1、Guide to Nonlinear Modeling Parameters for Earthquake-Resistant StructuresReported by ACI Committee 374ACI 374.3R-16First PrintingSeptember 2016ISBN: 978-1-945487-19-4Guide to Nonlinear Modeling Parameters for Earthquake-Resistant StructuresCopyright by the American Concrete Institute, Farmington Hi
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11、ether in the annually revised ACI Manual of Concrete Practice (MCP).American Concrete Institute38800 Country Club DriveFarmington Hills, MI 48331Phone: +1.248.848.3700Fax: +1.248.848.3701www.concrete.orgThis guide provides information regarding nonlinear modeling of components in special moment fram
12、e and structural wall systems resisting earthquake loads. The reported modeling parameters provide a modeling option for licensed design professionals (LDPs) performing nonlinear analysis for performance-based seismic design of reinforced concrete building structures designed and detailed in accorda
13、nce with ACI 318.Keywords: backbone curve; beams; columns; coupling beams; earth-quake-resistant structures; flexure; joints; modeling parameters; nonlinear analysis; performance-based engineering; seismic design; shear; special concrete moment frames; special concrete shear walls; special structura
14、l walls.CONTENTSCHAPTER 1INTRODUCTION AND SCOPE, p. 21.1Introduction, p. 21.2Scope, p. 2CHAPTER 2NOTATION AND DEFINITIONS, p. 32.1 Notation, p. 32.2 Definitions, p. 4CHAPTER 3GENERAL, p. 43.1 General, p. 43.2 Backbone curve selection procedure, p. 5CHAPTER 4NONLINEAR MODELING PARAMETERS FOR SPECIAL
15、CONCRETE MOMENT FRAMES, p. 54.1 Modeling parameters for columns, p. 54.2 Modeling parameters for beams and beam-column joints (ASCE/SEI 41), p. 5Jeffrey J. Dragovich, Chair Insung Kim*, SecretaryACI 374.3R-16Guide to Nonlinear Modeling Parameters for Earthquake-Resistant StructuresReported by ACI Co
16、mmittee 374Mark A. AschheimJohn F. BonacciJoseph M. BracciSergio F. BrenaPaul J. BrienenNed M. ClelandJuan Francisco Correal DazaJoe FerzliDavid C. FieldsLuis E. GarciaGarrett R. Hagen*Wael Mohammed HassanMary Beth D. HuesteLuis F. IbarraBrian E. KehoeJames M. LaFaveAndres LepageAdolfo B. MatamorosS
17、tavroula J. PantazopoulouChris P. PantelidesJose A. PincheiraJeffrey RautenbergJose I. RestrepoMario E. RodriguezMurat SaatciogluFelipe SaavedraGuillermo SantanaMehrdad SasaniShamim A. SheikhMyoungsu ShinHitoshi ShioharaRoberto StarkJohn H. TessemJohn W. WallaceTom C. XiaFernando Yanez*Task group th
18、at developed this guide. Alvaro Celestino was also a member of the task group and primary author.Consulting MembersSergio M. Alcocer Ronald Klemencic Andrew W. TaylorSpecial acknowledgements to Laura Basualdo, Anna Birely, Reza Dashtpeyma, Wassim Ghannoum, and Andrew Shuck for their contributions to
19、 this guide.ACI Committee Reports, Guides, and Commentaries are intended for guidance in planning, designing, executing, and inspecting construction. This document is intended for the use of individuals who are competent to evaluate the significance and limitations of its content and recommendations
20、 and who will accept responsibility for the application of the material it contains. The American Concrete Institute disclaims any and all responsibility for the stated principles. The Institute shall not be liable for any loss or damage arising therefrom.Reference to this document shall not be made
21、 in contract documents. If items found in this document are desired by the Architect/Engineer to be a part of the contract documents, they shall be restated in mandatory language for incorporation by the Architect/Engineer.ACI 374.3R-16 was adopted and published September 2016.Copyright 2016, Americ
22、an Concrete InstituteAll rights reserved including rights of reproduction and use in any form or by any means, including the making of copies by any photo process, or by electronic or mechanical device, printed, written, or oral, or recording for sound or visual reproduction or for use in any knowle
23、dge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors.1CHAPTER 5NONLINEAR MODELING PARAMETERS FOR SPECIAL CONCRETE STRUCTURAL WALLS AND COUPLING BEAMS, p. 75.1 Modeling parameters for special structural walls and coupling beams controlled by flexu
