ASTM E519 E519M-2010 0000 Standard Test Method for Diagonal Tension (Shear) in Masonry Assemblages《圬工装配件对角张力(剪力)的标准试验方法》.pdf

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1、Designation: E519/E519M 10Standard Test Method forDiagonal Tension (Shear) in Masonry Assemblages1This standard is issued under the fixed designation E519/E519M; the number immediately following the designation indicates the yearof original adoption or, in the case of revision, the year of last revi

2、sion. A number in parentheses indicates the year of last reapproval.A superscript epsilon () indicates an editorial change since the last revision or reapproval.This standard has been approved for use by agencies of the Department of Defense.1. Scope*1.1 This test method covers determination of the

3、diagonaltensile or shear strength of masonry assemblages by loadingthem in compression along one diagonal (see Fig. 1), thuscausing a diagonal tension failure with the specimen splittingapart parallel to the direction of load.1.2 Annex A1 provides requirements regarding the determi-nation of the dia

4、gonal-tension strength of masonry undercombined diagonal-tension and compressive loading.1.3 These test methods cover the application of the testsusing either inch-pound or SI units. The values stated in eitherSI units or inch-pound units are to be regarded separately asstandard. Within the text, th

5、e inch-pound units are shown inbrackets. The values stated in each system may not be exactequivalents; therefore, each system shall be used independentlyof the other. Combining values from the two systems mayresult in nonconformance with the standard.1.4 This standard may involve hazardous materials

6、, opera-tions, and equipment. This standard does not purport toaddress all of the safety problems, if any, associated with itsuse. It is the responsibility of the user of this standard toestablish appropriate safety and health practices and deter-mine the applicability of regulatory limitations prio

7、r to use.2. Referenced Documents2.1 ASTM Standards:2C67 Test Methods for Sampling and Testing Brick andStructural Clay TileC109/C109M Test Method for Compressive Strength ofHydraulic Cement Mortars (Using 2-in. or 50-mm CubeSpecimens)C140 Test Methods for Sampling and Testing ConcreteMasonry Units a

8、nd Related UnitsC1019 Test Method for Sampling and Testing GroutE4 Practices for Force Verification of Testing MachinesE575 Practice for Reporting Data from Structural Tests ofBuilding Constructions, Elements, Connections, and As-semblies3. Significance and Use3.1 This test method was developed to m

9、easure moreaccurately the diagonal tensile (shear) strength of masonry than1This test method is under the jurisdiction of ASTM Committee C15 onManufactured Masonry Units and is the direct responsibility of SubcommitteeC15.04 on Research.Current edition approved June 1, 2010. Published July 2010. Ori

10、ginally approved1974. Last previous edition approved in 2007 as E519 07. DOI: 10.1520/E0519_E0519M-10.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, refer to the standards

11、Document Summary page onthe ASTM website.FIG. 1 Apparatus for Determination of Diagonal Tensile or ShearStrength Masonry Assemblages1*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, U

12、nited States.was possible with other available methods. The specimen sizewas selected as being the smallest that would be reasonablyrepresentative of a full-size masonry assemblage and thatwould permit the use of testing machines such as are used bymany laboratories.NOTE 1As a research test method u

13、sed only for the purpose ofevaluating the effects of variables such as type of masonry unit, mortar,workmanship, etc., a smaller size specimen could be used if the availabletesting equipment will not accommodate a 1.2-m 4-ft square specimen.However, there is a lack of experimental data that would pe

14、rmit anevaluation of the effect of specimen size on the shear strength or to permita correlation between the results of small-scale specimen tests and largerspecimens.4. Apparatus4.1 Testing MachineThe testing machine shall have suf-ficient compressive load capacity and provide the rate ofloading pr

15、escribed in 6.4. It shall be power-operated andcapable of applying the load continuously, rather than inter-mittently, and without shock. It shall conform to the require-ments of the Calculation and Report sections of Practices E4.NOTE 2In order to accommodate a 1.2-m 4-ft square specimenplaced in t

16、he machine so that its diagonal is in a vertical position, themachine should have a clear opening height of at least 2.13 m 7 ft.4.2 Loading ShoesTwo steel loading shoes (see Fig. 2 andFig. 3) shall be used to apply the machine load to the specimen.The length of bearing of the shoe shall be 150 mm 6

