Aci 318 r 02 building code requirements for structural concrete

BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-02) AND COMMENTARY (ACI 318R-02) REPORTED BY ACI COMMITTEE 318 ACI Committee 318 Structural Building Code James R Cagley Chairman Craig E Barnes Florian G Barth Roger J Becker Kenneth B Bondy John E Breen Anthony P Chrest W Gene Corley Robert A Epifano Catherine W French Luis E Garcia Basile G Rabbat Secretary S K Ghosh Hershell Gill David P Gustafson James R Harris Neil M Hawkins C Raymond Hays Richard E Holguin Phillip J Iverson James O Jirsa Gary J Klein Cary S Kopczynski James Lefter H S Lew James G MacGregor John A Martin, Jr Leslie D Martin Robert F Mast Robert McCluer Richard C Meininger Jack P Moehle Glen M Ross Charles G Salmon Mete A Sozen Dean E Stephan Richard A Vognild* Joel S Weinstein James K Wight Loring A Wyllie, Jr Voting Subcommittee Members Ronald A Cook Richard W Furlong William L Gamble Roger Green Scott A Greer D Kirk Harman Terence C Holland Kenneth C Hover Michael E Kreger LeRoy A Lutz Joe Maffei Steven L McCabe Gerard J McGuire Peter P M Meza Denis Mitchell Suzanne D Nakaki Randall W Poston Julio A Ramirez Gajanan M Sabnis* John R Salmons David H Sanders Thomas C Schaeffer Stephen J Seguirant Roberto Stark Maher K Tadros John W Wallace Sharon L Wood Consulting Members Richard D Gaynor Jacob S Grossman John M Hanson Edward S Hoffman Francis J Jacques† Alan H Mattock Richard A Ramsey Irwin J Speyer *Retired † from committee before the final ballot Deceased ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document Policy Management Group at 1-800-451-1584 318/318R-2 ACI STANDARD/COMMITTEE REPORT ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document Policy Management Group at 1-800-451-1584 INTRODUCTION 318/318R-1 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-02) AND COMMENTARY (ACI 318R-02) REPORTED BY ACI COMMITTEE 318 The code portion of this document covers the proper design and construction of buildings of structural concrete The code has been written in such form that it may be adopted by reference in a general building code and earlier editions have been widely used in this manner Among the subjects covered are: drawings and specifications; inspection; materials; durability requirements; concrete quality, mixing, and placing; formwork; embedded pipes; construction joints; reinforcement details; analysis and design; strength and serviceability; flexural and axial loads; shear and torsion; development and splices of reinforcement; slab systems; walls; footings; precast concrete; composite flexural members; prestressed concrete; shells and folded plate members; strength evaluation of existing structures; special provisions for seismic design; structural plain concrete; strut-and-tie modeling in Appendix A; alternative design provisions in Appendix B; alternative load and strength-reduction factors in Appendix C; and anchoring to concrete in Appendix D The quality and testing of materials used in construction are covered by reference to the appropriate ASTM standard specifications Welding of reinforcement is covered by reference to the appropriate ANSI/AWS standard Because the ACI Building Code is written as a legal document so that it may be adopted by reference in a general building code, it cannot present background details or suggestions for carrying out its requirements or intent It is the function of this commentary to fill this need The commentary discusses some of the considerations of the committee in developing the code with emphasis given to the explanation of new or revised provisions that may be unfamiliar to code users References to much of the research data referred to in preparing the code are cited for the user desiring to study individual questions in greater detail Other documents that provide suggestions for carrying out the requirements of the code are also cited Keywords: admixtures; aggregates; anchorage (structural); beam-column frame; beams (supports); building codes; cements; cold weather construction; columns (supports); combined stress; composite construction (concrete and steel); composite construction (concrete to concrete); compressive strength; concrete construction; concretes; concrete slabs; construction joints; continuity (structural); contraction joints; cover; curing; deep beams; deflections; drawings; earthquake resistant structures; embedded service ducts; flexural strength; floors; folded plates; footings; formwork (construction); frames; hot weather construction; inspection; isolation joints; joints (junctions); joists; lightweight concretes; loads (forces); load tests (structural); materials; mixing; mix proportioning; modulus of elasticity; moments; pipe columns; pipes (tubing); placing; plain concrete; precast concrete; prestressed concrete; prestressing steels; quality control; reinforced concrete; reinforcing steels; roofs; serviceability; shear strength; shearwalls; shells (structural forms); spans; specifications; splicing; strength; strength analysis; stresses; structural analysis; structural concrete; structural design; structural integrity; T-beams; torsion; walls; water; welded wire fabric ACI 318-02 was adopted as a standard of the American Concrete Institute November 1, 2001 to supersede ACI 318-99 in accordance with the Institute’s standardization procedure A complete metric companion to ACI 318/318R has been developed, 318M/318RM; therefore no metric equivalents are included in this document any loss or damage arising therefrom Reference to this commentary shall not be made in contract documents If items found in this Commentary 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 Committee Reports, Guides, Standard Practices, and Commentaries are intended for guidance in planning, designing, executing, and inspecting construction This Commentary 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 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 Copyright  2002, 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 any electronic or mechanical device, printed or written or oral, or recording for sound or visual reproduction or for use in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Commentary Policy Management Group at 1-800-451-1584 318/318R-2 INTRODUCTION The 2002 ACI Building Code and Commentary are presented in a side-by-side column format, with code text placed in the left column and the corresponding commentary text aligned in the right column To further distinguish the Code from the Commentary, the Code has been printed in Helvetica, the same type face in which this paragraph is set Vertical lines in the margins indicate changes from ACI 318-99, including nontechnical changes such as a new section or equation number This paragraph is set in Times Roman, and all portions of the text exclusive to the Commentary are printed in this type face Commentary section numbers are preceded by an “R” to further distinguish them from Code section numbers Vertical lines in the margins indicate changes from ACI 318R-99, including nontechnical changes such as a new section or equation number This commentary discusses some of the considerations of Committee 318 in developing the provisions contained in “Building Code Requirements for Structural Concrete (ACI 318-02),” hereinafter called the code or the 2002 code Emphasis is given to the explanation of new or revised provisions that may be unfamiliar to code users In addition, comments are included for some items contained in previous editions of the code to make the present commentary independent of the commentary for ACI 318-99 Comments on specific provisions are made under the corresponding chapter and section numbers of the code The commentary is not intended to provide a complete historical background concerning the development of the ACI Building Code,* nor is it intended to provide a detailed résumé of the studies and research data reviewed by the committee in formulating the provisions of the code However, references to some of the research data are provided for those who wish to study the background material in depth As the name implies, “Building Code Requirements for Structural Concrete (ACI 318-02)” is meant to be used as part of a legally adopted building code and as such must differ in form and substance from documents that provide detailed specifications, recommended practice, complete design procedures, or design aids The code is intended to cover all buildings of the usual types, both large and small Requirements more stringent than the code provisions may be desirable for unusual construction The code and commentary cannot replace sound engineering knowledge, experience, and judgement A building code states only the minimum requirements necessary to provide for public health and safety The code is based on this principle For any structure, the owner or the structural designer may require the quality of materials and construction to be higher than the minimum requirements necessary to protect the public as stated in the code However, lower standards are not permitted * For a history of the ACI Building Code see Kerekes, Frank, and Reid, Harold B., Jr., “Fifty Years of Development in Building Code Requirements for Reinforced Concrete,” ACI JOURNAL, Proceedings V 50, No 6, Feb 1954, p 441 For a discussion of code philosophy, see Siess, Chester P., “Research, Building Codes, and Engineering Practice,” ACI JOURNAL, Proceedings V 56, No 5, May 1960, p 1105 COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, The commentary directs attention to other documents that provide suggestions for carrying out the requirements and intent of the code However, those documents and the commentary are not a part of the code The code has no legal status unless it is adopted by the government bodies having the police power to regulate building design and construction Where the code has not been adopted, it may serve as a reference to good practice even though it has no legal status The code provides a means of establishing minimum standards for acceptance of designs and construction by a legally appointed building official or his designated representatives The code and commentary are not intended for use in settling disputes between the owner, engineer, architect, contractor, or their agents, subcontractors, material suppliers, or testing agencies Therefore, the code cannot define the contract responsibility of each of the parties in usual construction General references requiring compliance with the code in the job specifications should be avoided since the contractor is rarely in a position to accept responsibility for design details or construction requirements that depend on a detailed knowledge of the design Generally, the drawings, specifications and contract documents should contain all of the necessary requirements to ensure compliance with the code In part, this can be accomplished by reference to specific code sections in the job specifications Other ACI publications, such as “Specifications for Structural