《混凝土结构原理与设计》国内外规范：ACI318M-05 美国规范 Building Code Requirement For Structural Concrete

TABLE OF CONTENTS 11. 12-Special provisions for slabs and footings 181 CHAPTER12- DEVELOPMENT AND SPLICES OF REINFORCEMENT………193 2.1-Development of reinforcement-General 2.2-Development of deformed bars and deformed wire in tension 2.3-Development of deformed bars and deformed wire in compressio 12. 4-Development of bundled bars 197 2.5-Development of standard hooks in tension 197 2.6-Mechanical anchorage 2.7-Development of welded deformed wire reinforcement in tension 2.8-Development of welded plain wire reinforcement in tension 2.9-Development of prestressing strand 12.10-Development of flexural reinforcement-General 2.11-Development of positive moment reinforcement 205 2. 12-Development of negative moment reinforcement 12. 13-Development of web reinforcement 12. 14-Splices of reinforcement-General 211 12. 15-Splices of deformed bars and deformed wire in tension 212 12. 16-Splices of deformed bars in compression 214 12.17-Special splice requirements for columns 215 12. 18-Splices of welded deformed wire reinforcement in tension 217 12. 19-Splices of welded plain wire reinforcement in tension CHAPTER 13--TWO-WAY SLAB SYSTEMS 219 3. 2-Definitions 13.3-Slab reinforcement 220 13. 4-Openings in slab sys 13.7-Equivalent frame method CHAPTER14— WALLS 237 4.2---General 14.3--Minimum reinforcement 14. 4-Walls designed as compression members 14. 5-Empirical design methe 14.6-Nonbearing walls 14.7-Walls as grade beams 14.8-Alternative design of slender walls 241 CHAPTER15—F0 OTINGS. 24 243 15.2-Loads and reactions 5.3--Footings supporting circular or regular polygon shaped columns or pedestals 244 5.4-Moment in footings 244 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 249 CHAPTER 16--PRECAST CONCRETE 251 61— Scope. 6.2--General 6.3Distribution of forces among members licene with Acl oduction of networking permitted without loene from H ACl 318 Building CodNot tor Resale. 1/28/2005182015 MST

4 TABLE OF CONTENTS ACI 318 Building Code and Commentary 11.12—Special provisions for slabs and footings................................................................................................................ 181 CHAPTER 12—DEVELOPMENT AND SPLICES OF REINFORCEMENT......................................... 193 12.1—Development of reinforcement—General ................................................................................................................. 193 12.2—Development of deformed bars and deformed wire in tension ................................................................................. 194 12.3—Development of deformed bars and deformed wire in compression ........................................................................ 196 12.4—Development of bundled bars................................................................................................................................... 197 12.5—Development of standard hooks in tension............................................................................................................... 197 12.6—Mechanical anchorage.............................................................................................................................................. 200 12.7—Development of welded deformed wire reinforcement in tension ............................................................................. 200 12.8—Development of welded plain wire reinforcement in tension..................................................................................... 201 12.9—Development of prestressing strand ......................................................................................................................... 201 12.10—Development of flexural reinforcement—General................................................................................................... 203 12.11—Development of positive moment reinforcement .................................................................................................... 205 12.12—Development of negative moment reinforcement ................................................................................................... 207 12.13—Development of web reinforcement ........................................................................................................................ 208 12.14—Splices of reinforcement—General......................................................................................................................... 211 12.15—Splices of deformed bars and deformed wire in tension......................................................................................... 212 12.16—Splices of deformed bars in compression............................................................................................................... 214 12.17—Special splice requirements for columns ................................................................................................................ 215 12.18—Splices of welded deformed wire reinforcement in tension..................................................................................... 217 12.19—Splices of welded plain wire reinforcement in tension ............................................................................................ 218 CHAPTER 13—TWO-WAY SLAB SYSTEMS..................................................................................... 219 13.1—Scope........................................................................................................................................................................ 219 13.2—Definitions ................................................................................................................................................................. 219 13.3—Slab reinforcement.................................................................................................................................................... 220 13.4—Openings in slab systems......................................................................................................................................... 223 13.5—Design procedures.................................................................................................................................................... 224 13.6—Direct design method................................................................................................................................................ 226 13.7—Equivalent frame method.......................................................................................................................................... 233 CHAPTER 14—WALLS....................................................................................................................... 237 14.1—Scope........................................................................................................................................................................ 