1、Designation: D 3967 05Standard Test Method forSplitting Tensile Strength of Intact Rock Core Specimens1This standard is issued under the fixed designation D 3967; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of last rev
2、ision. 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 testing apparatus, specimenpreparation, and testing procedures for determining the split-ting tensil
3、e strength of rock by diametral line compression of adisk.NOTE 1The tensile strength of rock determined by tests other than thestraight pull test is designated as the “indirect” tensile strength and,specifically, the value obtained in Section 9 of this test is termed the“splitting” tensile strength.
4、1.2 The values stated in SI units are to be regarded as thestandard.1.3 All dimension and force measurements, and stresscalculations shall conform to the guidelines for significantdigits and rounding established in Practice D 6026.1.4 This standard does not purport to address all of thesafety concer
5、ns, if any, associated with its use. It is 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 Rock, Soil,
6、 and ContainedFluidsD 3740 Practice for Minimum Requirements for AgenciesEngaged in the Testing and/or Inspection of Soil and Rockas Used in Engineering Design and ConstructionD 6026 Practice for Using Significant Digits in Geotechni-cal DataE4 Practices for Force Verification of Testing MachinesE 6
7、91 Practice for Conducting an Interlaboratory Study toDetermine the Precision of a Test Method3. Terminology3.1 Refer to Terminology D 653 for specific definitions.4. Significance and Use4.1 By definition the tensile strength is obtained by thedirect uniaxial tensile test. But the tensile test is di
8、fficult andexpensive for routine application. The splitting tensile testappears to offer a desirable alternative, because it is muchsimpler and inexpensive. Furthermore, engineers involved inrock mechanics design usually deal with complicated stressfields, including various combinations of compressi
9、ve andtensile stress fields. Under such conditions, the tensile strengthshould be obtained with the presence of compressive stresses tobe representative of the field conditions. The splitting tensilestrength test is one of the simplest tests in which such stressfields occur. Since it is widely used
10、in practice, a uniform testmethod is needed for data to be comparable. A uniform test isalso needed to insure positively that the disk specimens breakdiametrally due to tensile pulling along the loading diameter.NOTE 2Notwithstanding the statements on precision and bias con-tained in this test metho
11、d; the precision of this test method is dependenton the competence of the personnel performing it, and the suitability of theequipment and facilities used. Agencies that meet the criteria of PracticeD 3740 are generally considered capable of competent and objectivetesting. Reliable testing depends o
12、n many factors; Practice D 3740provides a means of evaluating some of these factors.5. Apparatus5.1 Loading Device, to apply and measure axial load on thespecimen, of sufficient capacity to apply the load at a rateconforming to the requirements in 8.3. It shall be verified atsuitable time intervals
13、in accordance with Practices E4andshall comply with the requirements prescribed therein.5.2 Bearing SurfacesThe testing machine shall beequipped with two steel bearing blocks having a Rockwellhardness of not less than 58 HRC (see Note 3).NOTE 3False platens, with bearing faces conforming to the requ
14、ire-ments of this standard, may be used. These shall be oil hardened to morethan 58 HRC, and surface ground. With abrasive rocks these platens tendto roughen after a number of specimens have been tested, and hence needto be surfaced from time to time.1This test method is under the jurisdiction ofAST
15、M Committee D18 on Soil andRock and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics.Current edition approved Aug. 15, 2005. Published September 2005. Originallyapproved in 1981. Last previous edition approved in 2004 as D 3967 95a (2004).2For referenced ASTM standards, visit th
16、e ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandardsvolume 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 B
17、arr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.5.2.1 Flat Bearing BlocksDuring testing the specimencan be placed in direct contact with the machine bearing plates(or false platens, if used) (see Fig. 1). The bearing faces shallnot depart from a plane by more than 0.01
18、25 mm when theplatens are new and shall be maintained within a permissiblevariation of 0.025 mm. The bearing block diameter shall be atleast as great as the specimen thickness.5.2.2 Curved Bearing Blocks, may be used to reduce thecontact stresses. The radius of curvature of the supplementarybearing
