1、Designation: E455 16Standard 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.1. Scope1.1 This test method covers procedures designed (1)toevaluate the static shear capacity of a typical segment o
3、f 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 shear forces in the plane ofthe construction.1.2 No effort has been made to spec
4、ify 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 beconducted, test apparatus and testing procedures shall bemutually agreed upon in advance by the participants.1.3 The text of this standard contains notes an
5、d 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 regardedas standard. The values given in parentheses are mathematicalconversions to
6、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 user of this standard to establish appro-priate safety and health practices and dete
7、rmine 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 ofBuilding Constructions, Elements, Connections, and As-sembliesE631 Terminology of B
8、uilding 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 deflectionin-plane deformation (distortion) of a dia-phragm due to bending and shear excluding translationaldisplacement due to mov
9、ement of supports.3.2.2 diaphragmhorizontal or sloped system acting totransmit lateral forces to the vertical resisting elements.3.2.2.1 DiscussionAdiaphragm is analogous to a horizon-tal deep beam with interconnected membrane elements such aspanels, sheathing, or cladding acting as the deep beam we
10、b,intermediate elements such as joists acting as web stiffeners,and perimeter boundary elements such as girders acting as deepbeam chords.3.2.3 displacementthe distance between the initial and thefinal position of a point on the diaphragm in a given direction.3.3 Symbols Specific to This Standard:E
11、= modulus of elasticity of flange or web material,depending upon which material is held constant ina transformed section analysis, psi (or MPa).G = shear modulus of the web material, psi (or MPa).G = apparent shear stiffness of the diaphragm, which isderived from the apparent shear deflection of the
12、diaphragm, lbf/in. (or N/mm).I = moment of inertia of the transformed section of thediaphragm based on webs or flanges, in.4(ormm4).L = total span of diaphragm, in. (or mm).P = concentrated load, lbf (or N).Pmax= maximum jack load applied to test frame, lbf (orN).Ru= maximum diaphragm reaction, lbf
13、(or N).Su= ultimate shear strength of the diaphragm, lbf/ft (orN/m).1This test method is under the jurisdiction of ASTM Committee E06 onPerformance of Buildings and is the direct responsibility of Subcommittee E06.11on Horizontal and Vertical Structures/Structural Performance of Completed Struc-ture
14、s.Current edition approved April 1, 2016. Published May 2016. Originallyapproved in 1976. Last previous edition approved in 2011 as E455 11. DOI:10.1520/E0455-16.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book
15、of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States1b = depth of diaphragm parallel to applied loads, in.(or mm).t = thickness of web mat
16、erial, in. (or mm).w = uniform load, lbf/in. (or N/mm).b= portion of the diaphragm deflection attributed tobending, in. (or mm).k= portion of the diaphragm deflection attributed todeformation of the diaphragm fasteners andconnections, in. (or mm).s= portion of the diaphragm deflection attributed tos
17、hear deflection of the diaphragm web, in. (ormm).s = apparent shear deflection of the diaphragm (see10.1.2.2), which includes the deflection due toshear deflection of the diaphragm web and defor-mation of the diaphragm fasteners andconnections, in. (or mm).t= total deflection of diaphragm, in. (or m
18、m).i,_= displacement measured at Point i (i = 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 a framed flooror roof diaphragm assembly by testing a simulation of theconstruction. The test me
19、thod 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 loading procedures,instrumentation, and evaluation methods.4.2 Construction:4.2.1 Diaphragm Performan
20、ce 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. The chord members of the assembly perpendicular tothe line of applied load act as the flanges of
21、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 ConnectionsThe performance of the diaphragm isinfluenced by the type and spacing of the plate or panel e
22、lementattachments, 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 possible duplicate the system intended for use in theprototype construction.4.3 DisplacementsTo calc
23、ulate deflections, the in-planediaphragm displacement(s) shall be recorded. The total deflec-tion of a diaphragm consists of bending deflection, sheardeflection of the diaphragm web, and any additional deflectionattributed to deformation of the diaphragm fasteners andconnections. Table 1 contains so
24、me useful deflection 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. Apparatus6.1 Test Assembly:6.1.1 GeneralThe diaphragm test
25、 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 horizontally or vertically.Either a cantilever or a simple span
26、 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 similarFIG. 1 Schematic of Simple Span DiaphragmE455 162materials as those intended for use in the prototype construc-t
27、ion. The test frame members shall be of equal or less strengththan those intended for use in the prototype construction. If thetest objective is to force failure to occur elsewhere in theassembly, make the test frame members stronger and note themodification in the test report. The frame shall be ca
