ACI 343.1R-2012 Guide for the Analysis and Design of Reinforced and Prestressed Concrete Guideway Structures.pdf

1、ACI 343.1R-12Guide for the Analysis and Designof Reinforced and PrestressedConcrete Guideway StructuresReported by Joint ACI-ASCE Committee 343First PrintingNovember 2012Guide for the Analysis and Design of Reinforced and Prestressed Concrete Guideway StructuresCopyright by the American Concrete Ins

2、titute, Farmington Hills, MI. All rights reserved. This material may not be reproduced or copied, in whole or part, in any printed, mechanical, electronic, film, or other distribution and storage media, without the written consent of ACI.The technical committees responsible for ACI committee reports

3、 and standards strive to avoid ambiguities, omissions, and errors in these documents. In spite of these efforts, the users of ACI documents occasionally find information or requirements that may be subject to more than one interpretation or may be incomplete or incorrect. Users who have suggestions

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11、gathered together in the annually revised ACI Manual of Concrete Practice (MCP).American Concrete Institute38800 Country Club DriveFarmington Hills, MI 48331U.S.A.Phone: 248-848-3700Fax: 248-848-3701www.concrete.orgISBN 13: 978-0-87031-804-7This guide presents a procedure for the design and analysis

12、 of reinforced and prestressed concrete guideway structures for public transit, and design guidance for elevated transit guideways. The engineer is referred to the appropriate highway and railway bridge design codes for items not covered in this document.Limit state philosophy is applied to develop

13、design criteria. A reli-ability approach is used in defining load combinations and deriving load and resistance factors. Different target reliability indexes (4.0 for design strength, 2.5 for serviceability design for cracking, and 2.0 for serviceability design for fatigue) and a service life of 75

14、years were used as the basis for safety analysis. A 75-year service life is consistent with the American Association of State Highway and Transportation Officials (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design Specifications.Keywords: cracking; deformation; fatigue; guideway structu

15、res; precast concrete; prestressed concrete; prestressing loads; reinforced concrete; vibration.CONTENTSChapter 1Introduction and scope, p. 21.1Introduction1.2ScopeChapter 2Notation and definitions, p. 22.1Notation2.2DefinitionsChapter 3General design considerations, p. 43.1Scope3.2Structural consid

16、erations3.3Functional considerations3.4Economic considerations3.5Urban impact3.6Transit operations3.7Structure/vehicle interaction3.8Geometries3.9Construction considerations3.10Rails and trackworkACI 343.1R-12Guide for the Analysis and Design of Reinforced and Prestressed Concrete Guideway Structure

17、sReported by Joint ACI-ASCE Committee 343Nur Yazdani ChairDanielle D. Kleinhans SecretaryHossam M. AbdouHamid AhmadySameh S. BadieShrinivas B. BhideSelvakumar BuvanendaranW. Gene CorleyOm P. DixitMamdouh M. El-BadryNoel J. EverardApostolos FafitisAndrew J. FodenAmin GhaliAngel E. HerreraDavid Hieber

18、Thomas T. C. HsuMohsen A. IssaRichard G. JanecekBruce C. Kates*Zhongguo John MaBarney T. Martin Jr.*Alan B. MatejowskyAmir MirmiranAftab A. MuftiHani H. A. NassifJohn P. NewhookAndrzej S. NowakClaudia P. PulidoAyman E. SalamaHarold R. SandbergJohan C. F. SchorJeffrey L. SmithKhaled S. SoubraSteven L

19、. StrohMaria M. SzerszenGamil S. TadrosRaj Valluvan*Jim J. ZhaoQun Zhong-Brisbois*Consulting membersF. ArbabiJohn L. CarratoV. M. DavidgeTim DelisMingzhu DuanAllan C. HarwoodJenn-Shin HwangClellon L. Loveall*Indicates members of the subcommittee that prepared this guide. Subcommittee Chair. The comm

20、ittee acknowledges C. A. Banchik, D. Bilow, K. Hjorteset, T. T. C. Hsu, A. S. Nowak, A. M. Okeil, G. S. Tadros, and K. Wongkaew for their contributions to this guide. A special acknowledgment is due to M. Y. Riad*for his significant contributions to this guide.1ACI Committee Reports, Guides, and Com