Concrete (ACI 301)” are written specifically for use as contract documents for construction It is desirable to have testing and certification programs for the individual parties involved with the execution of work performed in accordance with this code Available for this purpose are the plant certification programs of the Precast/ Prestressed Concrete Institute, the Post-Tensioning Institute and the National Ready Mixed Concrete Association; the personnel certification programs of the American Concrete Institute and the Post-Tensioning Institute; and the Concrete Reinforcing Steel Institute’s Voluntary Certification Program for Fusion-Bonded Epoxy Coating Applicator Plants In addition, “Standard Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction” (ASTM E 329-00b) specifies performance requirements for inspection and testing agencies Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Commentary Policy Management Group at 1-800-451-1584 ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - INTRODUCTION INTRODUCTION Design reference materials illustrating applications of the code requirements may be found in the following documents The design aids listed may be obtained from the sponsoring organization Design aids: “ACI Design Handbook,” ACI Committee 340, Publication SP-17(97), American Concrete Institute, Farmington Hills, Mich., 1997, 482 pp (Provides tables and charts for design of eccentrically loaded columns by the Strength Design Method Provides design aids for use in the engineering design and analysis of reinforced concrete slab systems carrying loads by two-way action Design aids are also provided for the selection of slab thickness and for reinforcement required to control deformation and assure adequate shear and flexural strengths.) “ACI Detailing Manual—1994,” ACI Committee 315, Publication SP-66(94), American Concrete Institute, Farmington Hills, Mich., 1994, 244 pp (Includes the standard, ACI 315-92, and report, ACI 315R-94 Provides recommended methods and standards for preparing engineering drawings, typical details, and drawings placing reinforcing steel in reinforced concrete structures Separate sections define responsibilities of both engineer and reinforcing bar detailer.) “Guide to Durable Concrete (ACI 201.2R-92),” ACI Committee 201, American Concrete Institute, Farmington Hills, Mich., 1992, 41 pp (Describes specific types of concrete deterioration It contains a discussion of the mechanisms involved in deterioration and the recommended requirements for individual components of the concrete, quality considerations for concrete mixtures, construction procedures, and influences of the exposure environment Section R4.4.1 discusses the difference in chloride-ion limits between ACI 201.2R-92 and the code.) “Guide for the Design of Durable Parking Structures (362.1R-97),” ACI Committee 362, American Concrete Institute, Farmington Hills, Mich., 1997, 40 pp (Summarizes practical information regarding design of parking structures for durability It also includes information about design issues related to parking structure construction and maintenance.) “CRSI Handbook,” Concrete Reinforcing Steel Institute, Schaumburg, Ill., 8th Edition, 1996, 960 pp (Provides tabulated designs for structural elements and slab systems Design examples are provided to show the basis of and use of the load tables Tabulated designs are given for beams; square, round and rectangular columns; one-way slabs; and one-way joist construction The design tables for two-way slab systems include flat plates, flat slabs and waffle slabs The chapters on foundations provide design tables for square footings, pile caps, drilled piers (caissons) and cantilevered retaining walls Other design aids are presented for crack control; and development of reinforcement and lap splices.) ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, 318/318R-3 “Reinforcement Anchorages and Splices,” Concrete Reinforcing Steel Institute, Schaumberg, Ill., 4th Edition, 1997, 100 pp (Provides accepted practices in splicing reinforcement The use of lap splices, mechanical splices, and welded splices are described Design data are presented for development and lap splicing of reinforcement.) “Structural Welded Wire Reinforcement Manual of Standard Practice,” Wire Reinforcement Institute, Findlay, Ohio, 4th Edition, Apr 1992, 31 pp (Describes wire fabric material, gives nomenclature and wire size and weight tables Lists specifications and properties and manufacturing limitations Book has latest code requirements as code affects welded wire Also gives development length and splice length tables Manual contains customary units and soft metric units.) “Structural Welded Wire Reinforcement Detailing Manual,” Wire Reinforcement Institute, Findlay, Ohio, 1994, 252 pp (Updated with current technical fact sheets inserted.) The manual, in addition to including ACI 318 provisions and design aids, also includes: detailing guidance on welded wire reinforcement in oneway and two-way slabs; precast/prestressed concrete components; columns and beams; cast-in-place walls; and slabs-onground In addition, there are tables to compare areas and spacings of high-strength welded wire with conventional reinforcing “Strength Design of Reinforced Concrete Columns,” Portland Cement Association, Skokie, Ill., 1978, 48 pp (Provides design tables of column strength in terms of load in kips versus moment in ft-kips for concrete strength of 5000 psi and Grade 60 reinforcement Design examples are included Note that the PCA design tables not include the strength reduction factor φ in the tabulated values; Mu /φ and Pu /φ must be used when designing with this aid “PCI Design Handbook—Precast and Prestressed Concrete,” Precast/Prestressed Concrete Institute, Chicago, 5th Edition, 1999, 630 pp (Provides load tables for common industry products, and procedures for design and analysis of precast and prestressed elements and structures composed of these elements Provides design aids and examples.) “Design and Typical Details of Connections for Precast and Prestressed Concrete,” Precast/Prestressed Concrete Institute, Chicago, 2nd Edition, 1988, 270 pp (Updates available information on design of connections for both structural and architectural products, and presents a full spectrum of typical details Provides design aids and examples.) “PTI Post-Tensioning Manual,” Post-Tensioning Institute, Phoenix, 5th Edition, 1990, 406 pp (Provides comprehensive coverage of post-tensioning systems, specifications, and design aid construction concepts.) “PTI Design of Post-Tensioned Slabs,” Post-Tensioning Institute, Phoenix, 2nd Edition, Apr 1984, 56 pp (Illustrates application of the code requirements for design of one-way and two-way post-tensioned slabs Detailed design examples are presented.) Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Commentary Policy Management Group at 1-800-451-1584 318/318R-4 TABLE OF CONTENTS CONTENTS PART 1—GENERAL CHAPTER 1—GENERAL REQUIREMENTS 318-9 1.1—Scope 1.2—Drawings and specifications 1.3—Inspection 1.4—Approval of special systems of design or construction CHAPTER 2—DEFINITIONS 318-19 PART 2—STANDARDS FOR TESTS AND MATERIALS 3.5—Steel reinforcement 3.6—Admixtures 3.7—Storage of materials 3.8—Referenced standards 3.0—Notation 3.1—Tests of materials 3.2—Cements 3.3—Aggregates 3.4—Water PART 3—CONSTRUCTION REQUIREMENTS CHAPTER 4—DURABILITY REQUIREMENTS 318-41 4.0—Notation 4.1—Water-cementitious materials ratio 4.2—Freezing and thawing exposures 4.3—Sulfate exposures 4.4—Corrosion protection of reinforcement CHAPTER 5—CONCRETE QUALITY, MIXING, AND PLACING 318-47 5.0—Notation 5.1—General 5.2—Selection of concrete proportions 5.3—Proportioning on the basis of field experience or trial mixtures, or both 5.4—Proportioning without field experience or trial mixtures 5.5—Average strength reduction 5.6—Evaluation and acceptance of concrete 5.7—Preparation of equipment and place of deposit 5.8—Mixing 5.9—Conveying 5.10—Depositing 5.11—Curing 5.12—Cold weather requirements 5.13—Hot weather requirements CHAPTER 6—FORMWORK, EMBEDDED PIPES, AND CONSTRUCTION JOINTS 318-63 6.1—Design of formwork 6.2—Removal of forms, shores, and reshoring 6.3—Conduits and pipes embedded in concrete 6.4—Construction joints CHAPTER 7—DETAILS OF REINFORCEMENT 318-69 7.0—Notation 7.1—Standard hooks 7.2—Minimum bend diameters 7.3—Bending 7.4—Surface conditions of reinforcement 7.5—Placing reinforcement 7.6—Spacing limits for reinforcement COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, 7.7—Concrete protection for reinforcement 7.8—Special reinforcement details for columns 7.9—Connections 7.10—Lateral reinforcement for compression members 7.11—Lateral reinforcement for flexural members 7.12—Shrinkage and temperature reinforcement 7.13—Requirements for structural integrity Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Commentary Policy Management Group at 1-800-451-1584 ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - CHAPTER 3—MATERIALS 318-27 TABLE OF CONTENTS 318/318R-5 PART 4—GENERAL REQUIREMENTS CHAPTER 8—ANALYSIS AND DESIGN— GENERAL CONSIDERATIONS 318-85 8.0—Notation 8.1—Design methods 8.2—Loading 8.3—Methods of analysis 8.4—Redistribution of negative moments in continuous flexural members 8.5—Modulus of elasticity 8.6—Stiffness 8.7—Span length 8.8—Columns 8.9—Arrangement of live load 8.10—T-beam construction 8.11—Joist construction 8.12—Separate floor finish CHAPTER 9—STRENGTH AND SERVICEABILITY REQUIREMENTS .318-95 9.0—Notation 9.1—General 9.2—Required strength 9.3—Design strength 9.4—Design strength for reinforcement 9.5—Control of deflections CHAPTER 10—FLEXURE AND AXIAL LOADS 318-109 10.0—Notation 10.1—Scope 10.2—Design assumptions 10.3—General principles and requirements 10.4—Distance between lateral supports of flexural members 10.5—Minimum reinforcement of flexural members 10.6—Distribution of flexural reinforcement in beams and one-way slabs 10.7—Deep beams 10.8—Design dimensions for compression members 10.9—Limits for reinforcement of compression members 10.10—Slenderness effects in compression members 10.11—Magnified moments—General 10.12—Magnified moments—Nonsway frames 10.13—Magnified moments—Sway frames 10.14—Axially loaded members supporting slab system 10.15—Transmission of column loads through floor system 10.16—Composite compression members 10.17—Bearing strength CHAPTER 11—SHEAR AND TORSION 318-139 11.0—Notation 11.1—Shear strength 11.2—Lightweight concrete 11.3—Shear strength provided by concrete for nonprestressed members 11.4—Shear strength provided by concrete for prestressed members 11.5—Shear strength provided by shear reinforcement 11.6—Design for torsion 11.7—Shear-friction 11.8—Deep beams 11.9—Special provisions for brackets and corbels 11.10—Special provisions for walls 11.11—Transfer of moments to columns 11.12—Special provisions for slabs and footings CHAPTER 12—DEVELOPMENT AND SPLICES OF REINFORCEMENT 318-187 12.9—Development of prestressing strand 12.10—Development of flexural reinforcement—General 12.11—Development of