237 14.2—General ..................................................................................................................................................................... 237 14.3—Minimum reinforcement ............................................................................................................................................ 238 14.4—Walls designed as compression members ............................................................................................................... 239 14.5—Empirical design method .......................................................................................................................................... 239 14.6—Nonbearing walls ...................................................................................................................................................... 240 14.7—Walls as grade beams .............................................................................................................................................. 240 14.8—Alternative design of slender walls ........................................................................................................................... 241 CHAPTER 15—FOOTINGS................................................................................................................. 243 15.1—Scope........................................................................................................................................................................ 243 15.2—Loads and reactions ................................................................................................................................................. 243 15.3—Footings supporting circular or regular polygon shaped columns or pedestals........................................................ 244 15.4—Moment in footings ................................................................................................................................................... 244 15.5—Shear in footings....................................................................................................................................................... 245 15.6—Development of reinforcement in footings ................................................................................................................ 246 15.7—Minimum footing depth ............................................................................................................................................. 246 15.8—Transfer of force at base of column, wall, or reinforced pedestal................................................................................................246 15.9—Sloped or stepped footings ....................................................................................................................................... 249 15.10—Combined footings and mats .................................................................................................................................. 249 CHAPTER 16—PRECAST CONCRETE ............................................................................................. 251 16.1—Scope........................................................................................................................................................................ 251 16.2—General ..................................................................................................................................................................... 251 16.3—Distribution of forces among members ..................................................................................................................... 252 16.4—Member design ......................................................................................................................................................... 252 Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=Black & Veatch/5910842100 No reproduction or networking permitted without license from IHS Not for Resale, 11/28/2005 18:20:15 MST --`,,`,````````,,`,,`,,``,`,,,`-`-`,,`,,`,`,,`---

TABLE OF CONTENTS 16.sTructural integrity 253 16.6--Connection and bearing design 16.7-ltems embedded after concrete placement 16.8-Marking and identification 16.9-Handling 16.10-Strength evaluation of precast construction 257 CHAPTER 17--COMPOSITE CONCRETE FLEXURAL MEMBERS 259 17.1-Scope 990 17. 5-Horizontal shear strength 17.6--Ties for horizontal shear CHAPTER 18--PRESTRESSED CONCRETE 面a面面面a压面面a面面国面面面面面正面面面面 263 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 275 18. 11--Compression members--Combined flexure and axial loads 18. 12-Slab systems 18. 13-Post-tensioned tendon anchorage zones 18. 14-Design of anchorage zones for monostrand or single 16 mm diameter bar tendons 283 18. 15-Design of anchorage zones for multistrand tendons 18. 16--Corrosion protection for unbonded tendons 284 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 CHAPTER 19--SHELLS AND FOLDED PLATE MEMBERS .29 19.1-Scope and definitions 19.2-Analysis and desig 19.3-Design strength of materials 19.4-Shell reinforcement 295 19.5---Construction CHAPTER 20--STRENGTH EVALUATION OF EXISTING STRUCTURES .299 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 304 CHAPTER 21--SPECIAL PROVISIONS FOR SEISMIC DESIGN 305 21.1--Definitions 21.2-General requirements 21.3-Flexural members of special moment frames licene with Acl oduction of networking permitted without loene from H ACl 318 Building CNot tor Resale. 1/282005182015 MSTry

TABLE OF CONTENTS 5 ACI 318 Building Code and Commentary 16.5—Structural integrity ..................................................................................................................................................... 253 16.6—Connection and bearing design ................................................................................................................................ 255 16.7—Items embedded after concrete placement............................................................................................................... 257 16.8—Marking and identification ......................................................................................................................................... 257 16.9—Handling.................................................................................................................................................................... 257 16.10—Strength evaluation of precast construction............................................................................................................ 257 CHAPTER 17—COMPOSITE CONCRETE FLEXURAL MEMBERS.................................................. 259 17.1—Scope........................................................................................................................................................................ 