21、mentaries 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 and who will accept responsibility for the applic

22、ation 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 in contract documents. If items found in this doc

23、ument 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 343.1R-12 was adopted and published November 2012Copyright 2012 American Concrete Institute.All rights reserved including r

24、ights 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 reproduc-tion or for use in any knowledge or retrieval system or device, unless permissio

25、n in writing is obtained from the copyright proprietors.Chapter 4Loads, p. 174.1General4.2Sustained loads4.3Transient loads4.4Loads due to volumetric changes4.5Exceptional loads4.6Construction loadsChapter 5Load combinations, load factors, and strength reduction factors, p. 235.1Scope5.2Basic assump

26、tions5.3Service load combinations5.4Strength load combinationsChapter 6Serviceability design, p. 246.1General6.2Basic assumptions6.3Permissible stresses6.4Loss of prestress6.5Fatigue6.6Vibration and dynamic response6.7Deformations and rotations6.8Crack controlChapter 7Strength design, p. 297.1Genera

27、l design and analysis considerations7.2Design for flexure and axial loads7.3Shear and torsionChapter 8References, p. 31CHAPTER 1INTRODUCTION AND SCOPE1.1IntroductionThe recommendations in this guide provide public agen-cies, consultants, and other interested personnel with comprehensive criteria for

28、 the design and analysis of concrete guideways for public transit systems. They differ from those given for bridge design and analysis in ACI 343R, American Association of State Highway and Transportation Officials (AASHTO) bridge specifications (AASHTO 2002, 2009, 2011, 2012), and the American Rail

29、way Engineering and Maintenance-of-Way Association (AREMA) Manual of Railway Engineering (AREMA 2012). This document provides guidance related chiefly to the design of guideway superstructures. For the design of substructure units, the reader is referred to other references such as AASHTO LRFD Bridg

30、e Design Specifications (AASHTO 2012).1.2ScopeDesign criteria specifically recognize the unique features of concrete transit guidewaysnamely, guideway/vehicle interaction, rail/structure interaction, special fatigue require-ments, and aesthetic requirements in urban areas. Criteria are based on curr

31、ent state-of-the-art practice for moderate-speed (up to 100 mph 160 km/h) vehicles. Application of these criteria for advanced technologies other than those discussed in this guide requires an independent assessment.AASHTO LRFD Bridge Design Specifications (AASHTO 2012) and ACI 343R are referenced f

32、or specific items not covered in these recommendations, including materials, construction considerations, and segmental construction.CHAPTER 2NOTATION AND DEFINITIONS2.1NotationA = exposed area of pier perpendicular to the direction of stream flow, ft2(m2)Acp= area enclosed by the outer boundary of

33、cross section, in.2(mm2)Al= area of longitudinal reinforcement in a member, in.2(mm2)Ao= lever arm area enclosed by the centerline of the shear flow, in.2(mm2)Aoh= area enclosed by the centerline of the outermost closed transverse torsion reinforcement, in.2(mm2)Ar= cross-sectional area of a rail, i

34、n.2(mm2)As = area of compression reinforcement, in.2(mm2)At= area of one leg of a closed stirrup resisting torsion, in.2(mm2)Av= area of shear reinforcement, or area of shear rein-forcement perpendicular to main reinforcement for deep beams, in.2(mm2)a = center-to-center distance of shorter dimensio

35、n of closed rectangular stirrup, in. (mm)B = buoyancyBR = broken rail forcesb = center-to-center distance of longer dimension of closed rectangular stirrup, in. (mm)CD= flowing water drag coefficientCd= horizontal wind drag coefficientCE = centrifugal force, lb (N)Ce= wind exposure coefficientCg= wi

36、nd gust effect coefficientCOLFH = horizontal collision load, lb (N)COLFV = vertical collision load, lb (N)CR = forces due to creep in concrete, lb (N)CT = collision load, lb (N)c = clear concrete cover, in. (mm)DC = dead load, lb (N)DR = transit vehicle mishap load, due to vehicle derail-ment, lb (N

37、)DW = dead load of wearing surfaces and utilities, lb (N)d = distance from extreme compressive fiber to centroid of longitudinal tension reinforcement, in. (mm)dv= distance from centroid of tensile steel to centroid of concrete struts, in. (mm)Ec= modulus of elasticity of concrete, psi (MPa)Eci= mod

