ANSI EP484.3-2017 Diaphragm Design of Metal-Clad Wood-Frame Rectangular Buildings.pdf

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1、 ANSI/ASAE EP484.3 DEC2017 Diaphragm Design of Metal-Clad, Wood-Frame Rectangular Buildings American Society of Agricultural and Biological Engineers ASABE is a professional and technical organization, of members worldwide, who are dedicated to advancement of engineering applicable to agricultural,

2、food, and biological systems. ASABE Standards are consensus documents developed and adopted by the American Society of Agricultural and Biological Engineers to meet standardization needs within the scope of the Society; principally agricultural field equipment, farmstead equipment, structures, soil

3、and water resource management, turf and landscape equipment, forest engineering, food and process engineering, electric power applications, plant and animal environment, and waste management. NOTE: ASABE Standards, Engineering Practices, and Data are informational and advisory only. Their use by any

4、one engaged in industry or trade is entirely voluntary. The ASABE assumes no responsibility for results attributable to the application of ASABE Standards, Engineering Practices, and Data. Conformity does not ensure compliance with applicable ordinances, laws and regulations. Prospective users are r

5、esponsible for protecting themselves against liability for infringement of patents. ASABE Standards, Engineering Practices, and Data initially approved prior to the society name change in July of 2005 are designated as “ASAE“, regardless of the revision approval date. Newly developed Standards, Engi

6、neering Practices and Data approved after July of 2005 are designated as “ASABE“. Standards designated as “ANSI“ are American National Standards as are all ISO adoptions published by ASABE. Adoption as an American National Standard requires verification by ANSI that the requirements for due process,

7、 consensus, and other criteria for approval have been met by ASABE. Consensus is established when, in the judgment of the ANSI Board of Standards Review, substantial agreement has been reached by directly and materially affected interests. Substantial agreement means much more than a simple majority

8、, but not necessarily unanimity. Consensus requires that all views and objections be considered, and that a concerted effort be made toward their resolution. CAUTION NOTICE: ASABE and ANSI standards may be revised or withdrawn at any time. Additionally, procedures of ASABE require that action be tak

9、en periodically to reaffirm, revise, or withdraw each standard. Copyright American Society of Agricultural and Biological Engineers. All rights reserved. ASABE, 2950 Niles Road, St. Joseph, Ml 49085-9659, USA, phone 269-429-0300, fax 269-429-3852, hqasabe.org ANSI/ASAE EP484.3 DEC2017 Copyright Amer

10、ican Society of Agricultural and Biological Engineers 2 ANSI/ASAE EP484.3 DEC2017 Revision approved December 2017 as an American National Standard Diaphragm Design of Metal-Clad, Wood-Frame Rectangular Buildings Developed by the ASAE Diaphragm Design of Metal-Clad, Post-Frame Rectangular Buildings S

11、ubcommittee of the Structures Group; approved by the Structures and Environment Division Standards Committee; adopted by ASAE September 1989; revised December 1990; reaffirmed December 1994, 1995, 1996, 1997; revised June 1998; approved as an American National Standard August 1998; revised editorial

12、ly February 2000; reaffirmed February 2003; revised editorially August 2003; reaffirmed February 2008, February 2013; revised December 2017. Keywords: Buildings, Structures, Terminology, Wood-frame 1 Purpose and Scope 1.1 This Engineering Practice is a consensus document for the analysis and design

13、of metal-clad wood-frame buildings using roof and ceiling diaphragms, alone or in combination. The roof (and ceiling) diaphragms, endwalls, intermediate shearwalls, and building frames are the main structural elements of a structural system used to efficiently resist the design lateral (wind, seismi

14、c) loads. This Engineering Practice gives acceptable methods for analyzing and designing the elements of the diaphragm system. 1.2 The provisions of this Engineering Practice are limited to the analysis of single-story buildings of rectangular shape. 2 Normative References The following referenced d

15、ocuments are integral components in the application of this document. For dated references, only the edition cited applies unless noted. For undated references, the latest approved edition of the referenced document (including any amendments) applies. AWC (American Wood Council) National Design Spec

16、ification(NDS) for Wood Construction. Washington, D.C.) ASAE EP486, Shallow Post and Pier Foundation Design ASAE EP558, Load Tests for Metal-Clad, Wood Frame Diaphragms AISI S310, North American Standard for the Design of Profiled Steel Diaphragm Panels 3 Definitions (see Figures 1 and 2) 3.1 diaphr

17、agm: A structural assembly of metal cladding, including the wood or wood product framing, metal cladding, fasteners and fastening patterns, capable of transferring in-plane shear forces through the cladding and framing members. 3.2 diaphragm design: Design of roof (and ceiling) diaphragm(s), sidewal

