ASTM E455-2011 8750 Standard Method for Static Load Testing of Framed Floor or Roof Diaphragm Constructions for Buildings《建筑物用框架式地板或屋顶隔膜结构的静负荷试验的标准方法》.pdf

《ASTM E455-2011 8750 Standard Method for Static Load Testing of Framed Floor or Roof Diaphragm Constructions for Buildings《建筑物用框架式地板或屋顶隔膜结构的静负荷试验的标准方法》.pdf》由会员分享，可在线阅读，更多相关《ASTM E455-2011 8750 Standard Method for Static Load Testing of Framed Floor or Roof Diaphragm Constructions for Buildings《建筑物用框架式地板或屋顶隔膜结构的静负荷试验的标准方法》.pdf（6页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: E455 11Standard Test Method forStatic Load Testing of Framed Floor or Roof DiaphragmConstructions for Buildings1This standard is issued under the fixed designation E455; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision,

2、the year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript 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. Scope1.1 This test method covers p

3、rocedures designed (1)toevaluate the static shear capacity of a typical segment of aframed diaphragm under simulated loading conditions, and (2)to provide a determination of the stiffness of the constructionand its connections. A diaphragm construction is an assemblyof materials designed to transmit

4、 shear forces in the plane ofthe construction.1.2 No effort has been made to specify the test apparatus, asthere are a number that can be used as long as the needs of thetesting agency are met. If round-robin testing is to be con-ducted, test apparatus and testing procedures shall be mutuallyagreed

5、upon in advance by the participants.1.3 The text of this standard contains notes and footnotesthat provide explanatory information and are not requirementsof the standard. Notes and footnotes in tables and figures arerequirements of this standard.1.4 The values stated in inch-pound units are to be r

6、egardedas standard. The values given in parentheses are mathematicalconversions to SI units that are provided for information onlyand are not considered standard.1.5 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It is theresponsibility of the u

7、ser of this standard to establish appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use. For specificprecautionary statements, see Section 6.2. Referenced Documents2.1 ASTM Standards:2E575 Practice for Reporting Data from Structural Tests of

8、Building Constructions, Elements, Connections, and As-sembliesE631 Terminology of Building Constructions3. Terminology3.1 For definitions of terms used in this standard, refer toTerminology E631.3.2 Definitions of Terms Specific to This Standard:3.2.1 diaphragmhorizontal or sloped system acting totr

9、ansmit lateral forces to the vertical resisting elements.3.2.1.1 DiscussionAdiaphragm is analogous to a horizon-tal deep beam with interconnected membrane elements such aspanels, sheathing, or cladding acting as the deep beam web,intermediate elements such as joists acting as web stiffeners,and peri

10、meter boundary elements such as girders acting as deepbeam chords.3.3 Symbols Specific to This Standard:E = modulus of elasticity of flange or web mate-rial, depending upon which material is heldconstant in a transformed section analysis, psi(or MPa).G = shear modulus of the web material, psi (orMPa

11、).G8 = shear stiffness of the diaphragm obtainedfrom test (includes shear deformation factorfor the connection system), lbf/in. (or N/mm).I = moment of inertia of the transformed sectionof the diaphragm based on webs or flanges,in.4(or mm4).L = total span of a simply supported diaphragm,in. (or mm).

12、P = concentrated load, lbf (or N).Pmax= maximum jack load applied to test frame, lbf(or N).Ru= maximum diaphragm reaction, lbf (or N).Su= ultimate shear strength of the diaphragm,lbf/ft (or N/m).a = span length of cantilever diaphragm, in. (ormm).1This test method is under the jurisdiction of ASTM C

13、ommittee E06 onPerformance of Buildings and is the direct responsibility of Subcommittee E06.11on Horizontal and Vertical Structures/Structural Performance of Completed Struc-tures.Current edition approved April 15, 2011. Published May 2011. Originallyapproved in 1976. Last previous edition approved

14、 in 2010 as E455 10. DOI:10.1520/E0455-11.2For 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.1Copyright ASTM Int

15、ernational, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.b = depth of diaphragm, in. (or mm).t = thickness of web material, in. (or mm).w = uniform load, lbf/in. (or N/mm).Db= bending deflection of diaphragm, in. (or mm).Dk= empirical expression for that portio

16、n of thediaphragm deflection contributed by the sheardeformation of the connection system, in. (ormm).Ds= pure shear deformation of diaphragm, in. (ormm).Ds8 = apparent total shear deformation of the dia-phragm based on test (see 10.1.2.2), in. (ormm). This factor includes both the pure sheardeforma

