ASTM E519-2007 Standard Test Method for Diagonal Tension (Shear) in Masonry Assemblages《砖砌体中的斜拉应力(剪切力)的标准试验方法》.pdf

《ASTM E519-2007 Standard Test Method for Diagonal Tension (Shear) in Masonry Assemblages《砖砌体中的斜拉应力(剪切力)的标准试验方法》.pdf》由会员分享，可在线阅读，更多相关《ASTM E519-2007 Standard Test Method for Diagonal Tension (Shear) in Masonry Assemblages《砖砌体中的斜拉应力(剪切力)的标准试验方法》.pdf（5页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: E 519 07Standard Test Method forDiagonal Tension (Shear) in Masonry Assemblages1This standard is issued under the fixed designation E 519; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of last revision. A nu

2、mber in parentheses indicates the year of last reapproval. Asuperscript epsilon (e) 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 diagonalt

3、ensile or shear strength of 1.2 by 1.2-m (4 by 4-ft) masonryassemblages by loading them in compression along one diago-nal (see Fig. 1), thus causing a diagonal tension failure with thespecimen splitting apart parallel to the direction of load.1.2 Annex A1 provides requirements regarding the determi

4、-nation of the diagonal-tension strength of masonry undercombined diagonal-tension and compressive loading.1.3 The values stated in SI units are to be regarded as thestandard. The values given in parentheses are provided forinformation only.1.4 This standard may involve hazardous materials, opera-ti

5、ons, 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 prior to use.2

6、. Referenced Documents2.1 ASTM Standards:2C67 Test Methods for Sampling and Testing Brick andStructural Clay TileC 109/C 109M Test Method for Compressive Strength ofHydraulic Cement Mortars(Using 2-in. or 50-mm CubeSpecimens)C 140 Test Methods for Sampling and Testing ConcreteMasonry Units and Relat

7、ed UnitsC 1019 Test Method for Sampling and Testing GroutE4 Practices for Force Verification of Testing MachinesE 575 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

8、 moreaccurately the diagonal tensile (shear) strength of masonry thanwas 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 us

9、ed bymany laboratories.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 June 1, 2007. Published July 2007. Originally approved1974. Last previous edition approved

10、 in 2002 as E 519 02.2For 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 Document Summary page onthe ASTM website.FIG. 1 Apparatus for Determination of Di

11、agonal 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, United States.NOTE 1As a research test method used only for the purpose ofevaluati

12、ng 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 the effect o

13、f 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 prescribed in 6.4. It shall be powe

14、r-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 the machine so that its diagonal

15、 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 152 mm (6 in.).NOTE 3Experimental wor

16、k 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 be 1.2 by1.2 m (4 by 4 ft) by the thickness of the wall type being tested.T

17、he 1.2-m dimensions shall be within 6 mm (14 in.) of eachother.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 7 days. Th

18、ey 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 sample of ea

19、ch 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 MethodC 109/C 109M. The cubes shall be tested on the same day asthe specimen.5.5 Masonry UnitsMasonry units shall be

20、sampled andtested in accordance with the following applicable methods:Test Method C67for clay brick or tile or Method C 140 forconcrete masonry units.5.6 GroutWhen specified, grout shall be sampled andtested in accordance with Test Method C 1019.FIG. 2 Loading Shoe (Two Required)NOTE 1Material = col

21、d-rolled steel.NOTE 2Number and spacing of stiffeners will depend upon thethickness (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 Dimens

22、ions of Loading ShoeE5190726. 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 centeredand plumb position in a bed of gypsum capping materia

23、l 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 the shorten-ing of the vertical diagonal and the length

24、ening 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 electrical resistancestrain gages mounted along the two

25、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, afterwhich adjust the controls of the machine so that the

26、 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 ratescomparable to 6.4.1. Choose the increments so that at least te

27、ndeformation 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 itmight fail suddenly and damage the deformation-measuringi

28、nstruments, 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. Calculate the shear stress of thespecimen as follows:Ss50.707P

29、An(1)where:Ss= shear stress on net area, MPa (psi),P = applied load, N (lbf), andAn= net area of the specimen, mm2(in.2), calculated asfollows:An5Sw 1 h2Dtn (2)where:w = width of specimen, mm (in.),h = height of specimen, mm (in.),t = total thickness of specimen, mm (in.), andn = percent of the gros

30、s 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 ofthe failure plane of the specimens and

31、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 5DH must be based on the same gage

32、 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 E 575 and contain at least the following items:8.1.1 Descript

33、ion 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 reinforcement materials,8.1.3 Des

34、cription 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 loads, individual shear stressva

35、lues, 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 Bias9.1 No statement is made eith

36、er 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 developmentof precision and bias statemen

37、ts.10. Keywords10.1 compressive strength; diagonal loading; diagonal ten-sile strength; diagonal tension; masonry assemblages; masonryunits; mortar; shear; shear strengthE519073ANNEX(Mandatory Information)A1. EDGE LOADINGA1.1 In a building, a wall subjected to a shear or rackingload may also be subj

38、ected 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 Test data resulting from the use of t

39、his 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 themanner in which edge loads normal to the

40、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 result in a premature splitting fail

41、uredue 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 capping material (6.2). The use of such

42、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 SpecimenE519074SUMMARY OF CHANGESCommittee C15

43、 has identified the location of selected changes to this standard since the last issue (E 519 02)that may impact the use of this standard. (Approved June 1, 2007.)(1) Note 4 was added to clarify that the calculation of the netarea is applicable to ungrouted specimens.ASTM International takes no posi

44、tion respecting the validity of any patent rights asserted in connection 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 responsibili

45、ty.This standard is subject to revision at any time by the responsible 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 AST

46、M International Headquarters. Your comments will receive careful consideration 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

47、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 aboveaddress or at 610-832-9585 (phone), 610-832-9555 (fax), or serviceastm.org (e-mail); or through the ASTM website(www.astm.org).E519075