28、librated toestablish its load-deflection characteristics before attaching thediaphragm elements. If the frame has a stiffness equal to or lessthan 2 % of the total diaphragm assembly, no adjustment of testresults for frame resistance need be made. However, if theframe stiffness is greater than 2 % o
29、f the total assembly, the testresults shall be adjusted to compensate for frame resistance.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 the supportsystem. The pin shall be located as close a
30、s 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 (D) and (E) on rollersand at other locations as necess
31、ary 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 load or loads. The frame shall be supported withTABLE 1
32、Useful Deflection EquationsNOTE 1Other equations may be applicable depending on the number of load points used.Type of Beam Loading ConditionMaximum DeflectionsAbssSimple beam uniform load 5wL4/(384EI) wL2/(8Gbt) wL2/(8Gb)Simple beam third-point loadB23PL3/(648EI) PL/(3Gbt) PL/(3Gb)Cantilever beam u
33、niform load wL4/(8EI) wL2/(2Gbt) wL2/(2Gb)Cantilever beam concentrated load at free end PL3/(3EI) PL/(Gbt) PL/(Gb)AAt midspan of simple beam and free end of cantilever beam.BFor bending deflection at the load points under a third-point load, use the following equation:bsat L /3d 5 5 PL3/s 162 EIdNOT
34、E 1Dial gage or other displacement 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 Concentrated LoadE455 163rollers at points (C), (D), (E), and (H), and under each l
35、oadingpoint. 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 besupported by tension reactions at points (C) and (D) instead ofreactions shown at points (E) and (H)inFig. 3.6.1
36、.3 Diaphragm Size:6.1.3.1 Cantilever DiaphragmThe diaphragm shall betested on a span L, as shown in Fig. 2, equal to or greater thanthe typical support spacing likely to be used in the building.The test assembly shall not be less than 8 ft (2.4 m) in eitherspan L or depth b; nor shall it contain few
37、er than four elementsif the diaphragm consists of individual elements. The dia-phragm shall contain typical end and side joints for theelements.NOTE 1When the web of the diaphragm is made of individualelements, they might not be equally effective for the same span length iflaid perpendicular or para
38、llel to the load direction.6.1.3.2 Simple Beam DiaphragmThe diaphragm span Land depth b shall be as shown in Fig. 3, where the dimensionsL and b have similar meaning as used in 6.1.3.1 with aminimum dimension in either case of 8 ft (2.4 m). Thediaphragm shall contain typical end and side joints for
39、theelements.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 fails and not the test apparatus orfacilities. Observers and sensitive instrumentation must be keptaway from diaphragms w
40、hen 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 construction. If the plan of theNOTE 1Dial gage or other displacement measuring device.NOTE 2Lateral restraint devices are not sho
41、wn, and should not restrict movement in the plane of the diaphragm.NOTE 3The centerline (midspan) displacement, 5, is measured. The total deflection of the diaphragm, t, is calculated relative to a straight linethrough the displaced locations of support points 1 and 4.NOTE 4Displacement measurements
42、 at points 2 and 3 are not used in this test method to calculate mid-span deflections of the diaphragm and arepermitted to be omitted. The displacement measurements at points 2 and 3, though, may be used to verify the degree of the diaphragms symmetricalresponse to the loadings. In addition, the use
43、r may calculate deflection due to bending at third-points and then determine apparent shear deflection at points2 and 3 as supplemental data.FIG. 3 Plan of a Simple Beam Diaphragm Test with Third-Point LoadingE455 164diaphragm is unsymmetrical, the second test shall be run withthe specimen orientati
44、on reversed with respect to the loadapplication used on the first specimen. If the tested strengths,Su, do not agree within 10 % of the lower value, a thirdspecimen shall be tested with this specimen oriented in thesame manner as the weaker of the two previous tests. A meanvalue is computed from the
45、 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 the framestiffness without the application of the web elements. Load theframe in a manner similar to
46、 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 assembly, aseparate frame test is not required.9.2 Loading Procedure for Complete DiaphragmApplythe
47、 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 in-plane movement of the diaphragmare acceptable. Possible ways are to apply the load as close as
48、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 restraining device (such as wheel orroller) to the frame. Any means used to restrain the vertical movemen
49、tshall also be used when testing the bare frame.Choose the rate of load such that Pmaxor Ruwill be reachedin not less than 10 min. Take at least ten sets of uniformlyspaced displacement readings prior to failure to establish theload-deflection curve. The rate of load application shall permitload and displacement readings to be recorded. Apply loads byhydraulic jacks that have been previously calibrated, or byother suitable types of loading apparatus. Take account of theweight of the specimen and loading apparatus if it is antici-pate