17、tion and that contributed by distortionof the connection system.Dt= total deflection of diaphragm, in. (or mm).D1,2,_= deformation measured at Point 1,2,_,in.(or mm).4. Summary of Test Method4.1 The general purpose of this test method is to evaluatethe shear forces that can be carried by the web of

18、a framed flooror roof diaphragm assembly by testing a simulation of theconstruction. The test method outlines basic procedures for thestatic load testing of these constructions using simple beam orcantilever-type test specimens. Suggested specimen and testsetup details are provided, along with loadi

19、ng procedures,instrumentation, and evaluation methods.4.2 Construction:4.2.1 Diaphragm Performance AssumptionsThese dia-phragm assemblies, assumed to act as deep beams, spanbetween shear walls, moment frame bents, or other construc-tions that furnish the end or intermediate reactions to thesystem. T

20、he chord members of the assembly perpendicular tothe line of applied load act as the flanges of the deep beam, andthe plate or panel elements act as the web of the deep beam,and the framing members act as web stiffeners. A schematicdrawing of a simple span diaphragm is shown in Fig. 1.4.2.2 Connecti

21、onsThe performance of the diaphragm isinfluenced by the type and spacing of the plate or panel elementattachments, framing connections, and perimeter anchorage atintermediate and perimeter supports. It is necessary to ensurethat the type of connection system used and its application asnearly as poss

22、ible duplicate the system intended for use in theprototype construction.4.3 DeformationsThe in-plane diaphragm deformation(s)shall be recorded. The total in-plane deformation ofa dia-phragm consists of bending and shear deformation plus anyadditional deformation caused by distortion of the diaphragm

23、web to support connection system. Table 1 contains someuseful deformation equations.5. Significance and Use5.1 Framed floor and roof systems are tested by this testmethod for static shear capacity. This test method will helpdetermine structural diaphragm properties needed for designpurposes.6. Appar

24、atus6.1 Test Assembly:6.1.1 GeneralThe diaphragm test assembly consists of aframe or framing system on which the elements comprising theweb of the diaphragm are placed. The elements are fastened tothe frame in a manner equivalent to their attachment in thefield. The assembly may be tested horizontal

25、ly or vertically.Either a cantilever or a simple span diaphragm assembly maybe used, with concentrated or distributed loading.6.1.2 Frame RequirementsThe frame is a part of the testassembly and shall consist of members of the same or similarmaterials as those intended for use in the prototype constr

26、uc-tion. The test frame members shall be of equal or less strengththan those intended for use in the prototype construction. If theFIG. 1 Schematic of Simple Span DiaphragmE455 112test objective is to force failure to occur elsewhere in theassembly, make the test frame members stronger and note them

27、odification in the test report. The frame shall be calibrated toestablish its load-deformation characteristics before attachingthe diaphragm elements. If the frame has a stiffness equal to orless than 2 % of the total diaphragm assembly, no adjustmentof test results for frame resistance need be made

28、. However, ifthe frame stiffness is greater than 2 % of the total assembly, thetest results shall be adjusted to compensate for frame resis-tance.6.1.2.1 Cantilever Frame (see Fig. 2)A pinned framereaction at corner (C) shall be provided to transfer thehorizontal force (P) through the diaphragm into

29、 the supportsystem. The pin shall be located as close as possible to thediaphragm-to-frame contact plane to minimize warping of thediaphragm surface. A vertical reaction roller or rollers shall beprovided in the diaphragm plane at corner (H). The frame shallbe laterally supported at adjacent corners

30、 (D) and (E) on rollersand at other locations as necessary to prevent displacement ofthe diaphragm from the plane of testing, but not to restrictin-plane displacements.6.1.2.2 Simple Span Frame (see Fig. 3)In-plane reactionsshall be provided at points (E) and (H) as shown to resist theapplied test l

31、oad or loads. The frame shall be supported withrollers at points (C), (D), (E), and (H), and under each loadingpoint. Hold-downs with rollers shall be provided to preventdisplacement of the specimen from the plane of testing but notto restrict in-plane displacements. The diaphragm can also besupport

32、ed by tension reactions at points (C) and (D) instead ofreactions shown at points (E) and (H)inFig. 3.6.1.3 Diaphragm Size:6.1.3.1 Cantilever DiaphragmThe diaphragm shall betested on a span length a, as shown in Fig. 2, equal to or greaterthan the typical support spacing likely to be used in theTABL

33、E 1 Useful Deflection EquationsNOTEOther equations may be applicable depending on the number of load points used.Type of Beam Loading ConditionMaximum DeflectionsADbDsDs8Simple beam uniform load 5wL4/384EI wL2/8Gbt wL2/8G8bSimple beam third-point loadB23PL3/648EI PL/3Gbt PL/3G8bCantilever beam unifo