259 17.2—General ..................................................................................................................................................................... 259 17.3—Shoring...................................................................................................................................................................... 260 17.4—Vertical shear strength .............................................................................................................................................. 260 17.5—Horizontal shear strength.......................................................................................................................................... 260 17.6—Ties for horizontal shear ........................................................................................................................................... 261 CHAPTER 18—PRESTRESSED CONCRETE.................................................................................... 263 18.1—Scope........................................................................................................................................................................ 263 18.2—General ..................................................................................................................................................................... 264 18.3—Design assumptions.................................................................................................................................................. 265 18.4—Serviceability requirements—Flexural members ...................................................................................................... 266 18.5—Permissible stresses in prestressing steel ................................................................................................................ 269 18.6—Loss of prestress....................................................................................................................................................... 269 18.7—Flexural strength ....................................................................................................................................................... 271 18.8—Limits for reinforcement of flexural members............................................................................................................ 272 18.9—Minimum bonded reinforcement ............................................................................................................................... 273 18.10—Statically indeterminate structures .......................................................................................................................... 275 18.11—Compression members—Combined flexure and axial loads .................................................................................. 276 18.12—Slab systems........................................................................................................................................................... 276 18.13—Post-tensioned tendon anchorage zones ............................................................................................................... 278 18.14—Design of anchorage zones for monostrand or single 16 mm diameter bar tendons ............................................. 283 18.15—Design of anchorage zones for multistrand tendons........................................................................................................284 18.16—Corrosion protection for unbonded tendons.....................................................................................................................284 18.17—Post-tensioning ducts.............................................................................................................................................. 285 18.18—Grout for bonded tendons ....................................................................................................................................... 285 18.19—Protection for prestressing steel ............................................................................................................................. 286 18.20—Application and measurement of prestressing force............................................................................................... 287 18.21—Post-tensioning anchorages and couplers.............................................................................................................. 287 18.22—External post-tensioning ......................................................................................................................................... 288 CHAPTER 19—SHELLS AND FOLDED PLATE MEMBERS............................................................. 291 19.1—Scope and definitions................................................................................................................................................ 291 19.2—Analysis and design .................................................................................................................................................. 293 19.3—Design strength of materials ..................................................................................................................................... 295 19.4—Shell reinforcement ................................................................................................................................................... 295 19.5—Construction.............................................................................................................................................................. 297 CHAPTER 20—STRENGTH EVALUATION OF EXISTING STRUCTURES ...................................... 299 20.1—Strength evaluation—General................................................................................................................................... 299 20.2—Determination of required dimensions and material properties ................................................................................ 300 20.3—Load test procedure .................................................................................................................................................. 301 20.4—Loading criteria ......................................................................................................................................................... 301 20.5—Acceptance criteria ................................................................................................................................................... 302 20.6—Provision for lower load rating................................................................................................................................... 304 20.7—Safety........................................................................................................................................................................ 304 CHAPTER 21—SPECIAL PROVISIONS FOR SEISMIC DESIGN...................................................... 305 21.1—Definitions ................................................................................................................................................................. 305 21.2—General requirements ............................................................................................................................................... 307 21.3—Flexural members of special moment frames ........................................................................................................... 312 Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=Black & Veatch/5910842100 No reproduction or networking permitted without license from IHS Not for Resale, 11/28/2005 18:20:15 MST --`,,`,````````,,`,,`,,``,`,,,`-`-`,,`,,`,`,,`---