positive moment reinforcement 12.12—Development of negative moment reinforcement 12.13—Development of web reinforcement 12.14—Splices of reinforcement—General 12.15—Splices of deformed bars and deformed wire in tension 12.16—Splices of deformed bars in compression 12.17—Special splice requirements for columns 12.18—Splices of welded deformed wire fabric in tension 12.19—Splices of welded plain wire fabric in tension 12.0—Notation 12.1—Development of reinforcement—General 12.2—Development of deformed bars and deformed wire in tension 12.3—Development of deformed bars and deformed wire in compression 12.4—Development of bundled bars 12.5—Development of standard hooks in tension 12.6—Mechanical anchorage 12.7—Development of welded deformed wire fabric in tension 12.8—Development of welded plain wire fabric in tension ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Commentary Policy Management Group at 1-800-451-1584 318/318R-6 TABLE OF CONTENTS PART 5—STRUCTURAL SYSTEMS OR ELEMENTS CHAPTER 13—TWO-WAY SLAB SYSTEMS 318-213 13.0—Notation 13.1—Scope 13.2—Definitions 13.3—Slab reinforcement 13.4—Openings in slab systems 13.5—Design procedures 13.6—Direct design method 13.7—Equivalent frame method CHAPTER 14—WALLS 318-233 14.0—Notation 14.1—Scope 14.2—General 14.3—Minimum reinforcement 14.4—Walls designed as compression members 14.5—Empirical design method 14.6—Nonbearing walls 14.7—Walls as grade beams 14.8—Alternative design of slender walls CHAPTER 15—FOOTINGS 318-241 15.0—Notation 15.1—Scope 15.2—Loads and reactions 15.3—Footings supporting circular or regular polygon shaped columns or pedestals 15.4—Moment in footings 15.5—Shear in footings 15.6—Development of reinforcement in footings 15.7—Minimum footing depth 15.8—Transfer of force at base of column, wall, or reinforced pedestal 15.9—Sloped or stepped footings 15.10—Combined footings and mats CHAPTER 16—PRECAST CONCRETE 318-249 16.0—Notation 16.1—Scope 16.2—General 16.3—Distribution of forces among members 16.4—Member design 16.5—Structural integrity 16.6—Connection and bearing design 16.7—Items embedded after concrete placement 16.8—Marking and identification 16.9—Handling 16.10—Strength evaluation of precast construction CHAPTER 17—COMPOSITE CONCRETE FLEXURAL MEMBERS 318-257 ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - 17.4—Vertical shear strength 17.5—Horizontal shear strength 17.6—Ties for horizontal shear 17.0—Notation 17.1—Scope 17.2—General 17.3—Shoring CHAPTER 18—PRESTRESSED CONCRETE 318-261 18.0—Notation 18.1—Scope 18.2—General 18.3—Design assumptions 18.4—Serviceability requirements—Flexural members 18.5—Permissible stresses in prestressing steel 18.6—Loss of prestress 18.7—Flexural strength 18.8—Limits for reinforcement of flexural members 18.9—Minimum bonded reinforcement 18.10—Statically indeterminate structures 18.11—Compression members—Combined flexure and axial loads COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, 18.12—Slab systems 18.13—Post-tensioned tendon anchorage zones 18.14—Design of anchorage zones for monostrand or single 5/8 in diameter bar tendons 18.15—Design of anchorage zones for multistrand tendons 18.16—Corrosion protection for unbonded tendons 18.17—Post-tensioning ducts 18.18—Grout for bonded tendons 18.19—Protection for prestressing steel 18.20—Application and measurement of prestressing force 18.21—Post-tensioning anchorages and couplers 18.22—External post-tensioning Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Commentary Policy Management Group at 1-800-451-1584 TABLE OF CONTENTS 318/318R-7 CHAPTER 19—SHELLS AND FOLDED PLATE MEMBERS 318-289 19.0—Notation 19.1—Scope and definitions 19.2—Analysis and design 19.3—Design strength of materials 19.4—Shell reinforcement 19.5—Construction PART 6—SPECIAL CONSIDERATIONS CHAPTER 20—STRENGTH EVALUATION OF EXISTING STRUCTURES 318-297 20.0—Notation 20.1—Strength evaluation—General 20.2—Determination of required dimensions and material properties 20.3—Load test procedure 20.4—Loading criteria 20.5—Acceptance criteria 20.6—Provision for lower load rating 20.7—Safety CHAPTER 21—SPECIAL PROVISIONS FOR SEISMIC DESIGN 318-303 21.0—Notation 21.1—Definitions 21.2—General requirements 21.3—Flexural members of special moment frames 21.4—Special moment frame members subjected to bending and axial load 21.5—Joints of special moment frames 21.6—Special moment frames constructed using precast concrete 21.7—Special reinforced concrete structural walls and coupling beams 21.8—Special structural walls constructed using precast concrete 21.9—Special diaphragms and trusses 21.10—Foundations 21.11—Frame members not proportioned to resist forces induced by earthquake motions 21.12—Requirements for intermediate moment frames 21.13—Intermediate precast structural walls PART 7—STRUCTURAL PLAIN CONCRETE CHAPTER 22—STRUCTURAL PLAIN CONCRETE 318-343 22.6—Walls 22.7—Footings 22.8—Pedestals 22.9—Precast members 22.10—Plain concrete in earthquake-resisting structures 22.0—Notation 22.1—Scope 22.2—Limitations 22.3—Joints 22.4—Design method 22.5—Strength design COMMENTARY REFERENCES 318-353 APPENDIXES APPENDIX A—STRUT-AND-TIE MODELS 318-369 A.0—Notation A.1—Definitions A.2—Strut-and-tie model design procedure A.3—Strength of struts A.4—Strength of ties A.5—Strength of nodal zones ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Commentary Policy Management Group at 1-800-451-1584 318/318R-8 TABLE OF CONTENTS ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - APPENDIX B—ALTERNATIVE PROVISIONS FOR REINFORCED AND PRESTRESSED CONCRETE FLEXURAL AND COMPRESSION MEMBERS .318-385 B.0—Notation B.1—Scope APPENDIX C—ALTERNATIVE LOAD AND STRENGTH REDUCTION FACTORS 318-393 C.1—General C.2—Required strength C.3—Design strength APPENDIX D—ANCHORING TO CONCRETE 318-399 D.0—Notation D.1—Definitions D.2—Scope D.3—General requirements D.4—General requirements for strength of anchors D.5—Design requirements for tensile loading D.6—Design requirements for shear loading D.7—Interaction of tensile and shear forces D.8—Required edge distances, spacings, and thicknesses to preclude splitting failure D.9—Installation of anchors APPENDIX E—NOTATION 318-427 APPENDIX F—STEEL REINFORCEMENT INFORMATION 318-437 INDEX .318-439 COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Commentary Policy Management Group at 1-800-451-1584 APPENDIX E clear cover from the nearest surface in tension to the surface of the flexural tension reinforcement, in., Chapter 10 cc = clear cover from the nearest surface in tension to the surface of the flexural tension steel, in., Chapter 18 Cm = a factor relating actual moment diagram to an equivalent uniform moment diagram, Chapter 10 cmax= the largest edge distance, in., Appendix D cmin= the smallest edge distance, in., Appendix D ct = dimension equal to the distance from the interior face of the column to the slab edge measured parallel to c1, but not exceeding c1, in., Chapter 21 c1 = size of rectangular or equivalent rectangular column, capital, or bracket measured in the direction of the span for which moments are being determined, in., Chapters 11, 13, 21 c1 = distance from the center of an anchor shaft to the edge of concrete in one direction, in.; where shear force is applied to anchor, c1 is in the direction of the shear force [See Fig RD.6.2(a)], Appendix D c2 = size of rectangular or equivalent rectangular column, capital, or bracket measured transverse to the direction of the span for which moments are being determined, in., Chapters 11, 13 c2 = distance from center of an anchor shaft to the edge of concrete in the direction orthogonal to c1, in., Appendix D d = distance from extreme compression fiber to centroid of tension reinforcement, in., Chapters 7-10, 12, Appendix B d = distance from extreme compression fiber to centroid of longitudinal tension reinforcement, but need not be less than 0.80h for circular sections and prestressed members, in., Chapter 11 d = distance from extreme compression fiber to centroid of tension reinforcement for entire composite section, in., Chapter 17 d = distance from extreme compression fiber to centroid of longitudinal tension reinforcement, in., Chapter 14 d = distance from extreme compression fiber to centroid of nonprestressed tension reinforcement, in., Chapter 18 d = effective depth of section, in., Chapter 21 d = distance from extreme compression fiber to centroid of longitudinal tension reinforcement, in., Appendix A d ′ = distance from extreme compression fiber to centroid of compression reinforcement, in., Chapter 18, Appendix B D = dead loads, or related internal moments and COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, forces, Chapters 9, 18, 20 nominal diameter of bar, wire, or prestressing strand, in., Chapters 7, 12 db = bar diameter, in., Chapter 21 = outside diameter of anchor or shaft diameter of headed stud, headed bolt, or hooked bolt, in (See also D.8.4), Appendix D do′ = value substituted for when an oversized anchor is used, in (See D.8.4), Appendix D dp = diameter of pile at footing base, in., Chapter 15 dp = distance from extreme compression fiber to centroid of prestressed reinforcement, in., Chapter 18 ds = distance from extreme tension fiber to centroid of tension reinforcement, in., Chapter 9, Appendix B dt = distance from extreme compression fiber to extreme tension steel, in., Chapters 9, 10 e = base of Napierian logarithms, Chapter 18 E = load effects of earthquake, or related internal moments and forces, Chapters 9, 21 Ec = modulus of elasticity of concrete, psi See 8.5.1, Chapters 8-10, 14, 19 Ecb = modulus of elasticity of beam concrete, psi, Chapter 13 Ecs = modulus of elasticity of slab concrete, psi, Chapter 13 eh = distance from the inner surface of the shaft of a J- or L-bolt to the outer tip of the J- or L-bolt, in., Appendix D EI = flexural stiffness of compression member See Eq (10-12) and Eq (10-13), in.2-lb, Chapter 10 eN ′ = eccentricity of normal force on a group of anchors; the distance between the resultant tension load on a group of anchors in tension and the centroid of the group of anchors loaded in tension, in.; eN ′ is always positive [See Fig RD.5.2(b) and (c)], Appendix D Es = modulus of elasticity of reinforcement, psi See 8.5.2 and 8.5.3, Chapters 8, 10 eV′ = eccentricity of shear force on a group of anchors; the distance between the point of shear force application and the centroid of the group of anchors resisting shear in the direction of the applied shear, in., Appendix D F = loads due to weight and pressures of fluids with well-defined densities and controllable maximum heights, or related internal moments and forces, Chapter f c ′ = square root of specified compressive strength of concrete, psi, Chapters 9, 11, 12, 18, 19, 21, 22 fc′ = specified compressive strength of concrete, psi, Chapters 4, 5, 8-12, 14, 18-22, Appendixes A, B, D db = Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Group Commentary Policy Management at 1-800-451-1584 ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - cc = 318/318R-429 318/318R-430 APPENDIX E fci′ = square root of compressive strength of concrete at time of initial prestress, psi, Chapter 18 fci′ = compressive strength of concrete at time of initial prestress, psi, Chapters 7, 18 f cr′ = required average compressive strength of concrete used as the basis for selection of concrete proportions, psi, Chapter fct = average splitting tensile strength of lightweight aggregate concrete, psi, Chapters 5, 8, 9, 11, 12, 22 fct = specified tensile strength of concrete, psi, Appendix D fcu = effective compressive strength of the concrete in a strut or a nodal zone, psi, Appendix A fd = stress due to unfactored dead load, at extreme fiber of section where tensile stress is caused by externally applied loads, psi, Chapter 11 fdc = decompression stress Stress in the prestressing steel when stress is zero in the concrete at the same level as the centroid of the tendons, psi, Chapter 18 Fn = nominal strength of a strut, tie, or nodal zone, lb, Appendix A Fnn = nominal strength of a face of a nodal zone, lb, Appendix A Fns = nominal strength of a strut, lb, Appendix A Fnt = nominal strength of a tie, lb, Appendix A fpc = compressive stress in concrete (after allowance for all prestress losses) at centroid of cross section resisting externally applied loads or at junction of web and flange when the centroid lies within the flange, psi (In a composite member, fpc is resultant compressive stress at centroid of composite section, or at junction of web and flange when the centroid lies within the flange, due to both prestress and moments resisted by precast member acting alone), Chapter 11 fpc = average compressive stress in concrete due to effective prestress force only (after allowance for all prestress losses), psi, Chapter 18 fpe = compressive stress in concrete due to effective prestress forces only (after allowance for all prestress losses) at extreme fiber of section where tensile stress is caused by externally applied loads, psi, Chapter 11 fps = stress in prestressed reinforcement at nominal strength, ksi, Chapters 12, 18 fpu = specified tensile strength of prestressing steel, psi, Chapters 11, 18 fpy = specified yield strength of prestressing steel, psi, Chapter 18 fr = modulus of rupture of concrete, psi, see 9.5.2.3, Chapter 18, Appendix D fs fs′ = fse = fse = fse = ft = ft = Fu = fut = futsl = fy = fy = fy = fyh = fyh = fyl = fyt = fyv = h = h h ht h = = = = H = hc = ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, = calculated stress in reinforcement at service loads, ksi, Chapter 10 stress in compression reinforcement, psi, Appendix A effective stress in prestressed reinforcement (after allowance for all prestress losses), psi, Chapter 18 effective stress in prestressed reinforcement (after allowance for all prestress losses), ksi, Chapter 12 effective stress after losses in prestressed reinforcement, psi, Appendix A extreme fiber stress in tension in the precompressed tensile zone, computed using gross section properties, psi, Chapter 18 calculated concrete tensile stress in a region of a member, psi, Appendix D factored force acting in a strut, tie, bearing area, or nodal zone in a strut-and-tie model, lb, Appendix A specified tensile strength of anchor steel, psi, Appendix D specified tensile strength of anchor sleeve, psi, Appendix D specified yield strength of reinforcement, psi, Chapter 21 specified yield strength of anchor steel, psi, Appendix D specified yield strength of nonprestressed reinforcement, psi, Chapters 3, 7-12, 14, 18, 19, Appendixes A, B specified yield strength of circular tie, hoop, or spiral reinforcement, psi, Chapter 11 specified yield strength of transverse reinforcement, psi, Chapter 21 yield strength of longitudinal torsional reinforcement, psi, Chapter 11 specified yield strength of transverse reinforcement, psi, Chapter 12 yield strength of closed transverse torsional reinforcement, psi, Chapter 11 overall thickness of member, in., Chapters 914, 17, 18, 20-22, Appendix B thickness of shell or folded plate, in., Chapter 19 height of member, in., Appendix A effective height of tie, in., Appendix A thickness of member in which an anchor is anchored, measured parallel to anchor axis, in., Appendix D loads due to weight and pressure of soil, water in soil, or other materials, or related internal moments and forces, Chapter cross-sectional dimension of column core measured center-to-center of confining reinforcement, in., Chapter 21 Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Commentary Policy Management Group at 1-800-451-1584 APPENDIX E hef = hv = hw = hw = hx = I = Ib = Icr = Ie = Ig = Is = = Ise = It = k = k = k K = = kcp = Kt = Ktr = = l = l l = = = effective anchor embedment depth, in (See D.8.5 and Fig RD.1), Appendix D total depth of shearhead cross section, in., Chapter 11 total height of wall from base to top, in., Chapter 11 height of entire wall or of the segment of wall considered, in., Chapter 21 maximum horizontal spacing of hoop or crosstie legs on all faces of the column, in., Chapter 21 moment of inertia of section resisting externally applied factored loads, in.4, Chapter 11 moment of inertia about centroidal axis of gross section of beam as defined in 13.2.4, in.4, Chapter 13 moment of inertia of cracked section transformed to concrete, in.4 , Chapters 9, 14 effective moment of inertia for computation of deflection, in.4, Chapters 9, 14 moment of inertia of gross concrete section about centroidal axis, neglecting reinforcement, in.4,Chapters 9, 10 moment of inertia about centroidal axis of gross section of slab, in.4 h3/12 times width of slab defined in notations α and βt, Chapter 13 moment of inertia of reinforcement about centroidal axis of member cross section, in.4, Chapter 10 moment of inertia of structural steel shape, pipe, or tubing about centroidal axis of composite member cross section, in.4, Chapter 10 effective length factor for compression members, Chapter 10 coefficient for basic concrete breakout strength in tension, Appendix D effective length factor, Chapter 14 wobble friction coefficient per foot of tendon, Chapter 18 coefficient for pryout strength, Appendix D torsional stiffness of torsional member; moment per unit rotation See R13.7.5., Chapter 13 transverse reinforcement index A tr f yt (constant 1500 carries the unit lb/in.2), 1500sn Chapter 12 span length of beam or one-way slab, as defined in 8.7; clear projection of cantilever, in., Chapter clear span, in., Chapter 16 load bearing length of anchor for shear, not to exceed 8do , in., Appendix D hef for anchors with a constant stiffness over 318/318R-431 = L = la = lc = lc = ld ld = = ld = ld = ldc = ldh = ldh = lhb = ln = ln ln = = ln = ln = lo = Lr = lt = the full length of the embedded section, such as headed studs or post-installed anchors with one tubular shell over the full length of the embedment depth, Appendix D 2do for torque-controlled expansion anchors with a distance sleeve separated from the expansion sleeve, Appendix D live loads, or related internal moments and forces, Chapters 9, 18, 20 additional embedment length at support or at point of inflection, in., Chapter 12 length of compression member in a frame, measured from center to center of the joints in the frame, in., Chapter 10 vertical distance between supports, in., Chapters 14, 22 development length, in, Chapters 7, 12 development length for a straight bar, in., Chapter 21 development length of deformed bars and deformed wire in tension in., Chapter 12 development length, in., Chapter 18 development length of deformed bars and deformed wire in compression, in., Chapter 12 development length of standard hook in tension, measured from critical section to outside end of hook (straight embedment length between critical section and start of hook [point of tangency] plus radius of bend and one bar diameter), in., Chapter 12 development length for a bar with a standard hook as defined in Eq (21-6), in., Chapter 21 basic development length of standard hook in tension, in., Chapter 12 length of clear span in long direction of two-way construction, measured face-to-face of supports in slabs without beams and face-to-face of beams or other supports in other cases, in., Chapter clear span, in., Appendix A length of clear span in direction that moments are being determined, measured face-to-face of supports, in., Chapter 13 clear span measured face-to-face of supports, in., Chapters 11, 21 clear span for positive moment or shear and average of adjacent clear spans for negative moment, Chapter minimum length, measured from joint face along axis of structural member, over which transverse reinforcement must be provided, in., Chapter 21 roof live load, or related internal moments and forces, Chapter span of member under load test, in (the shorter span for two-way slab systems) Span ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Group Commentary Policy Management at 1-800-451-1584 318/318R-432 APPENDIX E ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - is the smaller of (a) distance between centers of supports, and (b) clear distance between supports plus thickness h of member In Eq (20-1), span for a cantilever shall be taken as twice the distance from support to cantilever end, Chapter 20 lu = unsupported length of compression member, in., Chapter 10 lv = length of shearhead arm from centroid of concentrated load or reaction, in., Chapter 11 lw = horizontal length of wall, in., Chapters 11, 14 lw = length of entire wall or of segment of wall considered in direction of shear force, in., Chapter 21 lx = length of prestressing steel element from jacking end to any point x, ft See Eq (18-1) and (18-2), Chapter 18 l1 = length of span in direction that moments are being determined, measured center-to-center of supports, in., Chapter 13 l2 = length of span transverse to l1, measured center-to-center of supports See also 13.6.2.3 and 13.6.2.4, in., Chapter 13 M = maximum unfactored moment due to service loads, including P∆ effects, in.-lb, Chapter 14 Ma = maximum moment in member at stage deflection is computed, in.-lb, Chapters 9, 14 Mc = factored moment to be used for design of compression member, in.-lb, Chapter 10 Mc = moment at the face of the joint, corresponding to the nominal flexural strength of the column framing into that joint, calculated for the factored axial force, consistent with the direction of the lateral forces considered, resulting in the lowest flexural strength, in.-lb See 21.4.2.2, Chapter 21 Mcr = moment causing flexural cracking at section due to externally applied loads See 11.4.2.1, Chapters, 11, 14 Mcr = cracking moment, in See 9.5.2.3, Chapter Mg = moment at the face of the joint, corresponding to the nominal flexural strength of the girder including slab where in tension, framing into that joint, in.-lb See 21.4.2.2, Chapter 21 Mm = modified moment, in.-lb, Chapter 11 Mmax = maximum factored moment at section due to externally applied loads, in.-lb, Chapter 11 Mn = nominal moment strength at section, in.-lb = Asfy (d – a/2), Chapter 12 Mn = nominal moment strength at section, in.