ASTM D5607-2002(2006) Standard Test Method for Performing Laboratory Direct Shear Strength Tests of Rock Specimens Under Constant Normal Force《在恒定的常规应力下进行岩石样品的实验室直接剪切强度试验的标准试验方法》.pdf

《ASTM D5607-2002(2006) Standard Test Method for Performing Laboratory Direct Shear Strength Tests of Rock Specimens Under Constant Normal Force《在恒定的常规应力下进行岩石样品的实验室直接剪切强度试验的标准试验方法》.pdf》由会员分享，可在线阅读，更多相关《ASTM D5607-2002(2006) Standard Test Method for Performing Laboratory Direct Shear Strength Tests of Rock Specimens Under Constant Normal Force《在恒定的常规应力下进行岩石样品的实验室直接剪切强度试验的标准试验方法》.pdf（12页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D 5607 02 (Reapproved 2006)Standard Test Method forPerforming Laboratory Direct Shear Strength Tests of RockSpecimens Under Constant Normal Force1This standard is issued under the fixed designation D 5607; the number immediately following the designation indicates the year oforiginal ad

2、option 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. Scope*1.1 This test method establishes requirements and labora-tory procedures

3、 for performing direct shear strength tests onrock specimens. It includes procedures for both intact rockstrength and sliding friction tests which can be performed onspecimens that are homogeneous, or have planes of weakness,including natural or artificial discontinuities. Examples of anartificial d

4、iscontinuity include a rock-concrete interface or a liftline from a concrete pour. Discontinuities may be open,partially or completely healed or filled (that is, clay fillings andgouge). Only one discontinuity per specimen can be tested. Thetest is usually conducted in the undrained state with an ap

5、pliedconstant normal load. However, a clean, open discontinuitymay be free draining, and, therefore, a test on a clean, opendiscontinuity could be considered a drained test. During thetest, shear strength is determined at various applied stressesnormal to the sheared plane and at various shear displ

6、acements.Relationships derived from the test data include shear strengthversus normal stress and shear stress versus shear displacement(shear stiffness).NOTE 1The term “normal force” is used in the title instead of normalstress because of the indefinable area of contact and the minimal relativedispl

7、acement between upper and lower halves of the specimen duringtesting. The actual contact areas during testing change, but the actual totalcontact surface is unmeasurable. Therefore nominal area is used forloading purposes and calculations.NOTE 2Since this test method makes no provision for the measu

8、re-ment of pore pressures, the strength values determined are expressed interms of total stress, uncorrected for pore pressure.1.2 This standard applies to hard rock, soft rock, andconcrete.1.3 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It i

9、s 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 Standards:2D 653 Terminology Relating to Soil, Rock, and ContainedFluidsD 2216 Test Methods f

10、or Laboratory Determination of Wa-ter (Moisture) Content of Soil and Rock by MassD 3740 Practice for Minimum Requirements for AgenciesEngaged in the Testing and/or Inspection of Soil and Rockas Used in Engineering Design and ConstructionE4 Practices for Force Verification of Testing MachinesE 122 Pr

11、actice for Calculating Sample Size to Estimate,With a Specified Tolerable Error, the Average for aCharacteristic of a Lot or Process3. Terminology3.1 For common definitions of terms used in this standard,refer to Terminology D 653.3.2 Definitions of Terms Specific to This Standard:3.2.1 apparent str

12、essnominal stress, that is, external loadper unit area. It is calculated by dividing the externally appliedload by the nominal area.3.2.2 Asperity:3.2.2.1 qualitythe roughness of a surface.3.2.2.2 featurea surface irregularity ranging from sharp orangular to rounded or wavy.3.2.2.3 asperitiesthe col

13、lection of a surfaces irregulari-ties that account for the surfaces roughness.3.2.3 Discontinuity:3.2.3.1 An abrupt change, interruption, or break in theintegrity or physical properties of rock, such as a beddingplane, fracture, cleavage, crack, joint, or fault.3.2.3.2 A gapped discontinuity consist

14、s of opposing rocksurfaces separated by an open or filled space. A tight discon-tinuity consists of opposing rock surfaces in intimate andgenerally continuous contact; it may be valid to treat such adiscontinuity as a single surface.1This test method is under the jurisdiction ofASTM Committee D18 on

15、 Soil andRock and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics.Current edition approved May 1, 2006. Published June 2006. Originallyapproved in 1994. Last previous edition approved in 2002 as D 5607 02.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orc

16、ontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, 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, W