TABLE OF CONTENTS 21. 4-Special moment frame members subjected to bending and axial load 315 21.5-Joints of special moment frames 21.6-Special moment frames constructed using precast concrete 322 21.8-Special structural walls constructed using precast concrelams 21.7-Special reinforced concrete structural walls and coupling beams 21.9--Special diaphragms and trusses 21.10-Foundations 2111-Members not designated as part of the lateral-force-resisting system 21. 12-Requirements for intermediate moment frames 21.13-Intermediate precast structural walls 03833 cHAPTER22—STRUcTURALPLA|NcONcRETE.343 22. 1-Scope 22.2-Limitations 22.3--Joints 22.5-Strength design 345 22.6--Walls 347 22.7--Footings 22.8--Pedestals 22.9--Precast members 350 22.10-Plain concrete in earthquake-resisting structures... APPENDⅨA→ STRUT-AND· TIE MODELS……353 A.1— Definitions A. 2-Strut-and-tie model design procedure A.3-Strength of struts A. 4-Strength of ties 363 5-Strength of nodal zones APPENDIX B-ALTERNATIVE PROVISIONS FOR REINFORCED AND PRESTRESSED CONCRETE FLEXURAL AND COMPRESSION MEMBERS 367 B. 1-Scop APPENDIX C-ALTERNATIVE LOAD AND STRENGTH REDUCTION FACTORS 373 C 1-General C 3-Design strength 374 APPENDIX D-ANCHORING TO CONCRETE D. 1-Definitions D2-S D.3-General requirements D. 4-General requirements for strength of anchors D. 5-Design requirements for tensile loading 389 D D.7--Interaction of tensile and shear forces D. 8-Required edge distances, spacings, and thicknesses to preclude splitting failure APPENDIX E-STEEL REINFORCEMENT INFORMATION 407 APPENDIX F-EQUIVALANCE BETWEEN SI-METRIC. mks-METRIC, AND U. S CUSTOMARY UNITS OF NONHOMOGENEOUS EQUATIONS IN THE CODE 409 COMMENTARY REFERENCES 415 ACl 318 Building CodNot tor Resale. 1/28/2005182015 MST

6 TABLE OF CONTENTS ACI 318 Building Code and Commentary 21.4—Special moment frame members subjected to bending and axial load .................................................................... 315 21.5—Joints of special moment frames .............................................................................................................................. 320 21.6—Special moment frames constructed using precast concrete ................................................................................... 322 21.7—Special reinforced concrete structural walls and coupling beams ............................................................................ 324 21.8—Special structural walls constructed using precast concrete .................................................................................... 330 21.9—Special diaphragms and trusses............................................................................................................................... 330 21.10—Foundations ............................................................................................................................................................ 333 21.11—Members not designated as part of the lateral-force-resisting system ................................................................... 336 21.12—Requirements for intermediate moment frames ..................................................................................................... 338 21.13—Intermediate precast structural walls ...................................................................................................................... 342 CHAPTER 22—STRUCTURAL PLAIN CONCRETE .......................................................................... 343 22.1—Scope........................................................................................................................................................................ 343 22.2—Limitations................................................................................................................................................................. 343 22.3—Joints ........................................................................................................................................................................ 344 22.4—Design method.......................................................................................................................................................... 344 22.5—Strength design......................................................................................................................................................... 345 22.6—Walls ......................................................................................................................................................................... 347 22.7—Footings .................................................................................................................................................................... 348 22.8—Pedestals .................................................................................................................................................................. 350 22.9—Precast members...................................................................................................................................................... 350 22.10—Plain concrete in earthquake-resisting structures................................................................................................... 350 APPENDIX A—STRUT-AND-TIE MODELS........................................................................................ 353 A.1—Definitions................................................................................................................................................................... 353 A.2—Strut-and-tie model design procedure ........................................................................................................................ 359 A.3—Strength of struts ........................................................................................................................................................ 