-lb, Chapters 14, 22 Mo = total factored static moment, in.-lb, Chapter 13 Mp = required plastic moment strength of shearhead cross section, in.-lb, Chapter 11 Mpr = probable flexural strength of members, with or without axial load, determined using the properties of the member at the joint faces assumCOPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, ing a tensile strength in the longitudinal bars of at least 1.25fy and a strength reduction factor φ of 1.0, in.-lb, Chapter 21 Ms = moment due to loads causing appreciable sway, in.-lb, Chapter 10 Ms = portion of slab moment balanced by support moment, in.-lb, Chapter 21 Msa = maximum unfactored applied moment due to service loads, not including P∆ effects, in.-lb, Chapter 14 Mu = factored moment at section, in.-lb, Chapters 10, 11, 13, 21, 22 Mu = factored moment at section including P∆ effects, in.-lb, Chapter 14 Mua = moment at the midheight section of the wall due to factored lateral and eccentric vertical loads, in.-lb, Chapter 14 Mv = moment resistance contributed by shearhead reinforcement, in.-lb, Chapter 11 M1 = smaller factored end moment on a compression member, positive if member is bent in single curvature, negative if bent in double curvature, in.-lb, Chapter 10 M1ns= factored end moment on a compression member at the end at which M1 acts, due to loads that cause no appreciable sidesway, calculated using a first-order elastic frame analysis, in.-lb, Chapter 10 M1s = factored end moment on compression member at the end at which M1 acts, due to loads that cause appreciable sidesway, calculated using a first-order elastic frame analysis, in.-lb, Chapter 10 M2 = larger factored end moment on compression member, always positive, in.-lb, Chapter 10 M2,min =minimum value of M2, in.-lb, Chapter 10 M2ns= factored end moment on compression member at the end at which M2 acts, due to loads that cause no appreciable sidesway, calculated using a first-order elastic frame analysis, in.-lb, Chapter 10 M2s = factored end moment on compression member at the end at which M2 acts, due to loads that cause appreciable sidesway, calculated using a first-order elastic frame n = number of bars or wires being spliced or developed along the plane of splitting, Chapter 12 n = modular ratio of elasticity, but not less than = Es /Ec, Chapter 14 n = number of monostrand anchorage devices in a group, Chapter 18 n = number of anchors in a group, Appendix D Nb = basic concrete breakout strength in tension of a single anchor in cracked concrete, as defined in D.5.2.2, lb, Appendix D Nc = tensile force in concrete due to unfactored Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Commentary Policy Management Group at 1-800-451-1584 APPENDIX E dead load plus live load (D + L), lb, Chapter 18 nominal concrete breakout strength in tension of a single anchor, as defined in D.5.2.1, lb, Appendix D Ncbg= nominal concrete breakout strength in tension of a group of anchors, as defined in D.5.2.1, lb, Appendix D Nn = nominal strength in tension, lb, Appendix D Np = pullout strength in tension of a single anchor in cracked concrete, as defined in D.5.3.4 or D.5.3.5, lb, Appendix D Npn = nominal pullout strength in tension of a single anchor, as defined in D.5.3.1, lb, Appendix D Ns = nominal strength of a single anchor or group of anchors in tension as governed by the steel strength, as defined in D.5.1.1 or D.5.1.2, lb, Appendix D Nsb = side-face blowout strength of a single anchor, lb, Appendix D Nsbg= side-face blowout strength of a group of anchors, lb, Appendix D Nu = factored tensile load, lb, Appendix D Nu = factored axial load normal to cross section occurring simultaneously with Vu or Tu ; to be taken as positive for compression, lb, Chapter 11 Nuc = factored tensile force applied at top of bracket or corbel acting simultaneously with Vu , to be taken as positive for tension, lb, Chapter 11 Pb = nominal axial load strength at balanced strain conditions, lb See 10.3.2, Chapters 9, 10, Appendix B Pc = critical load, lb See Eq (10-10), Chapter 10 pcp = outside perimeter of the concrete cross section, in See 11.6.1, Chapter 11 ph = perimeter of centerline of outermost closed transverse torsional reinforcement, in., Chapter 11 Pn = nominal strength of cross section subject to compression, lb, Chapter 22 Pn = nominal axial load strength at given eccentricity, lb, Chapters 9, 10, Appendix B Po = nominal axial load strength at zero eccentricity, lb, Chapter 10 Pnw = nominal axial load strength of wall designed by 22.6.5, lb, Chapter 22 Pnw = nominal axial load strength of wall designed by 14.4, lb, Chapter 14 Ps = unfactored axial load at the design (midheight) section including effects of self-weight, lb, Chapter 14 Ps = prestressing force at jacking end, lb, Chapter 18 Psu = factored prestressing force at the anchorage device, lb, Chapter 18 Pu = factored axial load at given eccentricity, lb Ncb = COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, 318/318R-433 Pu = Px = Q = r = R = s s = = s = s = s = s = s = s S = = S = Se = si = Sn so = so = ssk = sw = sx = Sy = ≤ φ Pn, Chapter 10 factored axial load, lb, Chapter 14 prestressing force at any point x, lb, Chapter 18 stability index for a story See 10.11.4, Chapter 10 radius of gyration of cross section of a compression member, in., Chapter 10 rain load, or related internal moments and forces, Chapter standard deviation, psi, Chapter spacing of shear or torsion reinforcement in direction parallel to longitudinal reinforcement, in., Chapter 11 maximum center-to-center spacing of transverse reinforcement within ld, in., Chapter 12 center-to-center spacing of flexural tension reinforcement nearest to the extreme tension face, in (where there is only one bar or wire nearest to the extreme tension face, s is the width of the extreme tension face.), Chapter 10 spacing of transverse reinforcement measured along the longitudinal axis of the structural member, in., Chapter 21 spacing of ties measured along the longitudinal axis of the member, in., Chapter 17 center-to-center spacing of flexural tension steel near the extreme tension face, in Where there is only one bar or tendon near the extreme tension face, s is the width of extreme tension face, Chapter 18 anchor center-to-center spacing, in., Appendix D snow load, or related internal moments and forces, Chapter elastic section modulus of section, in.3, Chapter 22 moment, shear, or axial force at connection corresponding with development of probable strength at intended yield locations, based on the governing mechanism of inelastic lateral deformation, considering both gravity and earthquake load effects, Chapter 21 spacing of reinforcement in the ith layer adjacent to the surface of the member, in., Appendix A nominal flexural, shear, or axial strength of the connection, Chapter 21 maximum spacing of transverse reinforcement, in., Chapter 21 spacing of the outer anchors along the edge in a group, in., Appendix D spacing of skin reinforcement, in., Chapter 10 spacing of wire to be developed or spliced, in., Chapter 12 longitudinal spacing of transverse reinforcement within the length lo, in., Chapter 21 yield strength of connection, based on fy, for moment, shear, or axial force, Chapter 21 ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Group Commentary Policy Management at 1-800-451-1584 318/318R-434 s1 = s2 = t = t T = = Tn = Tu = U = Vb = Vc = Vcb = Vcbg= Vci = Vcp = Vcw = Vd = Ve = Vi = Vn = = Vn = Vnh = Vp = Vs = Vs = APPENDIX E spacing of vertical reinforcement in wall, in., Chapter 11 spacing of shear or torsion reinforcement in direction perpendicular to longitudinal reinforcement—or spacing of horizontal reinforcement in wall, in., Chapter 11 thickness of a wall of a hollow section, in., Chapter 11 thickness of washer or plate, in., Appendix D cumulative effect of temperature, creep, shrinkage, differential settlement, and shrinkage-compensating concrete, Chapter nominal torsional moment strength, in.-lb, Chapter 11 factored torsional moment at section, in.-lb, Chapter 11 required strength to resist factored loads or related internal moments and forces, Chapter basic concrete breakout strength in shear of a single anchor in cracked concrete, as defined in D.6.2.2 or D.6.2.3, lb, Appendix D nominal shear strength provided by concrete, lb, See 11.12.2.1, Chapters 8, 11, 13, 21 nominal concrete breakout strength in shear of a single anchor, as defined in D.6.2.1, lb, Appendix D nominal concrete breakout strength in shear of a group of anchors, as defined in D.6.2.1, lb, Appendix D nominal shear strength provided by concrete when diagonal cracking results from combined shear and moment, lb, Chapter 11 nominal concrete pryout strength, as defined in D.6.3, lb, Appendix D nominal shear strength provided by concrete when diagonal cracking results from excessive principal tensile stress in web, lb, Chapter 11 shear force at section due to unfactored dead load, lb, Chapter 11 design shear force determined from 21.3.4.1 or 21.4.5.1, lb, Chapter 21 factored shear force at section due to externally applied loads occurring simultaneously with Mmax, lb, Chapter 11 nominal shear strength, lb, Chapters 11, 21, Appendix C nominal shear stress, psi See 11.12.6.2, Chapter 11 nominal shear strength at section, lb, Chapter 22 nominal horizontal shear strength, lb, Chapter 17 vertical component of effective prestress force at section, lb, Chapter 11 nominal shear strength provided by shear reinforcement, lb, Chapter 11 nominal strength in shear of a single anchor or COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Vu = Vu = Vu = W = wc wd wl wu = = = = wu = x = y = yt = α = α = α = = α = α = αc = αf = αm = αs = αv = α1 = α2 = β = β group of anchors as governed by the steel strength, as defined in D.6.1.1 or D.6.1.2, lb, Appendix D factored shear force at section, lb, Chapters 11-13, 17, 21 factored shear load, lb, Appendix D factored horizontal shear in a story, lb, Chapter 10 wind load, or related internal moments and forces, Chapter unit weight of concrete, lb/ft3 , Chapters 8, factored dead load per unit area, Chapter 13 factored live load per unit area, Chapter 13 factored load per unit length of beam or per unit area of slab, Chapter factored load per unit area, Chapter 13 shorter overall dimension of rectangular part of cross section, in., Chapter 13 longer overall dimension of rectangular part of cross section, in., Chapter 13 distance from centroidal axis of gross section, neglecting reinforcement, to extreme fiber in tension, in., Chapters 9, 11 angle between inclined stirrups and longitudinal axis of member, Chapter 11 reinforcement location factor See 12.2.4, Chapter 12 ratio of flexural stiffness of beam section to flexural stiffness of a width of slab bounded laterally by centerlines of adjacent panels (if any) on each side of the beam, Chapter 13 E cb I b E cs I s total angular change of tendon profile in radians from tendon jacking end to any point x, Chapter 18 angle between the diagonal reinforcement and the longitudinal axis