1、Designation: E519/E519M 15Standard 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.1. Scope*1.1 This test method covers determination of the diagonaltensile or shear strength of masonry assemblages by loadingthem in compre
3、ssion 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 diagonal-tension strength of masonry undercombined diagonal-tension and compressive
4、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, the inch-pound units are shown inbrackets. The values stated in each system may not
5、 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,operations, and equipment. This standard does not purport toaddress all of the s
6、afety 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 prior to use.2. Referenced Documents2.1 ASTM Standards:2C67 Test Methods for Sampling a
7、nd 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 and Related UnitsC1019 Test Method for Sampling and Testing GroutE4 Practices for Fo
8、rce 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 measure moreaccurately the diagonal tensile (shear) strength of masonry thanwas poss
9、ible 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 used only for the purp
10、ose 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 permit anevaluation of
11、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 Machine:4.1.1 The testing machine shall have sufficient compressiveload capacity and provide the rate of loading prescribed in 6.4
12、.The machine shall be power-operated and capable of applyingthe load continuously, rather than intermittently, and withoutshock. The machine shall conform to the requirements of theCalculation and Report sections of Practices E4.4.1.2 Testing machines are permitted to accommodate theapplication of l
13、oad in either a vertical or horizontal orientation.For horizontal test configurations, rigid steel rollers shall beprovided at a spacing no greater than 400 mm 16 in., allowingfor unimpeded movement of test specimen under load in theplane of the direction of loading.NOTE 2In order to accommodate a 1
14、.2-m 4-ft square specimenplaced in the machine so that the specimen diagonal is oriented parallel tothe primary axis of the test machine and loading direction, the machineshould 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
15、be used to apply the machine load to the specimen.The length of bearing of the shoe shall be 150 mm 6 in.1This 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 Dec. 1,
16、2015. Published December 2015. Originallyapproved 1974. Last previous edition approved in 2010 as E519/E519M 10. DOI:10.1520/E0519_E0519M-15.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volu
17、me information, refer to the standards Document Summary page onthe ASTM website.*A Summary of Changes section appears at the end of this standardCopyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States1NOTE 3Experimental work has indicated tha
18、t 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 thickness of the walltype being tested. The heig
19、ht 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 construction, specimens shall not bemoved for at least
20、 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. compressive strengthcubes shall be molded from a sampl
21、e 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 thespecimen.5.5 Masonry UnitsMasonry units shal
22、l be sampled andtested in accordance with the following applicable methods:Test Method C67 for clay brick or tile or Method C140 forconcrete masonry units.5.6 GroutWhen specified, grout shall be sampled andtested in accordance with Test Method C1019.6. Procedure6.1 Placement of Loading ShoesPosition
23、 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 centeredand plumb position in a bed of gypsum capping material placedFIG. 1 Apparatus for Determination of Diagonal Tensile or Shear Stren
24、gth Masonry AssemblagesFIG. 2 Loading Shoe (Two Required)E519/E519M 152in 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,
25、measure the shorten-ing of the diagonal parallel to the direction of applied load andthe lengthening of the diagonal perpendicular to the directionof applied load under load in one of two ways as follows:6.3.1 By compressometers and extensometers employingeither dial micrometers or linear displaceme
26、nt transducers.Record the gage lengths.6.3.2 By 150-mm 6-in. bonded wire electrical 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
27、half of the expectedmaximum load may be applied at any convenient rate, afterwhich 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 deform
28、a-tions or strains, apply the loads in suitable increments at ratescomparable 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
29、 feasible.When the behavior of the specimen under load indicates that itmight 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 Stres
30、sCalculate the shear stress for specimenson the basis of net area. Calculate 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:An5Sw1h2Dtn (2)where:w = width of
31、specimen, mm in.,h = height of specimen, mm in.,t = total thickness of specimen, 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, additionala
32、nalysis or testing is necessary to determine the net cross-sectional area ofthe failure plane of the specimens and resulting shear stresses.7.2 Shear StrainWhen required, calculate the shear strainas follows: 5x1yg(3)where: = shearing strain, or mm/mm in./in.,x = shortening in the direction parallel
33、 to loading, mmin.,y = extension in the direction perpendicular to loading, mmin., andg = gage length in the direction parallel to loading, mmin.NOTE 5y must be based on the same gage length as for x.NOTE 1Material = cold-rolled steel.NOTE 2Number and spacing of stiffeners will depend upon thethickn
34、ess (t) of the wall specimen to be tested.Table 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 1537.3 Modulus of RigidityCalculate the modulus o
35、f rigidity(modulus of elasticity in shear) as follows:G 5Ss(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 following items:8.1.1 Description of the masonry materials used to constructthe specimen and their
36、 properties as determined by the appro-priate ASTM standard,8.1.2 Drawings or photographs of the masonry unit, the testspecimen, and the details of the specimens construction,including the size and location of the reinforcement materials,8.1.3 Documentation by description, photographs, or both,of th
37、e test orientation and method for applying the load,8.1.4 Description of quality of workmanship used in build-ing the specimen,8.1.5 Age of specimen when tested,8.1.6 Description of mode of failure, including drawingsshowing cracking pattern,8.1.7 Tabulation of test results, to include specimen iden
38、ti-fication numbers, maximum loads, 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,and8.1.8 Stress-strain curve for each specimen, whe
39、n required.9. Precision and Bias9.1 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 avai
40、lable to permit the developmentof precision and bias statements.10. 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 wal
41、l subjected to a 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
42、on the wall.A1.2 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. A
43、1.1 shows themanner 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 required toproduce a diagonal tensile failure of specimens with such edgel
44、oading will often result in a premature splitting failure due tocompression at the triangular points of bearing. This can beavoided by the use of triangular confinement plates clamped orwelded to the open ends of the loading shoes (Fig. 2) and thespaces between the plates and faces of the specimen f
45、illed withthe capping material (6.2). The use of such confinement platesfully restrains the specimens against any premature endsplitting, permitting them to fail ultimately in classical tensilesplitting along the loaded diagonal.E519/E519M 154SUMMARY OF CHANGESCommittee C15 has identified the locati
46、on of selected changes to this standard since the last issue (E519 10)that may impact the use of this standard. (December 1, 2015)(1) Revised standard to accommodate horizontal testing con-figuration.ASTM International takes no position respecting the validity of any patent rights asserted in connec
47、tion with any item mentionedin this standard. Users of this standard 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 responsib
48、le technical committee and must be reviewed every five years andif 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 con
49、sideration at a meeting of theresponsible technical committee, which 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,United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the aboveaddre
