ACI 551 2R-2015 Design Guide for Tilt-Up Concrete Panels (Incorporating Errata 11 14 2017).pdf

1、Design Guide for Tilt-Up Concrete PanelsReported by ACI Committee 551ACI 551.2R-15First PrintingAugust 2015ISBN: 978-1-942727-30-9Design Guide for Tilt-Up Concrete PanelsCopyright by the American Concrete Institute, Farmington Hills, MI. All rights reserved. This material may not be reproduced or co

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11、rican Concrete Institute38800 Country Club DriveFarmington Hills, MI 48331Phone: +1.248.848.3700Fax: +1.248.848.3701www.concrete.orgACI 551.2R-15Design Guide for Tilt-Up Concrete PanelsReported by ACI Committee 551Jeff Griffin, Chair James R. Baty II, SecretaryIyad M. AlsamsamWilliam R. BraswellJerr

12、y D. CoombsDarryl E. DixonMichael FultonJohn G. HartRobert P. HirschBrent E. HungerfordAnthony I. JohnsonPhilip S. KopfKimberly Waggle KramerJames S. LaiJohn W. LawsonEd T. McGuireAndrew S. McPhersonTrent C. NageleCraig J. OlsonLance OsborneJayendra R. PatelJ. Edward SauterNandu K. ShahJoseph J. Ste

13、inbickerJason A. SwagertConsulting MembersHugh BrooksDavid L. KellyACI 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 signific

14、ance and limitations of its content and recommendations 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

15、 therefrom.Reference to this document shall not be made 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 551.2R-15 supersed

16、es ACI 551.2R-10 and was adopted and published August 2015.Copyright 2015, American Concrete Institute.All 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, writte

17、n, or oral, or recording for sound or visual reproduc-tion or for use in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors.This guide presents information that expands on the provisions of ACI 318 applied to the design of site-cast p

18、recast, or tilt-up, concrete panels, and provides a comprehensive procedure for the design of these important structural elements. In addition, this guide provides design recommendations for various support and load conditions not specifically covered in ACI 318, including design guidelines for in-p

19、lane shear.Keywords: panel; panel design; panel lifting; precast; reinforcement design; seismic design of tilt-up; slender wall analysis; tilt-up; tilt-up design, tilt-up detailing.CONTENTSCHAPTER 1INTRODUCTION, p. 2CHAPTER 2NOTATION AND DEFINITIONS, p. 22.1Notation, p. 22.2Definitions, p. 3CHAPTER

20、3ANALYSIS CONCEPTS FOR SLENDER CONCRETE WALLS, p. 43.1 Panel design model, p. 43.2Bending stiffness evaluation, p. 43.3Iteration method for P- effects, p. 63.4Moment magnifier method, p. 73.5ACI 318 provisions, p. 73.6Comparison to 1997 Uniform Building Code, p. 83.7Limitations on panel slenderness,

21、 p. 9CHAPTER 4LOADING CONDITIONS, p. 94.1Lateral loads, p. 94.2Axial loads, p. 104.3 Panel self-weight, p. 114.4Load factors and combinations, p. 11CHAPTER 5MINIMUM REINFORCEMENT, p. 115.1General, p. 115.2ACI 318 provisions, p. 12CHAPTER 6CONTROL OF DEFLECTIONS, p. 126.1Creep and initial deflections

22、, p. 136.2Deflection calculations, p. 136.3Deflection limits, p. 13CHAPTER 7PANEL DESIGN PROCEDURES, p. 147.1Solid panels without openings, p. 147.2Panels with openings, p. 147.3Concentrated axial loads, p. 147.4Concentrated lateral loads, p. 157.5Multiple spans and effects of continuity, p. 157.6Is

23、olated footings or pier foundations, p. 167.7Cantilever panels, p. 16CHAPTER 8IN-PLANE SHEAR, p. 178.1Resistance to panel overturning, p. 1818.2Resistance to sliding, p. 188.3Concrete shear resistance, p. 198.4Seismic ductility, p. 198.5In-plane frame design, p. 198.6Lateral analysis of wall panels