38、ulus of elasticity of concrete at transfer of prestress, psi (MPa)Er= modulus of elasticity of rail steel, psi (MPa)Es= modulus of elasticity of reinforcement, psi (MPa)EH = loads due to weight and pressure of soil, water in soil, or other material, lb (N)American Concrete Institute Copyrighted Mate

39、rialwww.concrete.org2 ANALYSIS AND DESIGN OF REINFORCED AND PRESTRESSED CONCRETE GUIDEWAY STRUCTURES (ACI 343.1R-12)EI = flexural stiffness of compression members, lb-in.2(kN-mm2)EL = accumulated locked-in force effects resulting from construction process, including secondary forces from post-tensio

40、nEQ = earthquake force, lb (N)ER = external restrained force, lb (N)Fh= horizontal design drag load due to wind, psi (Pa)FR= radial force per unit length due to curvature of continuously welded rail, k/in. (Pa/mm)Fr= axial force in the continuously welded rail, kip (kN)Fsj= jacking force in a post-t

41、ensioning tendon, kip (kN)Fv= vertical design drag load due to wind, psi (Pa)f1= first mode flexural (natural) frequency, Hzfc= extreme fiber compressive stress in concrete at service loads, psi (MPa)fc = specified compressive strength of concrete, psi (MPa)fci = specified compressive strength of co

42、ncrete at time of initial prestress, psi (MPa)fr= cracking strength of concrete, psi (MPa)fcri= cracking stress of concrete at time of initial prestress, psi (MPa)ff= stress range in straight flexural reinforcing steel, ksi (MPa)fmin= algebraic minimum stress, tension positive, compression negative,

43、 ksi (MPa)fpbt= stress in prestressing steel immediately prior to transfer, psi (MPa)fpe= effective stress in prestressing steel after losses, psi (MPa)fpu= specified tensile strength of prestressing steel, psi (MPa)fpy= specified yield strength of prestressing steel, psi (MPa)frr= axial stress in t

44、he continuously welded rail, ksi (MPa)fs= calculated tensile stress in reinforcement at service loads, psi (MPa)fsr= stress range in shear reinforcement or in welded reinforcing bars, ksi (MPa)fst= change in stress in torsion reinforcement due to fatigue loadings, ksi (MPa)fsv= change in stress in s

45、hear reinforcement due to fatigue loadings, ksi (MPa)fy= specified yield strength of reinforcement, psi (MPa)g = acceleration due to gravity = 32.2 ft/s2(9.81 m/s2)H = height from ground level to the top of the superstructureHF = hunting force, lb (N)h = overall thickness or height of member, in. (m

46、m)Icr= moment of inertia of cracked section transformed to concrete, in.4(m4)Ie= effective moment of inertia for computation of deflections, neglecting the reinforcement, in.4(m4)Ig= moment of inertia of gross concrete section about the centroidal axis neglecting reinforcement, in.4(m4)IC = ice pres

47、sure, lb (N)IM = impact factorILst= impact load, lb (N)jd = distance between tensile and compression forces at a section based on an elastic analysis, in. (mm)l = span length, ft (m)L = live load during construction, lb (N); wave length, ft (m)LFe= emergency longitudinal braking force, lb (N)LFn= no

48、rmal longitudinal braking force, lb (N)LF = longitudinal force, lb (N)LL = vertical standard vehicle load, lb (N)LR = load on safety railing, lb (N)LS = live load surcharge, lb (N)M = mass per unit length of guideway, lb/in.-s2/in. (kg/m)Ma= maximum moment in member due to service loads at stage for

49、 which deflection is being computed, in.-lb (N-mm)Mcr= cracking moment, in.-lb. (N-mm)P = live load on service walkway, lb (N)PD= dynamic wind pressure, lb/ft2(MPa)PL = pedestrian live load, lb (N)PS = secondary force effects due to prestressingpcp= periphery of outer boundary of the member, in. (mm)qy= shear flow at yield, lb/in. (N/mm)r/h = ratio of base radius to height of transverse defor-mations of reinforcing bars; when actual value is unknown, use 0.3R = radius of curvature, ft (m)RS = rail-structure interaction, lb (N)S = s