ASTM D6243-2009 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 D6243-2009 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 D6243-2009 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（8页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D6243 09Standard Test Method forDetermining the Internal and Interface Shear Resistance ofGeosynthetic Clay Liner by the Direct Shear Method1This standard is issued under the fixed designation D6243; the number immediately following the designation indicates the year oforiginal adoption

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

3、ance 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 fieldconditions

4、.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-me

5、nt.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 establish

6、appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.2. Referenced Documents2.1 ASTM Standards:2D653 Terminology Relating to Soil, Rock, and ContainedFluidsD698 Test Methods for Laboratory Compaction Character-istics of Soil Using Standard

7、Effort (12 400 ft-lbf/ft3(600kN-m/m3)D1557 Test Methods for Laboratory Compaction Charac-teristics of Soil Using Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m3)D2435 Test Methods for One-Dimensional ConsolidationProperties of Soils Using Incremental LoadingD2487 Practice for Classification of Soil

8、s for EngineeringPurposes (Unified Soil Classification System)D3080 Test Method for Direct Shear Test of Soils UnderConsolidated Drained ConditionsD3740 Practice for Minimum Requirements for AgenciesEngaged in Testing and/or Inspection of Soil and Rock asUsed in Engineering Design and ConstructionD4

9、439 Terminology for GeosyntheticsD6072 Practice for Obtaining Samples of GeosyntheticClay Liners3. Terminology3.1 DefinitionsFor definitions of terms relating to soil androck, refer to Terminology D653. For definitions of termrelating to GCLs, refer to Terminology D4439.3.2 Definitions of Terms Spec

10、ific to This Standard:3.2.1 adhesion, ca, nthe shearing resistance between twounlike materials 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 resis

11、tsslippage internal to a body or between two solid bodies at restwith respect to each other 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

12、of friction, na constant proportionalityfactor relating shear to normal stress for a defined failurecondition.1This test method is under the jurisdiction of ASTM Committee D35 onGeosynthetics and is the direct responsibility of Subcommittee D35.04 on Geosyn-thetic Clay Liners.Current edition approve

13、d Nov. 1, 2009. Published January 2010. Originallyapproved in 1998. Last previous edition approved in 2008 as D624308a. DOI:10.1520/D6243-09.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volu

14、me 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.3.2.5 cohesion c, nshear strength of material, or theinterface between two materials, at zero normal stre

15、ss; 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 internal GCL or the interface between a GCL andany other surface, under a constant normal stress specified bythe user, is stressed t

16、o failure by the relative movement of onesurface against the other for interface strength and by internalshear 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

17、at suffi-ciently large displacement that shear stress remains constantwith continued shearing.3.2.9 post-peak 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

18、.1 The shear resistance internal to the GCL or between aGCL and adjacent material, or between any GCL combinationselected 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 i

19、sapplied to the specimen, and a tangential (shear) force isapplied to the apparatus so that one section of the 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 mini

20、mum of three differentnormal stresses, selected by the user, to model appropriate fieldconditions. The peak shear 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

21、straight line through the peak strengthwhose slope is the coefficient of friction for peak strengthbetween the 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.

22、 A straight line fit for shear stresses atsome post-peak displacement is the post-peak interfacestrength between 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,

23、 the post-peak strength is the interfaceresidual strength or the internal residual strength.5. Significance and 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 values

24、for the test conditions examined. The test specimens andconditions, including normal stresses, are generally selected 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 expres

25、sed only in terms ofactual test conditions (see Note 1 and Note 2). The determinedvalue may be a function of the applied normal stress, materialcharacteristics, size of sample, moisture content, drainageconditions, displacement rate, magnitude of displacement, andother parameters.NOTE 1In the case o

26、f acceptance testing requiring the use of soil, theuser must furnish the soil sample, soil parameters, and direct 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 D3740,

27、 especially since the test results maydepend on site-specific and test conditions.5.2.2 This test method measures 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 component

28、s5.2.3 This test method does not distinguish between indi-vidual mechanisms, which may be a function of the soil 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 eff

29、ort should be made to identify, as closely as ispracticable, the sheared area and failure mode of the specimen.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 o

30、n precision between laboratories is in-complete. In cases of dispute, comparative tests to determinewhether a 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

31、 landfills, cutoffs for dams, and other hydraulicbarriers.5.4 While the peak strengths and post-peak strengths 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

32、displacement curve may differ considerably fromone test device to another due to differences in specimenmounting, 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 th

33、at the relative horizontal displacement measured inthis test at peak strength may not match relative horizontaldisplacement 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

34、be applied to the tested interface. Thedevice consists of both a stationary and moving container, eachof which 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 th

35、e movement of the container is only in a directionparallel to that of the applied shear force.D6243 092NOTE 3The position 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 con

36、tainers are recommended.They should have a minimum dimension that is the greater of300 mm (12 in.), 15 times the d35of 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 containershould be at least 50 mm (2 in.

37、) or six times the maximumparticle size of the coarser soil tested, whichever is greater.NOTE 4The minimum container 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 beuse

38、d if it can be shown that data generated by the smaller devices containno bias from scale or edge effects when 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 invol

39、ving soils, competent geotechnical review is recom-mended to evaluate the compatibility of the minimum and smaller 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

40、 accuracy (62%) of normal force is important. Normal force loading devicesinclude, but are not limited to, weights, 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

41、 device must be calibratedto determine the normal force delivered to the shear plane.6.3 Shear Force Loading Device, capable of applying ashearing force to the specimen at a constant rate of horizontaldisplacement. The horizontal force measurement system mustbe calibrated, including provisions to me

42、asure and correct forthe effects of friction and tilting of the loading system. The rateof displacement should 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

43、 shear force. Anelectronic load cell or proving ring arrangement is generallyused. The shear force loading device 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

44、for all tests. (See Note5).NOTE 5The operating range of normal stresses for a device should belimited to between 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

45、 measured results.6.4 Displacement Indicators, for providing continuous read-out of the horizontal shear displacement, and if desired, verticaldisplacement of the specimen during the consolidation or shearphase, or both. Displacement indicators, such as dial indicators,or linear variable differentia

46、l transformers (LVDTs), capable ofmeasuring a displacement of at least 75 mm (3 in.) forhorizontal displacement 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 0.00

47、2mm (0.0001 in.) for measur-ing vertical displacement.6.5 GCL Clamping Devices, required for fixing GCL speci-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

48、box and must keep the GCL specimens flat duringtesting. Gripping surfaces must develop sufficient shear resis-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

49、 material outside the specimen area subjected tonormal stress. Where the internal shear resistance of the GCLis 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 a