24、linked in-plane, p. 20CHAPTER 9CONNECTIONS FOR TILT-UP PANELS, p. 209.1Connection types, p. 209.2Design considerations, p. 22CHAPTER 10CONSTRUCTION REQUIREMENTS, p. 2510.1Forming and construction tolerances, p. 2510.2Concrete for tilt-up panels, p. 2510.3Panel reinforcement, p. 26CHAPTER 11DESIGN FO

25、R LIFTING STRESSES, p. 2611.1General lifting concepts, p. 2611.2Steps for performing a lifting design, p. 2711.3Lifting considerations: building engineer of record, p. 2711.4Lifting design considerations: panel specialty engi -neer, p. 28CHAPTER 12TEMPORARY PANEL BRACING, p. 2912.1Brace geometry and

26、 number of braces, p. 2912.2Knee and lateral bracing, p. 2912.3Bracing to slab-on-ground, p. 2912.4Deadmen, p. 2912.5Base sliding, p. 2912.6Alternate bracing methods, p. 30CHAPTER 13REFERENCES, p. 30Authored references, p. 30APPENDIX ADERIVATION OF MnAND Icr, p. 30A.1Derivation of Mnand Icrbased on

27、rectangular stress block, p. 30A.2Derivation of Mnand Icrbased on triangular stress distribution, p. 31APPENDIX BDESIGN EXAMPLES FOR OUT-OF-PLANE FORCES, p. 31B.1Panel with no openings design example, p. 33B.1MPanel with no openings design example (metric), p. 35B.2Panel with a 10 x 15 ft door openi

28、ng design example, p. 39B.3Panel with concentrated axial load design example, p. 44B.4Panel with concentrated lateral load design example, p. 48B.5Multi-story panel design example, p. 51B.6Panel with dock-high condition design example, p. 56B.7Plain panel with fixed end design example, p. 61B.8Plain

29、 panel on isolated footing or pier design example, p. 65B.9Panel with stiffening pilasters and header design example, p. 68CHAPTER 1INTRODUCTIONTilt-up concrete buildings have been constructed in North America for over 100 years, but it was not until the late 1990s that ACI 318 specifically addresse

30、d the requirements for design of slender concrete walls. ACI 318-11, 14.8, provides a method of analysis and covers only the basic requirements for evaluating the effects of vertical and transverse out-of-plane loads. ACI 318-11, Chapter 10, may also be used to design slender walls, but the requirem

31、ents are more general and should be applied with discretion.This guide expands on the provisions of ACI 318-11, Section 14.8, and ASCE/SEI 7 and provides a comprehensive procedure for the design of these structural elements. This guide also provides design recommendations for various support and loa

32、d conditions not specifically covered in ACI 318, and includes design guidelines for in-plane shear.CHAPTER 2NOTATION AND DEFINITIONS2.1NotationAg= gross area of concrete section, in.2(mm2)As= area of tension reinforcement, in.2(mm2)Ase= effective area of tension reinforcement, in.2(mm2)Av= area of

33、shear reinforcement, in.2(mm2)a = depth of equivalent rectangular stress block, in. (mm)bd= design width, in. (mm)bt= tributary width, in. (mm)bw= width of the concrete section, in. (mm)c = distance from the extreme fiber to the neutral axis, in. (mm)D = dead loadd = distance from the extreme concre

34、te compression fiber to the centroid of tension reinforcement, or the effective depth of section, in. (mm)dt= distance from the extreme compression fiber to centroid of extreme layer of longitudinal tension steel, in. (mm)E = loads due to seismic forceEc= concrete modulus of elasticity, psi (MPa)Es=

35、 steel modulus of elasticity, psi (MPa)ecc= eccentricity of applied load(s), in. (mm)F = loads due to weight or pressure of fluidsFp= factored loadfc = specified compressive strength of concrete, psi (MPa)fr= modulus of rupture, psi (MPa)fy= reinforcement yield stress, psi (MPa)GCp= external pressur

36、e coefficientGCpi= internal pressure coefficientH = horizontal line load or soil pressureh = panel thickness, in. (mm)Ie= importance factorIcr= cracked section moment of inertia, in.4(mm4)Ie= effective moment of inertia, in.4(mm4)American Concrete Institute Copyrighted Material www.concrete.org2 DES