of a diagonally reinforced coupling beam, Chapter 21 coefficient defining the relative contribution of concrete strength to wall strength See Eq (217), Chapter 21 angle between shear-friction reinforcement and shear plane, Chapter 11 average value of α for all beams on edges of a panel, Chapter constant used to compute Vc in slabs and footings, Chapter 11 ratio of flexural stiffness of shearhead arm to that of the surrounding composite slab section See 11.12.4.5, Chapter 11 α in direction of l1, Chapter 13 α in direction of l2, Chapter 13 ratio of clear spans in long to short direction of two-way slabs, Chapter coating factor See 12.2.4, Chapter 12 ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - = Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document Policy Management Group at 1-800-451-1584 ACI 318 Building Code and Commentary APPENDIX E = βb = β1 = βc = βd = βn = βp = βs = βt = = γi = γ = γf = γp = = = = γv = = δns = ratio of long side to short side of footing, Chapter 15 ratio of area of reinforcement cut off to total area of tension reinforcement at section, Chapter 12 factor defined in 10.2.7.3, Chapters 8, 10, 18, Appendixes A, B ratio of long side to short side of concentrated load or reaction area, Chapters 11, 22 (a) for nonsway frames, βd is the ratio of the maximum factored axial sustained load to the maximum factored axial load associated with the same load combination; (b) for sway frames, except as required in (c) of this definition, βd is the ratio of the maximum factored sustained shear within a story to the maximum factored shear in that story; and (c) for stability checks of sway frames carried out in accordance with 10.13.6, β d is the ratio of the maximum factored sustained axial load to the maximum factored axial load, Chapter 10 factor to account for the effect of the anchorage of ties on the effective compressive strength of a nodal zone, Appendix A constant used to compute Vc in prestressed slabs, Chapter 11 factor to account for the effect of cracking and confining reinforcement on the effective compressive strength of the concrete in a strut, Appendix A ratio of torsional stiffness of edge beam section to flexural stiffness of a width of slab equal to span length of beam, center-to-center of supports, Chapters 9, 13 E cb C 2E cs I s angle between the axis of a strut and the bars in the ith layer of reinforcement crossing that strut, Appendix A reinforcement size factor See 12.2.4, Chapter 12 fraction of unbalanced moment transferred by flexure at slab-column connections See 13.5.3.2, Chapters 11, 13 factor for type of prestressing steel, Chapter 18 0.55 for fpy / fpu not less than 0.80 0.40 for fpy / fpu not less than 0.85 0.28 for fpy / fpu not less than 0.90 fraction of unbalanced moment transferred by eccentricity of shear at slab-column connections See 11.12.6.1, Chapters 11, 13 – γf moment magnification factor for frames braced against sidesway, to reflect effects of member curvature between ends of compres- COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, sion member, Chapter 10 moment magnification factor for frames not braced against sidesway, to reflect lateral drift resulting from lateral and gravity loads, Chapter 10 δu = design displacement, in., Chapter 21 ε t = net tensile strain in extreme tension steel at nominal strength, Chapters 8-10 ∆fmax= maximum deflection measured during the second test relative to the position of the structure at the beginning of the second test, in See Eq (20-3), Chapter 20 ∆fp = increase in stress in prestressing steel due to factored loads, psi, Appendix A ∆fps= stressing in prestressing steel at service loads less decompression stress, ksi, Chapter 18 ∆max= measured maximum deflection, in See Eq (20-1), Chapter 20 ∆o = relative lateral deflection between the top and bottom of a story due to Vu , computed using a first-order elastic frame analysis and stiffness values satisfying 10.11.1, in., Chapter 10 ∆rmax= measured residual deflection, in See Eq (202) and (20-3), Chapter 20 ∆s = maximum deflection at or near midheight due to service loads, in., Chapter 14 ∆u = deflection at midheight of wall due to factored loads, in., Chapter 14 ε s = the strain in the longitudinal reinforcement in a compression zone or a longitudinally reinforced strut, Appendix A η = number of identical arms of shearhead, Chapter 11 θ = angle of compression diagonals in truss analogy for torsion, Chapter 11 θ = angle between the axis of a strut or compression field and the tension chord of the member, Appendix A λ = lightweight aggregate concrete factor See 12.2.4, Chapter 12 λ = multiplier for additional long-term deflection as defined in 9.5.2.5, Chapter λ = correction factor related to unit weight of concrete See 11.7.4.3, Chapters 11, 17, 18, Appendix A µ = curvature friction coefficient, Chapter 18 µ = coefficient of friction See 11.7.4.3, Chapter 11 ξ = time-dependent factor for sustained load See 9.5.2.5, Chapter ρ = ratio of nonprestressed tension reinforcement = As /bd Chapters 8-11, 13, 18, 21, Appendix B ρ = ratio of tension reinforcement = As /(lwd), Chapter 14 ρ′ = ratio of nonprestressed compression reinforcement δs = Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Group Commentary Policy Management at 1-800-451-1584 ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - β 318/318R-435 318/318R-436 = ρ′ = = ρb = ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - ρg = ρh = ρn = ρn = ρp = = ρs = ρs = ρv = = ρv = ρw = φ = φK = ψ1 = ψ2 = ψ3 = ψ4 = ψ5 = APPENDIX E As′/bd, Chapters 8, 9, Appendix B ratio of compression reinforcement As′/bd, Chapter 18 reinforcement ratio producing balanced strain conditions See 10.3.2, Chapters 8-10, 13, 14, Appendix B ratio of total reinforcement area to cross-sectional area of column, Chapter 21 ratio of horizontal shear reinforcement area to gross concrete area of vertical section, Chapter 11 ratio of vertical shear reinforcement area to gross concrete area of horizontal section, Chapter 11 ratio of area of distributed reinforcement parallel to the plane of Acv to gross concrete area perpendicular to that reinforcement, Chapter 21 ratio of prestressed reinforcement Aps /bdp , Chapter 18 ratio of volume of spiral reinforcement to total volume of core (out-to-out of spirals) of a spirally reinforced compression member, Chapter 10 ratio of volume of spiral reinforcement to the core volume confined by the spiral reinforcement (measured out-to-out), Chapter 21 ratio of tie reinforcement area to area of contact surface, Chapter 17 Av /bv s ratio of area of distributed reinforcement perpendicular to the plane of Acv to gross concrete area Acv, Chapter 21 As /bwd, Chapter 11 strength reduction factor, Chapters 8-11, 13, 14, 17-19, 21, 22, Appendixes A, B, D stiffness reduction factor See R10.12.3, Chapter 10 modification factor, for strength in tension, to account for anchor groups loaded eccentrically, as defined in D.5.2.4, Appendix D modification factor, for strength in tension, to account for edge distances smaller than 1.5hef , as defined in D.5.2.5, Appendix D modification factor, for strength in tension, to account for cracking, as defined in D.5.2.6 and D.5.2.7, Appendix D modification factor, for pullout strength, to account for cracking, as defined in D.5.3.1 and D.5.3.6, Appendix D modification factor, for strength in shear, to account for anchor groups loaded eccentri- COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, cally, as defined in D.6.2.5, Appendix D modification factor, for strength in shear, to account for edge distances smaller than 1.5c1, as defined in D.6.2.6, Appendix D ψ7 = modification factor, for strength in shear, to account for cracking, as defined in D.6.2.7, Appendix D ω = ρfy /fc′, Chapter 18 Appendix B ω′ = ρ′fy /fc′, Chapter 18 ωp = ρpfps /fc′, Chapter 18 ωw ,ω pw,ω w′ = reinforcement indexes for flanged sections computed as for ω, ω p, and ω′ except that b shall be the web width, and reinforcement area shall be that required to develop compressive strength of web only, Chapter 18 ψ6 = Commentary notation a = Ase = depth of rectangular stress block, in., Appendix A The effective cross-sectional area of an anchor should be provided by the manufacturer of expansion anchors with reduced cross-sectional area for the expansion mechanism., Appendix D For threaded bolts, ANSI/ASME B1.1D.1 defines Ase as: π 0.9743 A se = -  d o –  nt where nt is the number of threads per in C = compression force acting on a nodal zone, lb, Appendix A eN = Actual eccentricity of a normal force on an attachment, Appendix D fsi = the stress in the ith layer of surface reinforcement, psi, Appendix A h = overall height of member, in., Appendix A hef = effective embedment depths for a variety of anchor types are shown in Fig RD.1, Appendix D ht = effective height of concrete concentric with a tie, Appendix A used to dimension nodal zone, in., Appendix A ht,max= maximum effective height of concrete concentric with a tie, in., Appendix A la = length in which anchorage of a tie must occur, in., Appendix A lb = width of bearing, in., Appendix A R = reaction, lb, Appendix A T = tension force acting on a nodal zone, lb, Appendix A ws = width of a strut perpendicular to the axis of the strut, in., Appendix A Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Commentary Policy Management Group at 1-800-451-1584 APPENDIX F 318/318R-437 APPENDIX F — STEEL REINFORCEMENT INFORMATION As an aid to users of the ACI Building Code, information on sizes, areas, and weights of various steel reinforcement is presented CODE COMMENTARY ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - ASTM STANDARD REINFORCING BARS Bar size, no Nominal diameter, in Nominal area, in.2 Nominal weight, lb/ft 0.375 0.11 0.376 0.500 0.20 0.668 0.625 0.31 1.043 0.750 0.44 1.502 0.875 0.60 2.044 1.000 0.79 2.670 1.128 1.00 3.400 10 1.270 1.27 4.303 11 1.410 1.56 5.313 14 1.693 2.25 7.650 18 2.257 4.00 13.600 ASTM STANDARD PRESTRESSING TENDONS Nominal diameter, in Type* Seven-wire strand (Grade 250) Seven-wire strand (Grade 270) Prestressing wire Prestressing bars (plain) Prestressing bars (deformed) Nominal area, in.2 Nominal weight, lb/ft 1/4 (0.250) 0.036 0.122 5/16 (0.313) 0.058 0.197 3/8 (0.375) 0.080 0.272 7/16 (0.438) 0.108 0.367 1/2 (0.500) 0.144 0.490 (0.600) 0.216 0.737 3/8 (0.375) 0.085 0.290 7/16 (0.438) 0.115 0.390 1/2 (0.500) 0.153 0.520 (0.600) 0.217 0.740 0.192 0.029 0.098 0.196 0.030 0.100 0.250 0.049 0.170 0.276 0.060 0.200 3/4 0.44 1.50 7/8 0.60 2.04 0.78 2.67 1-1/8 0.99 3.38 1-1/4 1.23 4.17 1-3/8 1.48 5.05 5/8 0.28 0.98 3/4 0.42 1.49 0.85 3.01 1-1/4 1.25 4.39 1-3/8 1.58 5.56 * Availability of some tendon sizes should be investigated in advance COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Group Commentary Policy Management at 1-800-451-1584 318/318R-438 APPENDIX F CODE COMMENTARY ASTM STANDARD WIRE REINFORCEMENT Area, in.2/ft of width for various spacings W & D size Plain Nominal Nominal Deformed diameter, in area, in.2 Center-to-center spacing, in Nominal weight, lb/ft ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - 10 12 W31 D31 0.628 0.310 1.054 1.86 1.24 0.93 0.62 0.465 0.372 0.31 W30 D30 0.618 0.300 1.020 1.80 1.20 0.90 0.60 0.45 0.366 0.30 W28 D28 0.597 0.280 0.952 1.68 1.12 0.84 0.56 0.42 0.336 0.28 W26 D26 0.575 0.260 0.934 1.56 1.04 0.78 0.52 0.39 0.312 0.26 W24 D24 0.553 0.240 0.816 1.44 0.96 0.72 0.48 0.36 0.288 0.24 W22 D22 0.529 0.220 0.748 1.32 0.88 0.66 0.44 0.33 0.264 0.22 W20 D20 0.504 0.200 0.680 1.20 0.80 0.60 0.40 0.30 0.24 0.20 W18 D18 0.478 0.180 0.612 1.08 0.72 0.54 0.36 0.27 0.216 0.18 W16 D16 0.451 0.160 0.544 0.96 0.64 0.48 0.32 0.24 0.192 0.16 W14 D14 0.422 0.140 0.476 0.84 0.56 0.42 0.28 0.21 0.168 0.14 W12 D12 0.390 0.120 0.408 0.72 0.48 0.36 0.24 0.18 0.144 0.12 W11 D11 0.374 0.110 0.374 0.66 0.44 0.33 0.22 0.165 0.132 0.11 0.366 0.105 0.357 0.63 0.42 0.315 0.21 0.157 0.126 0.105 0.356 0.100 0.340 0.60 0.40 0.30 0.20 0.15 0.12 0.10 0.348 0.095 0.323 0.57 0.38 0.285 0.19 0.142 0.114 0.095 0.338 0.090 0.306 0.54 0.36 0.27 0.18 0.135 0.108 0.09 0.329 0.085 0.289 0.51 0.34 0.255 0.17 0.127 0.102 0.085 0.319 0.080 0.272 0.48 0.32 0.24 0.16 0.12 0.096 0.08 0.309 0.075 0.255 0.45 0.30 0.225 0.15 0.112 0.09 0.075 0.298 0.070 0.238 0.42 0.28 0.21 0.14 0.105 0.084 0.07 0.288 0.065 0.221 0.39 0.26 0.195 0.13 0.097 0.078 0.065 0.276 0.060 0.204 0.36 0.24 0.18 0.12 0.09 0.072 0.06 0.264 0.055 0.187 0.33 0.22 0.165 0.11 0.082 0.066 0.055 0.252 0.050 0.170 0.30 0.20 0.15 0.10 0.075 0.06 0.05 0.240 0.045 0.153 0.27 0.18 0.135 0.09 0.067 0.054 0.045 W10.5 W10 D10 W9.5 W9 D9 W8.5 W8 D8 W7.5 W7 D7 W6.5 W6 D6 W5.5 W5 D5 W4.5 0.225 0.040 0.136 0.24 0.16 0.12 0.08 0.06 0.048 0.04 W3.5 W4 D4 0.211 0.035 0.119 0.21 0.14 0.105 0.07 0.052 0.042 0.035 W3 0.195 0.030 0.102 0.18 0.12 0.09 0.06 0.045 0.036 0.03 W2.9 0.192 0.029 0.098 0.174 0.116 0.087 0.058 0.043 0.035 0.029 W2.5 0.178 0.025 0.085 0.15 0.10 0.075 0.05 0.037 0.03 0.025 W2 0.159 0.020 0.068 0.12 0.08 0.06 0.04 0.03 0.024 0.02 W1.4 0.135 0.014 0.049 0.084 0.056 0.042 0.028 0.021 0.017 0.014 COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code Commentary Policy and Management Group at 1-800-451-1584 INDEX 318/318R-439 INDEX ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - Acceptance of concrete, 5.6 Admixtures, 3.6 -Accelerating, 3.6.5 -Air-entraining, 3.6.4 -Definition, 2.1 -Retarding, 3.6.5 -Water-reducing, 3.6.5 Aggregates, 3.3 -Definition, 2.1 -Lightweight—Definition, 2.1 -Nominal maximum size, 3.3.2 Air-entraining admixtures, 3.6.4 Alternate design method, R1.1 Alternative load and strength reduction factors, C.1 Alternative provisions—Reinforced and prestressed concrete, B.1 -Flexural and compression members, B.1 -General principles and requirements, B.10.3 -Limits of reinforcement of flexural members, B.18.8 -Redistribution—negative moments—nonprestressed flexural members, B.8.4 -Redistribution—negative moments—prestressed flexural members, B.18.4 Aluminum conduits or pipes, 6.3.2 American Society for Testing and Materials—See ASTM American Welding Society—See AWS Analysis methods, 8.3 Anchor—Definition, D.1 -Attachment—Definition, D.1 -Cast-in—Definition, D.1 -Concrete breakout strength—Definition, D.1 -Concrete pryout strength—Definition, D.1 -Expansion—Definition, D.1 -Expansion sleeve—Definition, D.1 -Group—Definition, D.1 -Headed bolt—Definition, D.1 -Headed stud—Definition, D.1 -Hooked bolt—Definition, D.1 -Post-installed—Definition, D.1 -Pullout strength—Definition, D.1 -Side-face blowout strength—Definition, D.1 -Supplemental reinforcement—Definition, D.1 -Undercut—Defintion, D.1 Anchor to concrete -Definitions, D.1 -Design requirements for shear loading, D -Design requirements for tensile loading, D.5 -Edge distance—spacing—thickness, to preclude splitting failure, D.8 -General requirements for strength of anchors, D.4 -Installation of anchors, D.9 -Interaction of tensile and shear forces, D.7 -Scope, D.2 Anchorage device—Definition, 2.1 -Basic monostrand—Definition, 2.1 -Basic multi-strand—Definition, 2.1 -Special—Definition, 2.1 Anchorage—Mechanical—Development, 12.6 Anchorage zones—Definition, 2.1 -Post-tensioned tendons, 18.13, 18.14, 18.15 -Prestressed tendons, 18.13 -Design for monostrand or single 5/8-in diameter bar tendons, 18.14 -Design for multi-strand tendons, 18.15 Anchorages—Post-tensioning, 18.21 ASCE (American Society of CIvil Engineers) COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, standard cited in this code, 3.8 ASTM (American Society for Testing and Materials) standards cited in this code, 3.8 AWS (American Welding Society) standards cited in this code, 3.8 Axial load -Design assumptions, 10.2 -Principles and requirements, 10.3 Axially loaded members—Slab system support, 10.14 B-region—Definition, A.1 Base of structure—Definition, 21.1 Beam -Deflections—Minimum thickness, 9.5 -Distribution of flexural reinforcement, 10.6 -Grade—Walls—Design, 14.7 Bearing strength, 10.17 Bearing walls -Design, 14.2 -Precast, 16.4 Bending, 7.3 Bends—Reinforcement, 7.2 Bonded reinforcement—Minimum—Prestressed concrete, 18.9 Bonded tendon—Definition, 2.1 Boundary elements—Definition, 21.1 Brackets—Shear provision, 11.9 Building official—Definition, 2.1 Bundled bars -Development, 12.4 -Spacing limits, 7.6 Calculations, 1.2.2 Cement, 3.2 Cementitious materials—Definition, 2.1 Chloride—Admixtures, 3.6.3 Cold weather concreting, 5.12 Collector elements—Definition, 21.1 Column loads—Transmission through floor system, 10.15 Columns -Definition, 2.1 -Design, 8.8 -Equivalent—Slab design, 13.7 -Moment transfer, 11.11 -Reinforcement splices, 12.17 -Special reinforcement details, 7.8 -Steel cores, 7.8.2 Composite compression members—Axial load, 10.16 Composite construction—Deflections, 9.5 Composite flexural members, 17.1, 17.2 -Definition, 2.1 -Horizontal shear strength, 17.5 -Shoring, 17.3 -Ties for horizontal shear, 17.6 -Vertical shear strength, 17.4 Compression-controlled section—Definition, 2.1, 9.3 Compression-controlled strain limit—Definition, 2.1 Compression members -Design dimensions, 10.8 -Effective length, 10.11 -Limits for reinforcement, 10.9 -Prestressed concrete, 18.11 -Slenderness effects, 10.10, 10.11 Computer programs, 1.2.2 Concrete -Conveying, 5.9 -Curing, 5.11 Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Group Commentary Policy Management at 1-800-451-1584 INDEX -Definition, 2.1 -Depositing, 5.10 -Evaluation and acceptance, 5.6 -Mixing, 5.8 -Proportioning, 5.2, 5.3, 5.4 -Structural lightweight—Definition, 2.1 -Strength—10.16.7.1, 19.3.1, 21.2.4.1, 22.2.4 Conduits, embedded, 6.3 Connections -Reinforcement, 7.9 Construction joints, 6.4 Continuous construction—Prestressed concrete, 18.10 Contraction joint—Definition, 2.1 Conveying concrete, 5.9 Corbels—Shear provisions, 11.9 Corrosion -Protection of reinforcement, 4.4 -Protection of unbonded prestressing tendons, 18.16 Couplers—Post-tensioning, 18.21 Cover, 7.7 Creep—Required strength, 9.2 Crosstie—Definition, 21.1 Curing, 5.11 -Accelerated, 5.11.3 Curvature friction—Definition, 2.1, 18.6 Cylinders—Testing, 5.6 -Welded deformed wire fabric in tension, 12.7 -Welded plain wire fabric in tension, 12.8 Development length—Definition, 2.1 Development length for a bar with a standard hook—Definition, 21.1 Direct design method—Slabs, 13.6 Discontinuity—Definition, A.1 Drawings, 1.2 Drop panel—Two-way slab reinforcement, 13.3 Ducts -Post-tensioning, 18.17 -Spacing limits, 7.6.7 D-region—Definition, A.1 Dead load—See Load, dead Deep flexural members, 10.7 -Special provisions for shear, 11.8 Definitions, 2.1, 13.2, 19.1, 21.1 Deflection -Composite construction, 9.5 -Control, 9.5 -Maximum, 9.5 -Nonprestressed concrete construction, 9.5 -Prestressed concrete construction, 9.5 Deformed bars, 12.2, 12.3 -Compression—Splices, 12.16 -Tension—Splices, 12.15 Deformed reinforcement—Definition, 2.1 Depositing concrete, 5.10 Design displacement—Definition, 21.1 Design load combinations—Definition, 21.1 Design methods, 8.1 -Structural plain concrete, 22.4 Design strength, 9.3 -Reinforced and prestressed flexural and compression members, 9.3 -Reinforcement, 9.4 -See also Strength, design Development -Bundled bars, 12.4 -Deformed bars in compression, 12.3 -Deformed reinforcement in tension, 12.2 -Flexural reinforcement, 12.10 -Footing reinforcement, 15.6 -Hooks, 12.5 -Mechanical anchorages, 12.6 -Mechanical splices for reinforcement, 12.15 -Negative moment reinforcement, 12.12 -Positive moment reinforcement, 12.11 -Prestressing strand, 12.9 -Reinforcement, 12.1 -Splices, 12.14 -Splices in column reinforcement, 12.17 -Web reinforcement, 12.13 Factored load—See Load, factored Factored loads and forces—Definition, 21.1 Field-cured specimens—Tests, 5.6.4 Flexural members—Limits for reinforcement, 10.5, 18.8, B18.8 Flexural reinforcement -Development, 12.10 -Principles and requirements, 10.3 Floor finish, separate, 8.12 Floors—Transmission of column loads, 10.15 Fly ash, 3.6.6 Folded plates—Definition, 19.1 Footings, 15.1 -Combined, 15.10 -Loads and reactions, 15.2 -Minimum depth, 15.7 -Moments, 15.4 -Reinforcement development, 15.6 -Shear, 11.12, 15.5 -Sloped or stepped, 15.9 -Structural plain concrete, 22.7 -Supporting circular or polygon columns, 15.3 -Transfer of force at base of column or pedestal, 15.8 Formwork -Design of, 6.1 -Prestressed concrete, 6.1 -Removal, 6.2 Foundations, 21.10 Frames—Prestressed concrete, 18.10 COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Earth pressure, 9.2 Earthquake loads, 8.2, 9.2 Effective depth of section (d)—Definition, 2.1 Effective prestress—Definition, 2.1 Embedded conduits and pipes, 6.3 Embedment—Development of reinforcement, 12.13 Embedment length—Definition, 2.1 Equivalent frame method—Slabs, 13.7 Evaluation and acceptance of concrete, 5.6 Expansive cement, 3.2 Exposure -Cover requirements, 7.7 -Special requirements, 4.1, 4.2, 4.3 Extreme tension steel—Definition, 2.1 Grade beam—Walls—Design, 14.7 Grout—Bonded prestressing, 18.18 Haunches—Effect on stiffness, 8.6 Hooks -Development, 12.13 -Seismic, 21.1 -Standard, 7.1 Hoop—Definition, 21.1 Hot weather concreting, 5.13 Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code Commentary Policy and Management Group at 1-800-451-1584 ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - 318/318R-440 INDEX Impact, 9.2 Inspection, 1.3 Isolated beams, 8.10.4 Isolation joint—Definition, 2.1 Jacking force—Definition, 2.1 Joints—Structural plain concrete, 22.3 Joist construction, 8.11 Laboratory-cured specimens—Tests, 5.6.3 Lap splices—Development of reinforcement, 12.14, 12.15, 12.16 Lateral-force resisting system—Definition, 21.1 Lateral reinforcement -Compressed members, 7.10 -Flexural members, 7.11 Lateral supports—Distance between for flexural members, 10.4 Lightweight aggregate, 3.3 Lightweight concrete -Shear strength, 11.2 -Splitting tensile strength, 5.1 -Structural—Definition, 2.1 Liquid pressure, lateral, 9.2 Live load—See Load, live Load -Dead—Definition, 2.1 -Factored—Definition, 2.1 -Live—Arrangement, 8.9 -Live—Definition, 2.1 -Service, 8.2 -Service—Definition, 2.1 Load tests, 20.3 -Loading criteria, 20.4 