19、plates shall be so designed that their arc of contact withthe specimen will in no case exceed 15 or that the width ofcontact is less than D/6, where D is the diameter of thespecimen.NOTE 4Since the equation used in 9.1 for splitting tensile strength isderived based on a line load, the applied load s
20、hall be confined to a verynarrow strip if the splitting tensile strength test is to be valid. But a lineload creates extremely high contact stresses which cause prematurecracking. A wider contact strip can reduce the problems significantly.Investigations show that an arc of contact smaller than 15 c
21、auses no morethan 2 % of error in principal tensile stress while reducing the incidenceof premature cracking greatly.5.2.3 Spherical SeatingOne of the bearing surfacesshould be spherically seated and the other a plain rigid block.The diameter of the spherical seat shall be at least as large asthat o
22、f the test specimen, but shall not exceed twice thediameter of the test specimen. The center of the sphere in thespherical seat shall coincide with the center of the loaded sideof the specimen. The spherical seat shall be lubricated to assurefree movement. The movable portion of the platen shall be
23、heldclosely in the spherical seat, but the design shall be such thatthe bearing face can be rotated and tilted through small anglesin any direction.5.2.4 Rigid SeatingIf a spherical seat is not used, the facesof the bearing blocks shall be parallel to 0.0005 mm/mm of theblock diameter. This criterio
24、n shall be met when the blocks arein the loading device and separated by approximately thediameter of the test specimen.5.3 Bearing Strips 0.01 D thick cardboard cushion, whereD is the specimen diameter; or up to 0.25 in. thick plywoodcushion are recommended to place between the machinebearing surfa
25、ces (or supplementary bearing plates; if used) andthe specimen to reduce high stress concentration.NOTE 5Experiences have indicated that test results using the curvedsupplementary bearing plates and bearing strips, as specified in 5.2.2 and5.3, respectively, do not significantly differ from each oth
26、er, but there maybe some consistent difference from the results of tests in which directcontact between the specimen and the machine platen is used.6. Sampling6.1 The specimen shall be selected from the core to repre-sent a true average of the type of rock under consideration. Thiscan be achieved by
27、 visual observations of mineral constituents,grain sizes and shape, partings, and defects such as pores andfissures.7. Test Specimens7.1 DimensionsThe test specimen shall be a circular diskwith a thickness-to-diameter ratio (t/D) between 0.2 and 0.75.The diameter of the specimen shall be at least 10
28、 times greaterthan the largest mineral grain constituent.Adiameter of 50 mm(1-1516 in.) (NX wireline core) will generally satisfy thiscriterion.NOTE 6When cores smaller than the specified minimum must betested because of the unavailability of material, notation of the fact shallbe made in the test r
29、eport.NOTE 7If the specimen shows apparent anisotropic features such asbedding or schistosity, care shall be exercised in preparing the specimenso that the orientation of the loading diameter relative to anisotropicfeatures can be determined precisely.7.2 Number of SpecimensAt least ten specimens sh
30、all betested to obtain a meaningful average value. If the reproduc-ibility of the test results is good (coefficient of variation lessthan 5 %), a smaller number of specimens is acceptable.7.3 The circumferential surface of the specimen shall besmooth and straight to 0.50 mm (0.020 in.).7.4 Cut the e
31、nds of the specimen parallel to each other andat right angles to the longitudinal axis. The ends of thespecimen shall not deviate from perpendicular to the core axisby more than 0.5. This requirement can be generally met bycutting the specimen with a precision diamond saw.7.5 Determine the diameter
32、of the specimen to the nearest0.25 mm (0.01 in.) by taking the average of at least threemeasurements, one of which shall be along the loadingdiameter.FIG. 1 One Proposed Testing Setup for Splitting Tensile StrengthD39670527.6 Determine the thickness of the specimen to the nearest0.25 mm (0.01 in.) b
33、y taking the average of at least threemeasurements, one of which shall be at the center of the disk.7.7 The moisture conditions of the specimen at the time oftest can have a significant effect upon the indicated strength ofthe rock. The field moisture condition for the specimen shall bepreserved unt
34、il the time of test. On the other hand, there maybe reasons for testing specimens at other moisture contents,including zero, and preconditioning of specimen when mois-ture control is needed. In any case, tailor the moisture contentof the test specimen to the problem at hand and report it inaccordanc