17、est Conshohocken, PA 19428-2959, United States.3.2.3.3 A discontinuitys opposing rock surfaces may beplanar to nonplanar and matching to misfit.3.2.4 intact shear strengththe peak shear resistance (inunits of stress) of an intact rock specimen or of a specimencontaining a completely healed discontin

18、uity.3.2.5 nominal areaarea obtained by measuring or calcu-lating the cross-sectional area of the shear plane. It is calcu-lated after its relevant cross-sectional dimensions are deter-mined.3.2.6 residual shear strengththe shear stress, (see Fig. 1),corresponding to a specific normal stress, for wh

19、ich the shearstress remains essentially constant with increasing shear dis-placement. In most cases, the shear stress after reaching PointA is the residual shear strength.3.2.7 shear stiffnessrepresents the resistance of the speci-men to shear displacements under an applied shear force priorto reach

20、ing the peak shear strength. It is calculated by dividingthe applied apparent shear stress by the resulting shear dis-placement (slope of the curve prior to peak shear strength, Fig.1).3.2.8 sliding friction shear strengththe peak shear resis-tance (in units of stress) of a rock specimen containing

21、an opendiscontinuity.4. Summary of Test Method4.1 While maintaining a constant force normal to thenominal shear plane of the specimen, an increasing externalshear force is applied along the designated shear plane to causeshear displacement. The applied normal and shear forces andthe corresponding no

22、rmal and shear displacements are mea-sured and recorded. These data are the basis for calculating therequired parameters.5. Significance and Use5.1 Determination of shear strength of a rock specimen is animportant aspect in the design of structures such as rock slopes,dam foundations, tunnels, shaft

23、s, waste repositories, cavernsfor storage, and other purposes. Pervasive discontinuities(joints, bedding planes, shear zones, fault zones, schistocity) ina rock mass, and genesis, crystallography, texture, fabric, andother factors can cause the rock mass to behave as ananisotropic and heterogeneous

24、discontinuum. Therefore, theprecise prediction of rock mass behavior is difficult.5.2 For nonplanar joints or discontinuities, shear strength isderived from a combination base material friction and overrid-ing of asperities (dilatancy), shearing or breaking of theasperities, and rotations at or wedg

25、ing of the asperities. Slidingon and shearing of the asperities can occur simultaneously.When the normal force is not sufficient to restrain dilation, theshear mechanism consists of the overriding of the asperities.When the normal load is large enough to completely restraindilation, the shear mechan

26、ism consists of the shearing off of theasperities.5.3 Using this test method to determine the shear strength ofan intact specimen may generate overturning moments whichcould result in an inclined shear break.5.4 Shear strength is influenced by the overburden ornormal pressure; therefore, the larger

27、the overburden pressure,the larger the shear strength.5.5 In some cases, it may be desirable to conduct tests in siturather than in the laboratory to determine the representativeshear strength of the rock mass, particularly when design iscontrolled by discontinuities filled with very weak material.N

28、OTE 3The 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 thecriteria of Practice D 3740 are generally considered capable of competentand objective testing/samplin

29、g/inspection and the like. Users of thisstandard are cautioned that compliance with Practice D 3740 does not initself assure reliable results. Reliable results depend on many factors,Practice D 3740 provides a means of evaluating some of those factors.6. Apparatus6.1 Testing MachineLoading device, t

30、o apply and registernormal and shear forces on the specimens. It must haveadequate capability to apply the shear force at a rate conform-ing to the specified requirements. It shall be verified at suitabletime intervals in accordance with the procedures given inPractices E4, and comply with the requi

31、rements prescribedtherein. The resultant of the shear force passes through thecenter of the intended shear zone or the centroid of the shearplane surface area to minimize adverse moments.NOTE 4There are many different direct shear device designs. Al-though details may vary concerning how to encapsul

32、ate specimens intoshear boxes as well as details for assembling the machine, the determi-nations are usually similar.6.2 Fig. 2 is a schematic of an example shear box, anintegral part of the machine.6.3 Pressure-Maintaining DeviceA hydraulic componentthat will hold a pressure, within specified toler

33、ances, within thehydraulic system.6.4 Specimen Holding RingsAluminum or steel holdingrings (see Fig. 3) with internal dimensions sufficient to accom-modate specimens mounted in an encapsulating medium.6.5 Spacer Plates:6.5.1 Split Spacer PlatesPlastic (or other suitable mate-rial) plates of varying

34、thicknesses for isolating an intactspecimens shear zone from the encapsulating compound (seeFig. 3).6.5.2 Non-split Spacer PlatesPlastic (or other suitablematerial) plates of varying thicknesses that have a circular oroval hole in the center and are used for non-intact specimens.6.6 Displacement Mea

