards:2D 653 Terminology Relating to Soil, Rock, and ContainedFluidsD 698 Test Methods for Laboratory Compaction Character-istics of Soil Using Stan

7、dard Effort (12,400 ft-lbf/ft3(600kN-m/m3)D 1557 Test Methods for Laboratory Compaction Charac-teristics of Soil Using Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m3)D 2435 Test Methods for One-Dimensional ConsolidationProperties of Soils Using Incremental LoadingD 3080 Test Method for Direct Shea

8、r Test of Soils UnderConsolidated Drained ConditionsD 3740 Practice for Minimum Requirements for AgenciesEngaged in the Testing and/or Inspection of Soil and Rockas Used in Engineering Design and ConstructionD 4439 Terminology for GeosyntheticsD 6072 Guide for Obtaining Samples of Geosynthetic ClayL

9、iners3. Terminology3.1 DefinitionsFor definitions of terms relating to soil androck, refer to Terminology D 653. For definitions of termrelating to GCLs, refer to Terminology D 4439.3.2 Definitions of Terms Specific to This Standard:3.2.1 adhesion, ca, nthe shearing resistance between twounlike mate

10、rials under zero normal stress.3.2.2 angle of friction, n(angle of friction of a material orbetween two materials, ,) the angle whose tangent is the ratiobetween the limiting value of the shear stress that resistsslippage internal to a body or between two solid bodies at restwith respect to each oth

11、er and the normal stress across thecontact surface.3.2.3 atmosphere for testing geosynthetics, nair main-tained at a relative humidity of between 50 and 70 % andtemperature of 21 6 2C (70 6 4F).3.2.4 coeffcient of friction, na constant proportionalityfactor relating shear to normal stress for a defi

12、ned failurecondition.3.2.5 cohesion c, nshear strength of material, or theinterface between two materials, at zero normal stress; thecomponent of the shear strength indicated by the term c,inCoulombs equation t =c+ sntan (f).3.2.6 direct shear friction test, nfor GCLs, a procedure inwhich the intern

13、al GCL or the interface between a GCL andany other surface, under a constant normal stress specified bythe user, is stressed to failure by the relative movement of one1This test method is under the jurisdiction of ASTM Committee D35 onGeosynthetics and is the direct responsibility of Subcommittee D3

14、5.04 on Geosyn-thetic Clay Liners.Current edition approved July 15, 2006. Published October 2006. Originallyapproved in 1998. Last previous edition approved in 1998 as D 624398.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. F

15、or Annual Book of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.1Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.surface against the other for interface strength and by internalshear

16、 for internal strength.3.2.7 GCL, na manufactured hydraulic barrier consistingof clay bonded to a layer, or layers, of geosynthetic materials.3.2.8 residual strength, nvalue of shear stress at suffi-ciently large displacement that shear stress remains constantwith continued shearing.3.2.9 post-peak

17、strength, nvalues of shear stress at somedisplacement beyond the peak shear strength where the shearstress approaches a constant value with continued displace-ment.4. Summary of Test Method4.1 The shear resistance internal to the GCL or between aGCL and adjacent material, or between any GCL combinat

18、ionselected by the user, is determined by placing the GCL and oneor more contact surfaces, such as soil, within a direct shearbox. A constant normal stress representative of field stresses isapplied to the specimen, and a tangential (shear) force isapplied to the apparatus so that one section of the

19、 box movesin relation to the other section. The shear force is recorded asa function of the horizontal displacement of the moving sectionof the shear box.4.2 The test is performed for a minimum of three differentnormal stresses, selected by the user, to model appropriate fieldconditions. The peak sh

20、ear stresses, or shear stresses at somepost-peak displacement, or both, are plotted against the appliednormal stresses used for testing. The test data are generallyrepresented by a best fit straight line through the peak strengthwhose slope is the coefficient of friction for peak strengthbetween the

21、 two materials where the shearing occurred, orwithin the GCL. The y-intercept of the straight line is thecohesion intercept for internal shearing or adhesion interceptfor interface shearing. A straight line fit for shear stresses atsome post-peak displacement is the post-peak interfacestrength betwe

22、en the two materials where the shearing oc-curred, or the post-peak internal strength within the GCL. If thepost-peak shear stresses have reached a constant value less thanthe peak strength, the post-peak strength is the interfaceresidual strength or the internal residual strength.5. Significance an

23、d Use5.1 The procedure described in this test method for the shearresistance for the GCL or the GCL interface is intended as aperformance test to provide the user with a set of design valuesfor the test conditions examined. The test specimens andconditions, including normal stresses, are generally s

24、elected bythe user.5.2 This test method may be used for acceptance testing ofcommercial shipments of GCLs, but caution is advised asoutlined in 5.2.1.5.2.1 The shear resistance can be expressed only in terms ofactual test conditions (see Note 1 and Note 2). The determinedvalue may be a function of t

25、he applied normal stress, materialcharacteristics, size of sample, moisture content, drainageconditions, displacement rate, magnitude of displacement, andother parameters.NOTE 1In the case of acceptance testing requiring the use of soil, theuser must furnish the soil sample, soil parameters, and dir

26、ect shear testparameters.NOTE 2Testing under this test method should be performed bylaboratories qualified in the direct shear testing of soils and meeting therequirements of Practice D 3740, especially since the test results maydepend on site-specific and test conditions.5.2.2 This test method meas

27、ures the total resistance to shearwithin a GCL or between a GCL and adjacent material. Thetotal shear resistance may be a combination of sliding, rollingand interlocking of material components5.2.3 This test method does not distinguish between indi-vidual mechanisms, which may be a function of the s

28、oil andGCL used, method of material placement and hydration,normal and shear stresses applied, means used to hold the GCLin place, rate of horizontal displacement, and other factors.Every effort should be made to identify, as closely as ispracticable, the sheared area and failure mode of the specime