35、e with 10.1.6.8. Procedure8.1 MarkingThe desired vertical orientation of the speci-men shall be indicated by marking a diametral line on each endof the specimen. These lines shall be used in centering thespecimen in the testing machine to ensure proper orientation,and they are also used as the refer
36、ence lines for thickness anddiameter measurements.NOTE 8If the specimen is anisotropic, take care to ensure that themarked lines in each specimen refer to the same orientation.8.2 PositioningPosition the test specimen to ensure thatthe diametral plane of the two lines marked on the ends of thespecim
37、en lines up with the center of thrust of the sphericallyseated bearing surface to within 1.25 mm (0.05 in.).NOTE 9A good line loading can often be attained by rotating thespecimen about its axis until there is no light visible between the specimenand the loading platens. Back lighting helps in makin
38、g this observation.8.3 LoadingApply a continuously increasing compressiveload to produce an approximately constant rate of loading ordeformation such that failure will occur within 1 to 10 min ofloading, which should fall between 0.05 and 0.35 MPa/s (500and 3000 psi/min) of loading rate, depending o
39、n the rock type.NOTE 10Results of tests by several investigators indicate that rates ofloading at this range are reasonably free from rapid loading effects.9. Calculation9.1 The splitting tensile strength of the specimen shall becalculated as follows:st5 2P/pLD (1)and the result shall be expressed t
40、o the appropriate numberof significant figures (usually 3),where:st= splitting tensile strength, MPa (psi),P = maximum applied load indicated by the testing ma-chine, N (or lbf),L = thickness of the specimen, mm (or in.), andD = diameter of the specimen, mm (or in.).10. Report10.1 The report shall i
41、nclude as much of the following aspossible:10.1.1 Sources of the specimen including project name andlocation, and if known, storage environment. The location isfrequently specified in terms of the borehole number and depthof specimen from collar of hole.10.1.2 Physical description of the specimen in
42、cluding rocktype; location and orientation of apparent weakness planes,bedding planes, and schistosity; large inclusions or inhomoge-neities, if any.10.1.3 Dates of sampling and testing.10.1.4 Specimen diameter and length, conformance withdimensional requirements, direction of loading if anisotropye
43、xists. Type of contact between the specimen and the loadingplatens.10.1.5 Rate of loading or deformation rate.10.1.6 General indication of moisture condition of thespecimen at time of test such as as-received, saturated, labo-ratory air dry, or oven dry. It is recommended that the moisturecondition
44、be more precisely determined when possible andreported as either water content or degree of saturation.10.1.7 Splitting tensile strength of each specimen as calcu-lated, average splitting tensile strength of all specimens,standard deviation or coefficient of variation.10.1.8 Type and location of fai
45、lure.Asketch of the fracturedspecimen is recommended.10.1.9 For purposes of comparing calculated values withspecified limits, the calculated values shall be rounded to thenearest decimal given in the specification limits in accordancewith the provisions of Practice D 6026.11. Precision and Bias11.1
46、An interlaboratory study was conducted in which sevenlaboratories each tested five specimens of four different rocks.The specimens were cored by a single laboratory from acommon set of samples and randomly distributed to the testinglaboratories for testing. The study was carried out in accor-dance w
47、ith Practice E 691. Details of the study are given in ISRResearch Report No. PS #D18.12-R01, 1992, and its Adden-dum, 1994. The table below gives the repeatability limit(within a laboratory) and reproducibility limit (between labo-ratories) for the method.11.1.1 The probability is approximately 95 %
48、 that two testresults obtained in the same laboratory on the same materialwill not differ by more than the repeatability limit. Likewise,the probability is approximately 95 % that two test resultsobtained in different laboratories on the same material will notdiffer by more than reproducibility limi
49、t.11.2 The variability of rock and resultant inability to deter-mine a true reference value prevent development of a mean-ingful statement of bias.12. Keywords12.1 compression testing; indirect tensile strength; loadingtests; rock; splitting tensile strength; tension (tensile)properties/testsTABLE 1 Splitting Tensile Strength (MPa)BereaSandstoneSalemLimestoneTennesseeMarbleBarreGraniteAverage Value 3.85 4.92 9.39 13.66Repeatability Limit 1.24 1.56 3.63 4.31Reproducibility Limit 1.37 1.74 5.38 4.98D3967053SUMMARY OF CHANGESIn accordance with Committee D18 policy
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