24、re, p. 75.2Modeling parameters for structural walls and coupling beams controlled by shear, p. 11CHAPTER 6SUMMARY AND CONCLUSIONS, p. 12CHAPTER 7REFERENCES, p. 12Authored documents, p. 13CHAPTER 1INTRODUCTION AND SCOPE1.1IntroductionThis guide provides nonlinear modeling parameters that will assist
25、the licensed design professional (LDP) in the use of performance-based seismic design of new concrete buildings. Performance objectives are assigned for the given structure and compliance with the performance objectives are then evaluated based on the deformation of structural elements rather than e
26、valuated based on strength under prescriptive requirements. Deformations in structural components allow the LDP to understand damage levels related to seismic hazards.There are currently several documents that provide general analysis procedures for the design of new build-ings using performance-bas
27、ed engineering (ASCE/SEI 7; Structural Engineers Association of Northern California SEAONC 2008; Los Angeles Tall Buildings Structural Design Council LATBSDC 2014; Pacific Earthquake Engineering Research Center PEER PEER/ATC 2010). Although these documents provide a means for seismic design indicati
28、ve of earthquake hazards and acceptance criteria that are similar to ASCE/SEI 41, they do not provide the required information for modeling nonlinear behavior of a structural component based on detailing conditions, such as the development of force-deformation backbone curves shown in Fig. 1.1. This
29、 guide provides modeling parameters that can be used to generate the backbone curves of struc-tural members of special moment frame and structural wall systems detailed per Chapter 18 of ACI 318-14.For example, an engineer modeling the nonlinear defor-mation of a structural wall with specific reinfo
30、rcement configurations for new design can select from the following three alternatives: 1) develop modeling parameters from existing experimental data; 2) develop and implement a new testing program; or 3) create force-deformation curves using the information in the existing building standard (ASCE/
31、SEI 41) or guideline (ACI 369R) developed for seismic evalu-ation and rehabilitation. The existing experimental data, however, are not always available, and new testing programs may be limited by budget and project schedule. In addition, the modeling parameters in the existing building standard do n
32、ot always adequately represent the behavior of components designed according to current codes. Furthermore, they may not be directly applied to new design due to incongruences in parameter definition and requirements across documents. This guide provides a set of nonlinear modeling parameters that c
33、an be used without performing one of the three alterna-tives given.1.2ScopeThis guide provides information about nonlinear modeling parameters for:Fig. 1.1Generalized force-deformation relations for struc-tural concrete components (ASCE/SEI 41). (Note: a, b, d, e, f, and g are deformations as define
34、d in the reported nonlinear modeling parameter tables.)American Concrete Institute Copyrighted Material www.concrete.org2 GUIDE TO NONLINEAR MODELING PARAMETERS FOR EARTHQUAKE-RESISTANT STRUCTURES (ACI 374.3R-16)(a) Special moment frames extracted from ASCE/SEI 41, for which definitions and requirem
35、ents are converted to those of the codes for the design of new concrete buildings(b) Special structural walls and coupling beams extracted from ASCE/SEI 41, for which definitions and requirements are converted to those of the codes for the design of new concrete buildings(c) Special moment frames an
36、d structural walls developed from the latest experimental databases of structural compo-nents compliant with the requirements of Chapter 18 (ACI 318-14) for earthquake-resistant structures.In regards to (c), the mean and mean minus one standard deviation modeling parameter values are provided for th