17、 in.NOTE 3Experimental work has indicated that the maximum length ofbearing of the shoe should be approximately18 the length of the edge ofthe specimen to avoid excessive bearing stress.5. Test Specimens5.1 SizeThe nominal size of each specimen shall not beless than 1.2 by 1.2 m 4 by 4 ft by the thi

18、ckness of the walltype being tested. The height and length of each specimen shallbe within 6 mm 0.25 in. of each other.5.2 Number of SpecimensTests shall be made on at leastthree like specimens constructed with the same size and type ofmasonry units, mortar, and workmanship.5.3 CuringAfter construct

19、ion, specimens shall not bemoved for at least 7 days. They shall be stored in laboratory airfor not less than 28 days. The laboratory shall be maintained ata temperature of 24 6 8C 75 6 15F with relativehumidities between 25 and 75 %, and shall be free of drafts.5.4 MortarThree 50-mm 2-in. compressi

20、ve strengthcubes shall be molded from a sample of each batch of mortarused to build the specimens and stored under the sameconditions as the specimens with which they are associated.The tests shall be conducted in accordance with Test MethodC109/C109M. The cubes shall be tested on the same day as th

21、especimen.5.5 Masonry UnitsMasonry units shall be sampled andtested in accordance with the following applicable methods:FIG. 2 Loading Shoe (Two Required)NOTE 1Material = cold-rolled steel.NOTE 2Number and spacing of stiffeners will depend upon thethickness (t) of the wall specimen to be tested.Tabl

22、e of Metric EquivalentsMetricUnits, mmInch-PoundUnits, in.MetricUnits, mmInch-PoundUnits, in.A1038 F89312B1312 G114412C1658 H 146 534D2278 I 152 6E 25 1 J 254 10FIG. 3 Dimensions of Loading ShoeE519/E519M 102Test Method C67 for clay brick or tile or Method C140 forconcrete masonry units.5.6 GroutWhe

23、n specified, grout shall be sampled andtested in accordance with Test Method C1019.6. Procedure6.1 Placement of Loading ShoesPosition the upper andlower loading shoes so as to be centered on the upper and lowerbearing surfaces of the testing machine.6.2 Specimen PlacementSeat the specimen in a cente

24、redand plumb position in a bed of gypsum capping material placedin the lower loading shoe. When necessary (see A1.3), fill thespaces between the specimen and the side-confining plates withthe capping material also. Age the caps for at least 2 h beforetesting.6.3 InstrumentationWhen required, measure

25、 the shorten-ing of the vertical diagonal and the lengthening of thehorizontal diagonal under load in one of two ways as follows:6.3.1 By compressometers and extensometers employingeither dial micrometers or linear displacement transducers.Record the gage lengths.6.3.2 By 150-mm 6-in. bonded wire el

26、ectrical resistancestrain gages mounted along the two diagonals as close to theirintersection as possible.6.4 Application of Load:6.4.1 For specimens without instrumentation, apply the loadcontinuously to ultimate. Up to one half of the expectedmaximum load may be applied at any convenient rate, aft

27、erwhich adjust the controls of the machine so that the remainingload is applied at a uniform rate so that the maximum load isreached in not less than 1 nor more than 2 min.6.4.2 For specimens instrumented for measuring deforma-tions or strains, apply the loads in suitable increments at ratescomparab

28、le to 6.4.1. Choose the increments so that at least tendeformation or strain readings will be obtained to determinedefinitely the stress-strain curve. Such readings should beobtained for loads as close to the ultimate load as feasible.When the behavior of the specimen under load indicates that itmig

29、ht fail suddenly and damage the deformation-measuringinstruments, remove the instrumentation and apply the loadcontinuously until the maximum load that can be applied to thespecimen is determined.7. Calculation7.1 Shear StressCalculate the shear stress for specimenson the basis of net area. Calculat

30、e the shear stress of thespecimen as follows:Ss50.707PAn(1)where:Ss= shear stress on net area, MPa psi,P = applied load, N lbf, andAn= net area of the specimen, mm2in.2, calculated asfollows:An5Sw 1 h2Dtn (2)where:w = width of specimen, mm in.,h = height of specimen, mm in.,t = total thickness of sp