18、l posts, endwalls, shearwalls, component connections, chord splices, and foundation anchorages, for the purpose of transferring lateral (e.g., wind) loads to the foundation structure. ANSI/ASAE EP484.3 DEC2017 Copyright American Society of Agricultural and Biological Engineers 3 3.3 diaphragm dimens

19、ions 3.3.1 diaphragm length, d: Length of a building diaphragm in the plane of the diaphragm. 3.3.2 diaphragm span, bh: Horizontal span of a building diaphragm having length, d. 3.3.3 diaphragm width, s: Distance between individual building frames; see also 3.10. 3.3.4 model diaphragm length, b: Len

20、gth of a model diaphragm as measured parallel to the direction of applied load. 3.3.5 model diaphragm width, a: Length of a model diaphragm as measured perpendicular to the direction of applied load. 3.4 diaphragm fasteners: The various fasteners and fastener patterns used to connect the several com

21、ponents of the endwalls, shearwalls, and diaphragms. These include fasteners between cladding and purlins, between cladding and endwall girts, between diaphragm framing members, and between individual sheets of cladding (stitch fasteners). 3.5 diaphragm shear stiffness 3.5.1 model diaphragm shear st

22、iffness, c: The in-plane shear stiffness of a model diaphragm. Defined as the slope of the shear load-deflection curve between zero load and the load corresponding to the diaphragm allowable shear strength. 3.5.2 in-plane shear stiffness, cp: The in-plane shear stiffness of an individual roof or cei

23、ling diaphragm. 3.5.3 horizontal shear stiffness, ch: The horizontal shear stiffness of an individual roof or ceiling diaphragm. It is obtained by adjusting diaphragm in-plane shear stiffness, cp, for slope. 3.5.4 total horizontal diaphragm shear stiffness, Ch: The horizontal shear stiffness of the

24、roof and ceiling assembly is calculated by summing the horizontal shear stiffness values of individual roof and ceiling diaphragms. Alternatively, this stiffness can be obtained from full-scale building tests. 3.6 diaphragm shear strength, Va: The allowable design shear strength (see ASAE EP558) of

25、a diaphragm in the plane of the cladding. 3.7 eave load, R: A concentrated (point) load, horizontally acting, that is located at the eave of each frame, and results in a horizontal eave displacement identical to that caused by application of the controlling combination of design loads. R is numerica

26、lly equal to the horizontal force required to prevent horizontal translation of the eave when the controlling combination of design loads is applied to the frame. 3.8 endwall and shearwall stiffness, ke: The ratio of a horizontal force applied at the eave to the corresponding deflection of an indivi

27、dual unattached wall. A wall is unattached when it is not connected to components that lie outside the plane of the wall. 3.9 frame stiffness, k: The ratio of a horizontal force applied at the eave to the corresponding deflection of the individual unclad post-frames. 3.10 frame spacing, s: The dista

28、nce between frames. In the absence of stiff frames that resist lateral loads, the frame spacing is generally equated to the distance between adjacent trusses (or rafters) or to the model diaphragm width. Frame spacing defines the width (and therefore stiffness properties) of roof/ceiling diaphragm s

29、ections. Frame spacing may vary within a building. 3.11 metal cladding: The metal exterior and interior coverings, usually cold-formed aluminum or steel sheet, fastened to the wood framing. 3.12 model diaphragm: A laboratory tested diaphragm or a diaphragm analyzed using a validated structural model

30、 that is used to predict the behavior of a building diaphragm. Laboratory tested diaphragms should be ANSI/ASAE EP484.3 DEC2017 Copyright American Society of Agricultural and Biological Engineers 4 sized, constructed, supported and tested in accordance with ASAE EP558. AISI S310 shall be considered

31、to be a validated structural model to calculate the strength and stiffness of a profiled steel panel and its connectors, to a wood support. 3.13 post frame: A structural building frame consisting of a wood roof truss or rafters connected to vertical timber columns, or sidewall posts. 3.14 sidesway r

32、estraining force, Q: The total force applied to a frame by the roof/ceiling diaphragm. 3.15 shear transfer: The transfer of the resultant shear forces between individual sheets of cladding, between the ends of roof/ceiling diaphragms and frames and shear walls, or between the bottom of the shear wal

33、ls and the base of the posts or foundation. 3.16 shearwall: An endwall or intermediate wall designed to transfer shear from the roof/ceiling diaphragm into the foundation structure. 3.17 wood frame: A structural building frame consisting of wood or wood-based materials. Wood trusses over studwalls a

34、nd post and beam are examples of wood frames. Figure 1 Definition sketch for terminology ANSI/ASAE EP484.3 DEC2017 Copyright American Society of Agricultural and Biological Engineers 5 Figure 2 Building cross section showing roof diaphragms 1 and 2, and ceiling diaphragm 3 4 Diaphragm Stiffness 4.1