37、IGN GUIDE FOR TILT-UP CONCRETE PANELS (ACI 551.2R-15)Kb= bending stiffness, in.-lb/in. (Nmm/mm)Kd= wind directionality factorKz= velocity pressure coefficient at height zKzt= topographic factorL = live loadLr= roof live load = vertical span of member between supportc= cantilever heightfloor= distanc

38、e from floor diaphragm to the bottom of panel, in. (mm)main= distance from main floor to bottom of panel, in. (mm)panel= distance from panel center of gravity to the bottom of panel, in. (mm)roof= distance from roof diaphragm to the bottom of panel, in. (mm)w= width of concrete section, in. (mm)Ma=

39、maximum moment at midheight of wall due to service lateral and eccentric vertical loads, including P- effects, in.-lb (Nmm)Mcr= moment causing flexural cracking of the concrete section, in.-lb (Nmm)Mmax= maximum moment occurring over the span of the panel due to uniform lateral loads, in.-lb (Nmm)Mn

40、= nominal moment strength at the midheight cross section due to service lateral and eccentric vertical loads only, in.-lb (Nmm)Mu= maximum factored combined bending moment, in.-lb (Nmm)Mua= maximum factored moment at midheight of wall due to lateral and eccentric vertical loads, not including P- eff

41、ects, in.-lb (Nmm)n = modular ratioP = applied axial load at top of panelP- = secondary moment caused by axial load P acting on a deflected shape with displacement , in.-lb (Nmm)Pcr= critical buckling loadPu= factored axial loadqz= effective velocity pressure at mean roof height z, lb/ft2(Nm2)R = ra

42、in load in 4.4R = vertical reaction at footing in 8.1R = seismic response modification coefficient in 8.4S = snow loadSDS= short-period design spectral response accelerationSMS= maximum considered spectral response accelerationSS= mapped short-period spectral accelerations = spacing of transverse sh

43、ear reinforcement, in. (mm)T = cumulative effects of temperature, creep, shrinkage, settlementVc= nominal shear strength of normalweight concrete, lb (N)Vfloor= floor diaphragm shear forceVn= total shear strength of the concrete section, lb (N)Vpanel= panel shear force (seismic onlyVR main = resisti

44、ng shear force at main floorVroof= roof diaphragm shear forceVs= nominal shear strength of the reinforcement, lb (N)W = wind loadWa= wind load based on serviceability wind speedWc= panel self-weightWfloor= weight of tributary floor structureWpanel= weight of panelWroof= weight of tributary roof stru

45、cturew = uniform lateral loadwc= factored self-weight of concrete wall panel above the basewu= factored uniform lateral load on elementz = mean roof heightb= moment magnification factorc= unit weight of concrete, lb/ft3(kg/m3)l= ratio of area of distributed longitudinal reinforce-ment to gross concr

46、ete area perpendicular to that reinforcementt= ratio of area of distributed transverse reinforce-ment to gross concrete area perpendicular to that reinforcement = strength reduction factori= initial deflection at midheight, in. (mm)max= maximum total deflection at midheight, in. (mm)n= maximum poten

47、tial deflection at midheight, in. (mm)s= maximum out-of-plane deflection due to service loads, including P- effects, in. (mm)2.2DefinitionsACI provides a comprehensive list of definitions through an online resource “ACI Concrete Terminology” at http:/www.concrete.org/store/productdetail.aspx?ItemID=

48、CT13. Definitions provided herein complement that pressive strengthmeasured maximum resistance of a concrete specimen to axial compressive loading; expressed as force per unit cross-sectional pressive stressstress directed toward the part on which it acts.connectiona region that joins two or more me

49、mbers.modulus of elasticityratio of normal stress to corre-sponding strain for tensile or compressive stress below the proportional limit of the material; also called elastic modulus, Youngs modulus, and Youngs modulus of elas-ticity; denoted by the symbol E.moment frameframe in which members and joints resist forces through flexure, shear, and axial tensile straintensile strain at nominal strength exclusive of strains due to effective pre