35、suring Device Linear variable dif-ferential transformers (LVDTs) may be used as normal andshear displacement measuring devices. Other devices such asFIG. 1 Generalized Shear Stress and Shear Displacement CurveD 5607 02 (2006)2dial indicators and DCDTs, are satisfactory. Four devices areused to measu

36、re the normal displacement and provide a checkon specimen rotation about an axis parallel to the shear zoneand perpendicular to the shearing direction. Another devicemeasures the shear displacement. These displacement devicesshould have adequate ranges of travel to accommodate thedisplacements, 613

37、mm (60.5 in.). Sensitivities of thesedevices should be 0.025 mm (0.001 in.) for shear displacementand 0.0025 mm (0.0001 in.) for normal displacement. Ensurethat the devices are located away from the loading direction soas not to be damaged in sudden failures.6.7 Data Acquisition EquipmentA computer

38、may be usedto control the test, collect data, and plot results.7. Reagents and Materials7.1 Miscellaneous ItemsCarpenters contour gage formeasuring joint surface roughness, roughness chart (see Fig.43), filler or modelling clay, calipers, spatula, circular clamps,3Barton, N., and Choubey, V., The Sh

39、ear Strength of Rock Joints in Theory andPractice, Rock Mechanics, 10, 1977.FIG. 2 Schematic Test SetupDirect Shear Box with Encapsulated SpecimenNOTE 1Note the split plastic plates for isolating the shear zone.FIG. 3 View Showing Pouring Encapsulating Material AroundUpper Half of SpecimenFIG. 4 Rou

40、ghness Profiles and Corresponding JRC ValuesAssociated With Each One5D 5607 02 (2006)3utility knife, towels, markers, plotting papers, encapsulatingcompound, and camera.8. Test Specimens8.1 Sampling:8.1.1 Intact SpecimenCare should be exercised in coredrilling, handling, and sawing the samples to mi

41、nimize me-chanical damage to test specimens. No liquids other than watershould be in contact with a test specimen.NOTE 5To obtain relevant parameters for the design, construction, ormaintenance of major engineering structures, test specimens should berepresentative of the host properties as nearly a

42、s practicable.8.1.2 Specimen with a Single DiscontinuityRock samplesare collected and shipped using methods that minimize distur-bance of test zones. A specimens dimensions and the locationof a discontinuity to be tested should allow sufficient clearancefor adequate encapsulation. The in situ integr

43、ity of disconti-nuities in a sample is to be maintained from the time ofsampling until the discontinuity is tested. Tape, plastic wrap, orother means may be utilized to preserve the in situ moisturecontent along the test zone. Plastic half rounds, core boxes,freezing, or other methods may be utilize

44、d to bridge thediscontinuities and prevent differential movement from occur-ring along the discontinuity. This is especially important fordiscontinuities containing any soft, or weak material.8.2 Size and ShapeThe height of specimen shall begreater than the thickness of the shear (test) zone and suf

45、ficientto embed the specimen in the holding rings. Specimens mayhave any shape such that the cross-sectional areas can bereadily determined. In most cases the least cross-sectionaldimension of the specimen should be at least 10 times thelargest grain size in the specimen. The test plane should havea

46、 minimum area of 1900 mm2(3 in.2).8.3 StorageSamples should be stored out of the weatherafter they are obtained at the work site (field) in order topreserve their integrity.8.4 Moisture ConditionIf specimens are to be tested nearthe natural moisture condition of the host material, they shouldbe stor

47、ed and transported in moisture-proof containers, orcoated with thin sheets of plastic film and wax.9. Calibration and Standardization9.1 Load Monitoring DevicesThe load monitoring de-vices (such as load cells, proving rings, hydraulic gages)should be calibrated according to Practices E4.9.2 Displace

48、ment Measuring Devices Measuring devicesare to be calibrated at least once a year.10. Procedure10.1 Moisture ConditionIf required, the moisture condi-tion of the shear zone are determined and reported according toTest Method D 2216.10.2 Test Specimen:10.2.1 Measurements:10.2.1.1 Cross-Sectional Area

49、 of Regular GeometricalShapesThe relevant dimensions of the specimen at the shearzone cross section are measured to the nearest 0.025 mm(0.001 in.) using caliper or micrometer. Then, the apparentcross-sectional area of the intact specimen is calculated. Forinclined core the apparent area can be determined by measur-ing the diameter and angle of tip u.10.2.1.2 Cross-Sectional Area of Nongeometrical ShapesThe outline of the cross-sectional area of the specimen or shearplane is traced on paper and the area measured with aplanimeter.10.2.1.3 Join