1、Report on Design and Construction of Steel Fiber-Reinforced Concrete Elevated SlabsReported by ACI Committee 544ACI 544.6R-15First PrintingSeptember 2015ISBN: 978-1-942727-32-3Report on Design and Construction of Steel Fiber-Reinforced Concrete Elevated SlabsCopyright by the American Concrete Instit
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11、s are gathered together 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.orgACI 544.6R-15Report on Design and Construction of Steel Fiber-Reinforced Concre
12、te Elevated SlabsReported by ACI Committee 544Barzin Mobasher,* ChairNeven Krstulovic-Opara, SecretaryClifford N. MacDonald, Membership SecretaryCorina-Maria AldeaNemkumar BanthiaJoaquim Oliveira Barros*Gordon B. BatsonVivek S. BindiganavilePeter H. BischoffJean-Philippe CharronXavier Destree*Ashish
13、 DubeyPhilip J. DyerMahmut EkenelGregor D. FischerDean P. ForgeronAntonio GallovichGraham T. GilbertVellore S. GopalaratnamAntonio J. GuerraRishi GuptaCarol D. HaysGeorge C. HoffAllen J. HulshizerAkm Anwarul IslamJohn JonesDavid A. LangeMaria Lopez de MurphyMichael A. MahoneyBruno MassicotteChristia
14、n MeyerNicholas C. Mitchell Jr.Gerald H. MortonAntoine E. Naaman*Jeffrey L. NovakMark E. PattonMax L. PorterJohn H. PyeVenkataswamy RamakrishnanKlaus Alexander RiederPierre RossiSurendra P. ShahKonstantin SobolevJim D. Speakman Sr.Peter C. TatnallHoussam A. ToutanjiGeorge J. VentaGary L. VondranKay
15、WilleRobert WojtysiakCarla V. YlandRobert C. ZellersLihe ZhangRonald F. ZolloConsulting MembersAshraf I. AhmedClaire G. BallHiram Price Ball Jr.Leonard W. BellArnon BenturAndrzej M. BrandtMark A. BuryJonas CarlswardZhi-Yuan ChenJames I. DanielSidney FreedmanBob GraceC. Geoffrey HampsonRoger L. Lacro
16、ixDavid R. LankardPritpal S. MangatWinston A. MarsdenHenry N. Marsh Jr.James R. McConaghyHenry J. MolloyDudley R. MorganDirk E. NemegeerMichael J. RoachMorris SchupackAke SkarendahlBen L.TilsenEldon G. TippingJean Francois Trottier_*Members who prepared this report.Chair of the task group who drafte
17、d this report.Deceased.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 reco
18、mmendations and who will accept responsibility for the application of the information it contains. ACI disclaims any and all responsibility for the stated principles. The Institute shall not be liable for any loss or damage arising there from. Reference to this document shall not be made in contract
19、 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 544.6R-15 was adopted and published September 2015.Copyright 2015, American Concrete
20、 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, written, or oral, or recording for sound or visual reproduc-tion or for use in any knowledge or re
21、trieval system or device, unless permission in writing is obtained from the copyright proprietors.Construction of slabs in areas with weak soil conditions has commonly used pile-supported slab structural design so that the adverse effects of soil-structure interaction in terms of differential settle
22、ment, cracking, or long-term serviceability problems are avoided. In this application, the construction of slabs on closely spaced pile caps (typical span-depth ratios between 8 and 30) is referred to as elevated ground slabs (EGSs). These slabs may be subjected to moderately high loading, such as c
23、oncentrated point loading of up to 44 kip (150 kN) and uniformly distributed loadings of 1000 lb/ft2(50 kN/m2). The dynamic loadings may be due to moving loads such as forklifts, travel lifts, and other material handling equipment. Fiber-reinforced concrete (FRC) has been successfully used to addres