31、ecimen, mm in., andn = percent of the gross area of the unit that is solid,expressed as a decimal.NOTE 4The determination of n is applicable to solid units andungrouted hollow units. When test specimens are grouted, additionalanalysis or testing is necessary to determine the net cross-sectional area

32、 ofthe failure plane of the specimens and resulting shear stresses.7.2 Shear StrainWhen required, calculate the shear strainas follows:g5DV 1DHg(3)where:g = shearing strain, or mm/mm in./in.,DV = vertical shortening, mm in.,DH = horizontal extension, mm in., andg = vertical gage length, mm in.NOTE 5

33、DH must be based on the same gage length as for DV.7.3 Modulus of RigidityCalculate the modulus of rigidity(modulus of elasticity in shear) as follows:G 5Ssg(4)where:G = modulus of rigidity, MPa psi.8. Report8.1 The report should be prepared in conformance withPractice E575 and contain at least the

34、following items:8.1.1 Description of the masonry materials used to constructthe specimen and their properties as determined by the appro-priate ASTM standard,8.1.2 Drawings of the masonry unit, the test specimen, andthe details of the specimens construction, including the sizeand location of the rei

35、nforcement materials,8.1.3 Description of quality of workmanship used in build-ing the specimen,8.1.4 Age of specimen when tested,8.1.5 Description of mode of failure, including drawingsshowing cracking pattern,8.1.6 Tabulation of test results, to include specimen identi-fication numbers, maximum lo

36、ads, individual shear stressvalues, average stress value for the three specimens, standarddeviation and coefficient of variation of the test results, and theaverage compressive strengths of the associated mortar cubes,and8.1.7 Stress-strain curve for each specimen, when required.9. Precision and Bia

37、s9.1 No statement is made either on the precision or on thebias for testing the diagonal tension (shear) strength of ma-sonry assemblages due to the variety of materials involved.Sufficient test data for all materials and combinations ofmaterials are not presently available to permit the development

38、of precision and bias statements.E519/E519M 10310. Keywords10.1 compressive strength; diagonal loading; diagonal ten-sile strength; diagonal tension; masonry assemblages; masonryunits; mortar; shear; shear strengthANNEX(Mandatory Information)A1. EDGE LOADINGA1.1 In a building, a wall subjected to a

39、shear or rackingload may also be subjected to axial loads normal to the bedjoints. Such axial loads may result from only the dead load ofthe wall itself or, in the case of loadbearing shear walls, fromthe additional combination of dead and live loads applied byfloor systems bearing on the wall.A1.2

40、Test data resulting from the use of this test method,modified so that a constant and uniform compressive load isapplied normal to the bed joints while the specimen is beingsubjected to a shear load, indicate that such edge loads canincrease the shear resistance significantly. Fig. A1.1 shows themann

41、er in which edge loads normal to the bed joints can beapplied by means of a steel loading frame clamped to thespecimen. The loads are applied by hydraulic jacks.A1.3 Experience has shown that the higher loads requiredto produce a diagonal tensile failure of specimens with suchedge loading will often

42、 result in a premature splitting failuredue to compression at the triangular points of bearing. This canbe avoided by the use of triangular confinement plates clampedor welded to the open ends of the loading shoes (Fig. 2) and thespaces between the plates and faces of the specimen filled withthe cap

43、ping material (6.2). The use of such confinement platesfully restrains the specimens against any premature end split-ting, permitting them to fail ultimately in classical tensilesplitting along the loaded diagonal.FIG. A1.1 Application of Edge Loads by Clamping a Steel Loading Frame to the SpecimenE

44、519/E519M 104SUMMARY OF CHANGESCommittee C15 has identified the location of selected changes to this standard since the last issue (E519 07)that may impact the use of this standard. (Approved June 1, 2010.)(1) Changes were made to 1.3 and throughout the standard topermit the application of these tes

45、t methods using either SI orinch-pound units.(2) Changes were incorporated in 1.1 and 5.1 to permitspecimens larger than 1.2 m by 1.2 m.ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentionedin this standard. Users of this stan

46、dard are expressly advised that determination of the validity of any such patent rights, and the riskof infringement of such rights, are entirely their own responsibility.This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and

47、if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standardsand should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of theresponsible technical committee, w

48、hich 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 Standards, at the address shown below.This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959

49、,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). Permission rights to photocopy the standard may also be secured from the ASTM website (www.astm.org/COPYRIGHT/).E519/E519M 105