Loading, 8.2 Loss of prestress, 18.6 Low-strength concrete, 5.6.5 ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - Magnified moments, 10.11 -Nonsway frames, 10.12 -Sway frames, 10.13 Materials storage, 3.7 Materials, tests, 3.1 Mats—Combined, 15.10 Mechanical splices—Reinforcement development, 12.14 Minimum reinforcement—Flexural members, 10.5 Mixing and placing equipment, 5.7 Mixing concrete, 5.8 Mixture proportioning, 5.2, 5.3, 5.4 Modal analysis—Shells, 19.2 Modulus of elasticity, 8.5 -Definition, 2.1 Moment frame—Definition, 21.1 -Intermediate—Definition, 21.1 -Ordinary—Definition, 21.1 -Special—Definition, 21.1 Moment magnification—Slenderness effects—Compression members, 10.11 Moment magnifier -Biaxial bending, 10.11 -Sway frames, 10.11 Moment transfer—Columns, 11.11 Moments -Designs, 8.3 -Footings, 15.4 -Negative—Redistribution, 8.4, 18.10 -Negative—Reinforcement—Development, 12.12 -Positive—Reinforcement—Development, 12.11 -Slab design, 13.6 COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, 318/318R-441 Net tensile strain—Definition, 2.1 Nodal zone—Definition, A.1 Node—Definition A.1 Nominal strength—See Strength, nominal Nonsway frames—Magnified moments, 10.12 Notation, Appendix E Offset bars—Reinforcement details for columns, 7.8 Openings -Slabs, 11.12 -Two-way slabs, 13.4 Pedestal -Definition, 2.1 -Structural plain concrete, 22.8 Piles and piers, 1.1 Pipes -Embedded, 6.3 -Steel—Reinforcement, 3.5 Placing -Preparation of equipment and place of deposit, 5.7 -Rate—Formwork, 6.1 Placing equipment, 5.7 Plain concrete -Definition, 2.1 -Earthquake-resisting structures, 22.10 -Structural, 21.1, 21.2 Plain reinforcement—Definition, 2.1 Post-tensioning—Definition, 2.1 -External, 18.22 Pozzolans, 3.6 Precast concrete -Bearing design, 16.6 -Definition, 2.1 -Design, 16.4 -Distribution of forces, 16.3 -Handling, 16.9 -Strength evaluation, 16.10 -Structural integrity, 16.5 Precast members—Structural plain concrete, 22.9 Prestressed concrete, 18.1, 18.2 -Application of prestressing force, 18.20 -Compression members, 18.11 -Corrosion protection for unbonded tendons, 18.16 -Definition, 2.1 -Deflection, 9.5 -Design assumptions, 18.3 -Flexural members—Limits of reinforcement, 18.8 -Flexural strength, 18.7 -Frames and continuous construction, 18.10 -Grout for bonded tendons, 18.18 -Loss of prestress, 18.6 -Measurement of prestressing force, 18.20 -Minimum bonded reinforcement, 18.9 -Permissible stresses—Flexural members, 18.4 -Permissible stresses in tendons, 18.5 -Post-tensioning anchorages and couplers, 18.21 -Post-tensioning ducts, 18.17 -Protection for prestressing tendons, 18.19 -Protection for unbonded prestressing tendons, 18.16 -Shear, 11.4 -Slab systems, 18.12 -Statically indeterminate structures, 18.10 -Tendon anchorage zones, 18.13 -Torsion, 11.6 Prestressing strand—Development, 12.9 Prestressing tendons, 3.5 -Spacing limits, 7.6 -Surface conditions, 7.4 Pretensioning—Definition, 2.1 Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Group Commentary Policy Management at 1-800-451-1584 INDEX Quality of concrete, 5.1 Radius of gyration—Compression members—Slenderness effects, 10.11 Reinforced concrete—Definition, 2.1 Reinforcement -Bending of, 7.3 -Bend tests, 3.5 -Bundled bars—Development, 12.4 -Bundled bars—Spacing limits, 7.6 -Columns—Splices, 12.17 -Connections, 7.9 -Corrosion protection for unbonded prestressing tendons, 18.16 -Definition, 2.1 -Deformed, 3.5 -Deformed—Compression—Splices, 12.16 -Deformed—Definition, 2.1 -Deformed—Development in compression, 12.3 -Deformed—Development in tension, 12.2 -Deformed—Tension—Splices, 12.15 -Design strength, 9.4 -Development, 12.1 -Flexural—Development, 12.10 -Flexural—Distribution in beams and one-way slabs, 10.6 -Footings—Development, 15.6 -Hooks—Development, 12.5 -Lateral for compression members, 7.10 -Lateral for flexural members, 7.11 -Limits in compression members, 10.9 -Limits—Prestressed flexural members, 18.8 -Mats, 3.5 -Mechanical anchorage—Development, 12.6 -Minimum—Flexural members, 10.5 -Minimum bonded—Prestressed concrete, 18.9 -Negative moment—Development, 12.12 -Placing—Welding, 7.5 -Plain, 3.5 -Plain—Definition, 2.1 -Plain welded wire fabric in tension—Splices, 12.19 -Plain wire fabric in tension, 12.8 -Positive moment—Development, 12.11 -Prestressing strand—Development, 12.9 -Prestressing tendons—Protection, 18.19 -Shear—Minimum, 11.5 -Shear—Requirements, 11.5 -Shells, 19.4 -Shrinkage, 7.12 -Slab, 13.3 -Spacing limits, 7.6 -Special details for columns, 7.8 -Splices, 12.14 -Steel pipe, 3.5 -Structural integrity, 7.13, 16.5 -Structural steel, 3.5 -Surface conditions, 7.4 -Temperature, 7.12 -Transverse, 8.10 -Tubing, 3.5 -Two-way slabs, 13.3 -Web—Development, 12.13 -Welded deformed wire fabric—Development, 12.7 Required strength—See Strength, required Reshores—Definition, 2.1 -Formwork—Removal, 6.2 Retarding admixtures, 3.6 Retempered concrete, 5.10 Safety—Strength evaluation, 20.7 COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, Sampling, 5.6 Scope of code, 1.1 Seismic design -Definitions, 21.1 -Flexural members of special moment frames, 21.3 -Frame members, 21.4, 21.9, 21.10 -General requirements, 21.2 -Joints of special moment frames, 21.5 -Shear strength requirements, 21.4, 21.5, 21.6 -Special moment frame members, 21.4 -Structural walls, and coupling beams, 21.7 Seismic hook—Definition, 21.1 Service loads—See Load, service Settlement—Required strength, 9.2 Shear -Brackets, 11.9 -Corbels, 11.9 -Deep flexural members, 11.8 -Footings, 11.12, 15.5 -Horizontal—Ties—Composite flexural members, 17.6 -Slabs, 11.12, 13.6 -Walls, 11.10 Shear-friction, 11.7 Shear strength, 11.1 -Concrete—Nonprestressed members, 11.3 -Concrete—Prestressed members, 11.4 -Horizontal—Composite flexural members, 17.5 -Lightweight concrete, 11.2 -Vertical—Composite flexural members, 17.4 Sheathing—Definition, 2.1 Shells -Construction, 19.5 -Definitions, 19.1 -Reinforcement, 19.4 -Strength of materials, 19.3 Shored construction, 9.5 Shores—Definition, 2.1 Shoring—Formwork—Removal, 6.2 Shrinkage—Required strength, 9.2 Shrinkage reinforcement, 7.12 Slab support—Axially loaded members, 10.14 Slab systems—Prestressed concrete, 18.12 Slabs -Moment transfer to columns, 11.11 -One-way—Deflections—Minimum thickness, 9.5 -One-way—Distribution of flexural reinforcement, 10.6 -Shear provisions, 11.12 -Two-way—Definitions, 13.2 -Two-way—Design, 13.3 -Two-way—Design procedures, 13.5 -Two-way—Direct design method, 13.6 -Two-way—Equivalent frame method, 13.7 -Two-way—Openings, 13.4 -Two-way—Reinforcement, 13.3 Slender walls, 14.8 -alternate design, 14.8 Slenderness effects -Compression members, 10.10 -Evaluation, 10.11, 10.12, 10.13 Spacing—Reinforcement—Limits, 7.6 Span length, 8.7 Special boundary elements, 21.1 Special structures, 1.1 Special systems of design or construction, 1.4 Specified compressive strength of concrete (fc′)—Definition, 2.1 Specified lateral forces—Definition, 21.1 Spiral reinforcement -Definition, 2.1 Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code Commentary Policy and Management Group at 1-800-451-1584 ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - 318/318R-442 INDEX -Structural steel core, 10.16 Spirals, 7.10 Splices, 12.14 -Columns, 12.17 -End bearing, 12.16 -Lap, 12.14, 12.15, 12.16 -Plain wire fabric, 12.19 -Seismic, 21.2.6, 21.2.7 -Welded deformed wire fabric, 12.18 Splitting tensile strength (fct)—Definition, 2.1 Standards cited in this code, 3.8 Steam curing, 5.11 Steel reinforcement, 3.5, Appendix F Stiffness, 8.6 Stirrup -Definition, 2.1 -Development, 12.13 -Shear reinforcement requirements, 11.5 Storage—Materials, 3.7 Strength, design, 9.1, 9.3 -Definition, 2.1 -Reinforcement, 9.4 -Structural plain concrete, 22.5 Strength evaluation, 16.10, 20.1 -Acceptance criteria, 20.5 -Analytical evaluation, 20.1 -Load tests, 20.3 -Load criteria, 20.4 -Lower load rating, 20.6 -Safety, 20.7 Strength, nominal—Definition, 2.1 Strength reduction, 5.5 Strength, required, 9.2 -Definition, 2.1 Strain—Reinforcement, 10.2 Stress -Definition, 2.1 -Permissible—Prestressed flexural members, 18.4 -Permissible—Prestressed tendons, 18.5 -Reinforcement, 10.2 Structural concrete—Definition, 2.1 Structural diaphragms—Definition, 21.1 -Trusses, 21.9 Structural integrity -Requirements, 7.13,16.5 Structural plain concrete -Design method, 22.4 -Footings, 22.7 -Joints, 22.3 -Limitations, 22.2 -Pedestals, 22.8 -Precast members, 22.9 -Strength design, 22.5 -Walls, 22.6 Structural steel—Reinforcement, 3.5 Structural steel core—Concrete encased, 10.16 Structural trusses—Definition, 21.1 Structural walls—Definition, 21.1 -Ordinary reinforced concrete—Definition, 21.1 -Ordinary structural plain concrete—Definition, 21.1 -Special reinforced concrete—Definition, 21.1 Strut—Definition, 21.1 -Bottle-shaped—Definition, 21.1 Strut-and-tie models -Definitions, A.1 -Design procedures, A.2 -Strength of nodal zones, A.5 -Strength of struts, A.3 -Strength of ties, A.4 COPYRIGHT 2003; ACI International (American Concrete Institute) œ€=, 318/318R-443 Sulfate exposures, 4.3 Sway frames—Magnified moments, 10.13 T-beams, 8.10 -Flanges in tension—Tension reinforcement, 10.6 Temperature reinforcement, 7.12 Tendon—Prestressing, 3.5 -Anchorage zones, 18.13 -Definition, 2.1 -Protection, 18.19 Tensile strength—Concrete, 10.2 Tension-controlled section—Definition, 2.1 Testing for acceptance of concrete, 5.6 Tests, materials, 3.1 Thickness, minimum—Deflection—Nonprestressed beams or one-way slabs, 9.5 Thin shells—Definition, 19.1 Tie—Definition, 2.1, 21.1 Tie elements—Definition, 21.1 Ties, 7.10 -Definition, 2.1 -Horizontal shear—Composite flexural members, 17.6 -Steel core encased in concrete, 10.16 Tolerances—Placing reinforcement, 7.5 Torsion -Design, 11.6 Torsion reinforcement requirements, 11.6 Torsional members—Slab design, 13.7 Torsional moment strength, 11.6 Transfer—Definition, 2.1 Tubing—Reinforcement, 3.5 Two-way construction—Deflections, 9.5 Unbonded tendon—Definition, 2.1 Unshored construction, 9.5 Wall -Definition, 2.1 -Empirical design, 14.5 -Grade beams—Design, 14.7 -Special provisions, 11.10 -Structural design, 14.1 -Structural plain concrete, 22.6 Walls—Structural -Definition, 21.1 -Intermediate precast wall, 21.13 -Ordinary reinforced, 1-18 -Ordinary plain concrete, 22.1 -Special precast, 21.8 -Special reinforced, 21.2, 21.7 Water, 3.4 Water-cementitious materials ratio, 4.1, 5.4 Water-reducing admixtures, 3.6 Web reinforcement—Development, 12.13 Welded splices—Tension—Reinforcement, 12.14, 12.16, 12.17 Welded wire fabric, 3.5 -Bends, 7.2 -Deformed—Development, 12.7 -Deformed—Splices, 12.18 -Placing, 7.5 -Plain—Development, 12.8 -Plain—Splices, 12.19 Welding—Reinforcement—Placing, 7.5 Wind loads, 8.2 Wobble friction—Definition, 2.1, 18.6 Yield strength—Definition, 2.1 ```,`,,`,``,,``````,`,````,`-`-`,,`,,`,`,,` - Document provided by IHS Licensee=Aramco HQ/9980755100, User=, 01/21/2003 01:14:09 MST Questions or comments about this message: please call the Document ACI 318 Building Code and Group Commentary Policy Management at 1-800-451-1584