24、s the structural design of these slabs. Based on the knowledge gained, the area has been extended to a construction practice for slabs supported by columns as well. Applications are further extended to multi-story building applications. This report addresses the methodology for analysis, design, and
25、 construction of steel FRC (SFRC) slabs supported on piles or columns (also called elevated SFRC E-SFRC). Sections of the report address the history, practice, applications, material testing, full-scale testing, and certifications. By compiling the practice and knowledge in the analysis design with
26、FRC materials, the steps in the design approach based on ultimate strength approach using two-way slab mechanisms are presented. The behavior of a two-way system may not require the flexural strength of conventional reinforced concrete (RC) because of redistribution, redundancy, and failure mechanis
27、ms.Methods of construction, curing, and full-scale testing of slabs are also presented. A high dosage of deformed steel fibers (85 to 170 1lb/yd350 to 100 kg/m3) is recommended as the primary method of reinforcement. Procedures for obtaining material properties from round panel tests and flexural te
28、sts are addressed, and finite element models for structural analysis of the slabs are discussed. Results of several full-scale testing procedures that are used for validation of the methods proposed are also presented.Keywords: ductility; durability; fiber-reinforced cement-based materials; fibers;
29、flexural strength; jointless slab; moment-curvature response; plastic shrinkage; reinforcing materials; shrinkage; shrinkage cracking; slab-on-ground; slab-on-piles; steel fibers; steel fiber-reinforced concrete; tough-ness; yield line analysis.CONTENTSCHAPTER 1INTRODUCTION, p. 21.1Introduction, p.
30、21.2Scope, p. 4CHAPTER 2NOTATION AND DEFINITIONS, p. 42.1Notation, p. 42.2Definitions, p. 4CHAPTER 3HISTORICAL DEVELOPMENT OF SLABS-ON-GROUND AND ELEVATED STEEL FIBER-REINFORCED CONCRETE SLAB SYSTEMS, p. 53.1Historical background, p. 53.2Advantages of G-SFRC and E-SFRC slab systems, p. 5CHAPTER 4CUR
31、RENT DESIGN METHODS AND CONSTRUCTION PRACTICES, p. 64.1Introduction, p. 64.2Existing standards and design methodologies, p. 64.3Slab dimensioning, fiber dosage rate, and typical loading conditions, p. 74.4Additional construction provisions, p. 84.5Limitations and areas of needed research, p. 9CHAPTE
32、R 5MATERIAL AND STRUCTURAL DUCTILITY, p. 105.1Introduction, p. 105.2Material ductility, p. 105.3Structural ductility, p. 105.4Two-way slab mechanism, p. 115.5Test methods applicable to design, p. 11CHAPTER 6DESIGN GUIDES FOR TENSILE STRAIN SOFTENING, DEFLECTION HARDENING MATERIALS, p. 126.1Structura
33、l analysis, p. 126.2Approaches to evaluate nominal flexural strength of E-SFRC slabs, p. 126.3Design of E-SFRC based on yield-line theory applied to slabs, p. 136.4Evaluation of load capacity of E-SFRC slabs, p. 166.5Examples, p. 18CHAPTER 7FULL-SCALE TESTING OF ELEVATED SLABS, p. 187.1Full-scale el
34、evated slab testing program available test results, p. 187.2Test program, p. 197.3Discussion of full-scale structural tests, p. 207.4Comparison of experimental load capacity and model computed values, p. 217.5Design verification numerical examples, p. 227.6Verification of punching shear of piles, p.