35、General provisions. This section outlines procedures for determining the total horizontal shear stiffness, Ch, of a width, s, of the roof/ceiling assembly. This stiffness is defined as the horizontal load required to cause a horizontal displacement (in a direction parallel to the trusses/rafters) of

36、 the roof/ceiling assembly over a spacing, s (Figure 1). This stiffness can be obtained directly from full scale building tests (Gebremedhin et al., 1992), validated structural models, or using procedures outlined in clause 4.2. 4.2 Total horizontal shear stiffness, Ch. The total horizontal diaphrag

37、m shear stiffness, Ch, for the frame spacing, s, of the roof / ceiling assembly is defined as: =niihhcC1,(1) where: ch,i = horizontal shear stiffness of diaphragm i with a width, s, from clause 4.3, kN/mm (lbf/in.); n = number of individual roof and ceiling diaphragms in the roof/ceiling assembly (F

38、igure 2). When the frame spacing, s, or roof/ceiling diaphragm construction varies along the length of a building, Ch may vary, and the building requires special analysis (see clause 7.3). 4.2.1 Excluding diaphragms. Diaphragm analyses may be simplified by excluding from an analysis any diaphragm th

39、at is considerably less stiff than others in the roof/ceiling system. For example, where a ceiling diaphragm is much stiffer than the roof diaphragm(s), the stiffness of the roof diaphragm(s) may be excluded from total stiffness calculations (i.e., Equation 1). For diaphragms that are sheathed with

40、dissimilar materials, the combined allowable design unit shear capacity shall be either two times the smaller allowable design unit shear capacity or the larger allowable design unit shear capacity, whichever is greater. 4.3 Horizontal shear stiffness of an individual diaphragm, ch,i. The horizontal

41、 shear stiffness of an individual diaphragm can be calculated from the diaphragms in-plane shear stiffness (Equation 2) or from the in-plane stiffness of a model diaphragm (Equation 3) (Anderson and Bundy, 1989). Model diaphragms used to predict the horizontal stiffness of a building diaphragm shall

42、 be functionally equivalent to the building diaphragm. ASAE ANSI/ASAE EP484.3 DEC2017 Copyright American Society of Agricultural and Biological Engineers 6 EP558 gives laboratory test procedures for obtaining model diaphragm shear stiffness. ch,i = cp,i (cos2i) (2) ch,i = G(cos i)(bh,i /s) (3where:

43、ch,i = horizontal shear stiffness of diaphragm i with width, s, and horizontal span bh,i, kN/mm (lbf/in.); cp,i = in-plane shear stiffness of diaphragm i with width, s, and horizontal span bh,i, kN/mm (lbf/in.); i = slope from the horizontal of diaphragm i; G = c (a/b), effective shear modulus, kN/m

44、m (lbf/in.); bh,i = horizontal span of diaphragm i as measured parallel to trusses/rafters, m (ft); s = frame spacing, m (ft); c = in-plane shear stiffness of the model diaphragm, kN/mm (lbf/in.); a = length of the model diaphragm as measured perpendicular to the direction of applied load, m (ft); b

45、 = depth of the model diaphragm as measured parallel to the direction of applied load, m (ft). 5 Frame, Endwall, and Shearwall Stiffness 5.1 General provisions. Frames, endwalls, and intermediate shearwalls transfer roof/ceiling loads to the foundation. The amount of load that a frame, endwall, or s

46、hearwall attracts is dependent upon its in-plane stiffness. 5.2 Frame stiffness, k. A horizontal force, P, applied at the eave of a building frame will result in a horizontal displacement of the eave, . The ratio of the force P to the horizontal displacement is defined as the horizontal frame stiffn

47、ess, k. Frame stiffness is generally obtained with a plane-frame structural analysis program. Frame stiffness is equal to zero when all posts in the frame are pin connected to both the truss and the base/foundation. 5.2.1 Frame stiffness can be calculated using Equation 4 when: (1) trusses/rafters a

48、re assumed to be pin-connected to the posts, and (2) the base of each post is assumed fixed. ()313iniiiH/lEk= (4) where: k = frame stiffness, kN/mm (lbf/in.); n = number of posts in the post-frame (normally 2); Ei = modulus of elasticity of post i, kN/mm2(lbf/in.2); Ii = moment of inertia of post i,

49、 mm4(in.4); Hi = distance from base to pin connection of post i, mm (in.). 5.3 Endwall and shearwall stiffness, ke. Endwall and shearwall stiffness, like frame stiffness, is defined as the ratio of a horizontal force, P, applied at the eave of the wall, to the resulting horizontal displacement, . Endwall and shearwall stiffness can be obtained directly from full scale building tests (Gebremedhin et al, 1992), validated structural models, or from tests of functionally equivalent assemblies (Gebremedhin and Jorgensen, 199