29、n.Care should be taken, including close visual inspection of thespecimen after testing, to ensure that the testing conditions arerepresentative of those being investigated.5.2.4 Information on precision between laboratories is in-complete. In cases of dispute, comparative tests to determinewhether a

30、 statistical bias exists between laboratories may beadvisable.5.3 The test results can be used in the design of GCLapplications, including but not limited to, the design of linersand caps for landfills, cutoffs for dams, and other hydraulicbarriers.5.4 While the peak strengths and post-peak strength

31、s mea-sured by this test are generally reproducible by multiplelaboratories, the displacement at which peak strength andpost-peak strength occurs and the shape of the shear stress-horizontal displacement curve may differ considerably fromone test device to another due to differences in specimenmount

32、ing, gripping surfaces and material preparation. The userof results from this standard is cautioned that results at aspecified displacement may not be reproducible across labora-tories and that the relative horizontal displacement measured inthis test at peak strength may not match relative horizont

33、aldisplacement at peak strength in a field condition.6. Apparatus6.1 Shear DeviceA rigid device to hold the specimensecurely and in such a manner that a uniform shear forcewithout torque can be applied to the tested interface. Thedevice consists of both a stationary and moving container, eachof whic

34、h is capable of containing dry or wet soil and are rigidenough to not distort during shearing of the specimen. Thetraveling container must be placed on firm bearings and rack toensure that the movement of the container is only in a directionparallel to that of the applied shear force.NOTE 3The posit

35、ion of one of the containers should be adjustable inthe normal direction to compensate for vertical deformation of the GCL,soil and adjacent materials.6.1.1 Square or rectangular containers are recommended.They should have a minimum dimension that is the greater of300 mm (12 in.), 15 times the d35of

36、 the coarser soil used in thetest, or a minimum of five times the maximum opening size (inplan) of the geosynthetic tested. The depth of each containerD6243062should be at least 50 mm (2 in.) or six times the maximumparticle size of the coarser soil tested, whichever is greater.NOTE 4The minimum con

37、tainer dimensions given in 6.1.1 are guide-lines based on requirements for testing most combinations of GCLs andadjacent materials. Containers smaller than those specified in 6.1.1 can beused if it can be shown that data generated by the smaller devices containno bias from scale or edge effects when

38、 compared to the minimum sizedevices specified in 6.1.1. The user should conduct comparative testingprior to the acceptance of data produced on smaller devices. For directshear testing involving soils, competent geotechnical review is recom-mended to evaluate the compatibility of the minimum and sma

39、ller directshear devices.6.2 Normal Stress Loading Device, capable of applying andmaintaining a constant uniform normal force on the specimenfor the duration of the test. Careful control and accuracy (62%) of normal force is important. Normal force loading devicesinclude, but are not limited to, wei

40、ghts, pneumatic or hydraulicbellows, or piston-applied stresses. For jacking systems, thetilting of loading plates must be limited to less than 2 from theshear direction during shearing. The device must be calibratedto determine the normal force delivered to the shear plane.6.3 Shear Force Loading D

41、evice, capable of applying ashearing force to the specimen at a constant rate of horizontaldisplacement. The horizontal force measurement system mustbe calibrated, including provisions to measure and correct forthe effects of friction and tilting of the loading system. The rateof displacement should

42、 be controlled to an accuracy of 610 %over a range of at least 6.35 mm/min (0.25 in./min) to 0.025mm/min (0.001 in./min). The system must allow constantmeasurement and readout of the applied shear force. Anelectronic load cell or proving ring arrangement is generallyused. The shear force loading dev

43、ice should be connected tothe test apparatus in such a fashion that the point of the loadapplication to the traveling container is in the plane of theshearing interface and remains the same for all tests. (See Note5).NOTE 5The operating range of normal stresses for a device should belimited to betwe

44、en 10 and 90 % of its calibrated range. If a device is usedoutside this range, the report shall so state and give a discussion of thepotential effect of uncertainties in normal stress on the measured results.6.4 Displacement Indicators, for providing continuous read-out of the horizontal shear displ

45、acement, and if desired, verticaldisplacement of the specimen during the consolidation or shearphase, or both. Displacement indicators, such as dial indicators,or linear variable differential transformers (LVDTs), capable ofmeasuring a displacement of at least 75 mm (3 in.) forhorizontal displacemen

46、t and 25 mm (1 in.) for vertical dis-placement are recommended. The sensitivity of displacementindicators should be at least 0.02 mm (0.001 in.) for measuringhorizontal displacement and 0.002mm (0.0001 in.) for measur-ing vertical displacement.6.5 GCL Clamping Devices, required for fixing GCL speci-

47、mens to the stationary section or container, the travelingcontainer, or both, during shearing of the specimen. Clampsand grips shall not interfere with the shearing surfaces withinthe shear box and must keep the GCL specimens flat duringtesting. Gripping surfaces must develop sufficient shear resis-

48、tance to prevent non-uniform displacement of the GCL andadjacent geosynthetics. Gripping surfaces must develop suffi-cient shear resistance to prevent tensile failure within anygeosynthetics material outside the specimen area subjected tonormal stress. Where the internal shear resistance of the GCLi

49、s to be measured, rough (textured) surfaces must be used onthe top and bottom of the GCL to force internal shearing withinthe GCL. These surfaces must permit flow of water into and outof the test specimen. Work is still in progress to define the besttype of rough surfaces. Selection of the type of rough surfaceshould be based on the following criteria:6.5.1 The gripping surface should be able to mobilize fullythe friction between the gripping surface and the outsidesurfaces of the GCL:The rough surfaces must be able toprevent slip between the GCL and the grippin