35、 23CHAPTER 8REFERENCES, p. 23Authored references, p. 23APPENDIXES, p. 26Appendix ANominal flexural strength of simply supported beam subjected to distributed loading, p. 26Appendix BNominal flexural strength of simply supported round slab subjected to center-point loading, p. 27Appendix CNominal fle
36、xural strength of interior panel of elevated slab under uniformly distributed load, p. 27Appendix DNominal flexural strength of corner panel of elevated slab under uniformly distributed load, p. 28Appendix ENominal flexural strength of interior panel of elevated slab under uniformly distributed load
37、 and line load, p. 29Appendix FNominal flexural strength of corner panel of elevated slab under uniformly distributed load and line load, p. 30Appendix GNominal flexural strength of elevated slab submitted to point load, p. 32Appendix HMoment capacity calculation based on post-cracking residual stre
38、ngth, p. 32Appendix IYield line analysis of round panel tests, p. 34Appendix JAllowable stresses at service conditions and shear failure criteria, p. 35Appendix KInfluence of Hon load-carrying capacity of an E-SFRC slab, p. 37CHAPTER 1INTRODUCTION1.1IntroductionSteel fibers have been used for over 5
39、0 years as reinforcement in many applications, such as heavily reinforced sections, shear-critical regions, slabs-on-ground, and pavements. A potential area of use of steel fibers is in the construction of slabs in areas with weak soil conditions where adverse effects due to soil-structure interacti
40、on, such as differential settlement, cracking, or long-term serviceability problems, can be treated by considering the fiber reinforcement effectiveness. In these cases, pile-supported slab structural designs have been commonly used and fiber reinforcement has shown tremendous promise. The use of st
41、eel fibers as reinforcement in these cases is due to practicality of installation, enhanced control of shrinkage cracks, durability, toughness, and cost savings in labor and equipment. The pile-supported continuous slabs are used in factories (industrial facilities), warehouses, and basements Americ
42、an Concrete Institute Copyrighted Material www.concrete.org2 DESIGN AND CONSTRUCTION OF STEEL FIBER-REINFORCED CONCRETE ELEVATED SLABS (ACI 544.6R-15)where any area underneath the slab is not considered to give vertical support to the slab. The practice has also been extended to slabs supported by c
43、olumns in the past 20 years. This report addresses the practice of using steel fiber-reinforced concrete (SFRC) in flat plates supported on piles, or columns.Elevated steel fiber-reinforced concrete (E-SFRC) slabs are also used as floors of multi-story buildings, with the fiber reinforcement serving
44、 as the primary flexural reinforcement. The use of E-SFRC slabs (Di Prisco et al. 2004; Destre 1995, 2000, 2004) can be categorized as follows:a) Pile-supported ground-level SFRC (G-SFRC) slabsb) Column-supported E-SFRC slabsThe design procedures proposed are different than the conventional reinforc
45、ed concrete (RC) calculations because the residual tensile strength of FRC is directly used in the calculations. Currently, flexural design of SFRC slabs or elements of rectangular sections is not currently covered by ACI 318. The mechanical characteristics of SFRC, defined in terms of residual tens
46、ile strength, its ductility and strain capacity, and its constructibility attributes, could make it an alternative technology to conventional RC. A direct comparison of cross-sectional moment capacity of SFRC to RC can be found in Mobasher (2011) and Soranakom and Mobasher (2008). While the efficien
47、cy of continuous reinforcing bars are superior to fiber-reinforced concrete (FRC) in terms of ultimate strength, proper design and understanding of structural behavior makes up for this disadvantage; the benefits of construction speed and efficiency are the beneficial aspects of the technology descr
48、ibed herein. It is noted that the behavior of a two-way system may not require the flexural strength of conventional RC because of redistribution, redundancy, and failure mechanisms.G-SFRC slabs contain no conventional reinforcement (as shown in Fig. 1.1a) because they are not likely to provoke a pr
49、ogressive collapse of the structural frame above them. E-SFRC slabs, however, contain a set of minimum continuity reinforcing barsalso referred to as anti-progressive collapse (APC) reinforcing barsrunning in the bottom of the slab from column to column in both directions (as shown in Fig. 1.1b). The floor in Fig. 1.1b is cast as a part of a five-story structure with 50,000 ft2(4645 m2) total floor space in Mondragon, Spain, with a 27 ft (8.2 m) span, 11 in. (279 mm) thick slab, and UDL of 140 lb/ft2(6703 Pa) using