37、ese code-compliant specimen databases in an effort to demon-strate a quantitative representation of data distribution for the LDP. The LDP can select modeling parameters based on ASCE/SEI 41, or the experimental database, depending on project constraints, jurisdiction requirements, or both.The model
38、ing parameters in this guide are meant to be used for the analytical modeling of structural components in earthquake-resistant systems as described. The guide, however, does not describe global behavior or provide interaction between different systems in the buildings, for example, diaphragms and mo
39、ment frames.CHAPTER 2NOTATION AND DEFINITIONS2.1NotationAcv= gross area of concrete section bound by web thick-ness and length of section in the direction of shear force considered, in.2(mm2)Ag= gross area of concrete section, in.2(mm2)Aj= effective cross-sectional area within a joint in a plane par
40、allel to plane of beam reinforcement generating shear in the joint, in.2(mm2) (ACI 318-14 Section 18.8.4.3)As= area of nonprestressed longitudinal tension rein-forcement, in.2(mm2)As = area of compression reinforcement, in.2(mm2)Av= area of shear reinforcement within spacing s, in.2(mm2)b = width of
41、 compression face of member, in. (mm)bw= web width, or diameters of circular section, in. (mm)d = distance from extreme compression fiber to centroid of longitudinal tension reinforcement, in. (mm)E = effect of horizontal and vertical earthquake-induced forcesEc= modulus of elasticity of concrete, p
42、si (MPa)Es= modulus of elasticity of reinforcement and struc-tural steel, psi (MPa)fc = specified compressive strength of concrete, psi (MPa, fc in MPa = 12fc in psi)fy= specified yield strength of reinforcement, psi (MPa)h = height of member along which deformations are measured, in. (mm)hb= subgra
43、de dimension from absolute base of wall to grade level, in. (mm)hc= average height of the beams framing into the joint in the direction of applied shear, in. (mm)heff= effective shear span of wall, in. (mm)hw= height of entire wall from base to top, or clear height of wall segment or wall pier, in.
44、(mm)Icr= moment of inertia of cracked section transformed to concrete, in.4(mm4)Ig= moment of inertia of gross concrete section about centroidal axis, neglecting reinforcement, in.4(mm4)L = length of member along which deformations are assumed to occur, in. (mm)d= development length in tension of de
45、formed bar, deformed wire, or plain wire reinforcement, in. (mm)lp= assumed plastic hinge length, minimum of the following: 0.5lw, the first-story height, and 0.5hwfor wall segments, in. (mm)lw= length of entire wall, or length of wall segment or wall pier considered in direction of shear force, in.
46、 (mm)Mn= nominal flexural strength at section, in.-lb (N-mm)Mpr= probable flexural strength of members, with or without axial load, determined using the properties of the member at the joint faces assuming a tensile stress in the longitudinal bars of at least 1.25fyand a strength reduction factor of
47、 1.0, in.-lb (N-mm)P = design axial force obtained from design load combinations that include overstrength factor or determined from limit-state analysis, lb (N)Q = generalized force demand in a componentQy= yield strength of a components = center-to-center spacing of transverse reinforce-ment, in.
48、(mm)V = design shear force obtained from design load combinations that include overstrength factor or determined from limit-state analysis, lb (N)Ve= design shear force for load combinations including earthquake effects, lb (N) (refer to ACI 318-14 Sections 18.6.5.1 and 18.7.6.1.1)Vn= nominal shear
49、strength, lb (N)Vo= shear strength of a column per ASCE/SEI 41 Eq. (10-3), lb (N)Vp= shear demand on a column at flexural yielding of plastic hinges per ASCE/SEI 41 Section 10.4.2.2.2, lb (N)Vsi= nominal shear strength provided by shear reinforce-ment, lb (N) = generalized deformation, in. (mm)y= generalized yield deformation, in. (mm)y= yield strain of reinforcement, in./in. (mm/mm) = generalized deformation, radiansy= generalized yield deformation, radians = strength reduction factory= yield curvature at section, 1/in. (1/mm) = ratio o