34、rm load wa4/8EI wa2/2Gbt wa2/2G8bCantilever beam concentrated load at free end Pa3/3EI Pa/Gbt Pa/G8bAAt midspan of simple beam and free end of cantilever beam. Make appropriate adjustment in units as required for compatibility when SI units are used.BFor bending deflection at the load points under a

35、 third-point load, use the following equation:Db at L/3!5 5PL3/162EI!NOTE 1s Dial gage or other deflection measuring device.NOTE 2Lateral restraint devices are not shown, and should not restrict movement in the plane of the diaphragm.FIG. 2 Plan of a Cantilever Beam Diaphragm Test with a Concentrate

36、d LoadE455 113building. The test assembly shall not be less than 8 ft (2.4 m)in either length or width; nor shall it contain less than fourelements if the diaphragm consists of individual elements. Thediaphragm shall contain typical end and side joints for theelements.NOTE 1When the web of the diaph

37、ragm is made of individualelements, they might not be equally effective for the same span length iflaid perpendicular or parallel to the load direction.6.1.3.2 Simple Beam DiaphragmThe diaphragm lengthand depth shall be as shown in Fig. 3, where the dimensions aand b have the same connotation as abo

38、ve with a minimumdimension in either case of 8 ft (2.4 m). The diaphragm shallcontain typical end and side joints for the elements.7. Safety Precautions7.1 Tests of this type can be dangerous. Equipment andfacilities must be designed with ample safety factors to ensurethat it is the specimen that fa

39、ils and not the test apparatus orfacilities. Observers and sensitive instrumentation must be keptaway from diaphragms when loading to failure or in a loadrange where performance is unknown.8. Number of Tests8.1 A minimum of two specimens shall be tested to deter-mine the value of a given constructio

40、n. If the plan of thediaphragm is unsymmetrical, the second test shall be run withthe specimen orientation reversed with respect to the loadapplication used on the first specimen. If the tested strengths donot agree within 10 % of the lower value, a third specimenshall be tested with this specimen o

41、riented in the same manneras the weaker of the two previous tests. A mean value iscomputed from the lowest two values of the three tests.8.2 Duplicate tests may be waived when a series of tests arebeing made to simulate a range of variables.9. Procedure9.1 Determination of Frame StiffnessDetermine t

42、he framestiffness without the application of the web elements. Load theframe in a manner similar to that intended for the completeddiaphragm. If the frame is a “standard” frame, determine thestiffness of the frame. If calculations show that the framestiffness is less than 2 % of the total diaphragm

43、assembly, aseparate frame test is not required.9.2 Loading Procedure for Complete DiaphragmApplythe loads to the diaphragm in a manner duplicating, as far aspractical, the in-service loading conditions.NOTE 2Out-of-plane movement of the test shall be minimized. Anysuitable means that do not restrict

44、 in-plane movement of the diaphragmare acceptable. Possible ways are to apply the load as close as practical tothe shear center of the test assembly; along the loaded framing member,apply a vertical load to the end of the framing member at the opposite endfrom the load application, or apply a restra

45、ining device (such as wheel orNOTE 1s Dial gage or other deflection measuring device.NOTE 2Lateral restraint devices are not shown, and should not restrict movement in the plane of the diaphragm.FIG. 3 Plan of a Simple Beam Diaphragm Test with Third-Point LoadingE455 114roller) to the frame. Any mea

46、ns used to restrain the vertical movementshall also be used when testing the bare frame.Choose the rate of load such that Pmaxor Rmaxwill bereached in not less than 10 min. Take at least ten sets ofuniformly spaced deformation readings prior to failure toestablish the load-deformation curve. The rat

47、e of load applica-tion shall permit load and deformation readings to be recorded.Apply loads by hydraulic jacks that have been previouslycalibrated, or by other suitable types of loading apparatus. Takeaccount of the weight of the specimen and loading apparatus ifit is anticipated that the weights w

48、ill affect the results. Measuredeformations with dial gages or other suitable devices toestablish an adequate load-deformation curve. Measure defor-mations to the nearest 0.01 in. (0.2 mm). Load-measuringdevices shall be accurate to within 62 %. At load levels suchas approximately one third and two

49、thirds of the estimatedultimate load, the load may be removed and the recovery of thediaphragm recorded after 5 min. Maintain a record of the totallength of time the diaphragm is under load.10. Calculation10.1 Base evaluation on the mean values resulting fromtests of identical specimens in accordance with the provisionsof Section 6. The following information is obtained from thesetests:10.1.1 Ultimate Shear StrengthCalculate the ultimateshear strength, Su, as follows:Su, lbf/ft 512 Rubor (1)Su, N/m 51000 Rub(2)where Ruis the maximum reaction at failu