360 A.4—Strength of ties ........................................................................................................................................................... 363 A.5—Strength of nodal zones ............................................................................................................................................. 364 APPENDIX B—ALTERNATIVE PROVISIONS FOR REINFORCED AND PRESTRESSED CONCRETE FLEXURAL AND COMPRESSION MEMBERS................................................ 367 B.1—Scope ......................................................................................................................................................................... 367 APPENDIX C—ALTERNATIVE LOAD AND STRENGTH REDUCTION FACTORS ......................... 373 C.1—General ...................................................................................................................................................................... 373 C.2—Required strength....................................................................................................................................................... 373 C.3—Design strength .......................................................................................................................................................... 374 APPENDIX D—ANCHORING TO CONCRETE................................................................................... 379 D.1—Definitions .................................................................................................................................................................. 379 D.2—Scope ......................................................................................................................................................................... 381 D.3—General requirements ................................................................................................................................................ 382 D.4—General requirements for strength of anchors ........................................................................................................... 384 D.5—Design requirements for tensile loading..................................................................................................................... 389 D.6—Design requirements for shear loading ...................................................................................................................... 397 D.7—Interaction of tensile and shear forces ....................................................................................................................... 403 D.8—Required edge distances, spacings, and thicknesses to preclude splitting failure..................................................... 403 D.9—Installation of anchors ................................................................................................................................................ 405 APPENDIX E—STEEL REINFORCEMENT INFORMATION .............................................................. 407 APPENDIX F—EQUIVALANCE BETWEEN SI-METRIC, mks-METRIC, AND U.S. CUSTOMARY UNITS OF NONHOMOGENEOUS EQUATIONS IN THE CODE................... 409 COMMENTARY REFERENCES.......................................................................................................... 415 INDEX................................................................................................................................................... 431 Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=Black & Veatch/5910842100 No reproduction or networking permitted without license from IHS Not for Resale, 11/28/2005 18:20:15 MST --`,,`,````````,,`,,`,,``,`,,,`-`-`,,`,,`,`,,`---

NTRODUCTION The 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 con code has been printed in Helvetica, the same type face in which this paragraph is set 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 the previous version. Changes to the notation and strictly editorial changes are not indicated with a vertical line INTRODUCTION The commentary directs attention to other documents that provide suggestions for carrying out the requirements and This commentary discusses some of the considerations of intent of the code. However, those documents and the Committee 318 in developing the provisions contained in commentary are not a part of the code Building Code Requirements for Structural Concrete(ACI 318M-05), hereinafter called the code or the 2005 code The code has no legal status unless it is adopted by the Emphasis is given to the explanation of new or revised provi- government bodies having the police power to regulate sions that may be unfamiliar to code users. In addition building design and construction. where the code has not comments are included for some items contained in previous been adopted, it may serve as a reference to good practice editions of the code to make the present commentary inde- even though it has no legal status pendent of the previous editions. Comments on specific provisions are made under the corresponding clapter and The code provides a means of establishing minimum standards for acceptance of designs and construction by legally appointed building officials or their designated representatives historical background concerning the development of the disputes between the owner, engineer, architect, contractor,or ACI Building Code, nor is it intended to provide a detailed heir agents, subcontractors, material suppliers, or testing agen- resume of the studies and research data reviewed by the cies. Therefore, the code cannot define the contract responsi committee in formulating the provisions of the code bility of each of the parties in usual construction. General for those who wish to study the background material in depth. specifications should be avoided since the contractor is rarely in a position to accept responsibility for design details or As the name implies, "Building Code Requirements for construction requirements that depend on a detailed knowledge Structural Concrete"is meant to be used as part of a legally of the design Design-build construction contractors, however, adopted building code and as such must differ in form and typically combine the design and construction responsibility substance from documents that provide detailed specifica- Generally, the drawings, specifications and contract docu- tions, recommended practice, complete design procedures, ments should contain all of the necessary requirements to or design aids ensure compliance with the code. In part, this can be accom- plished by reference to specific code sections in the project The code is intended to cover all buildings of the usual types, specifications. Other ACI publications, such as"Specifications both large and small. Requirements more stringent than the for Structural Concrete(ACI 301)"are written specifically for code provisions may be desirable for unusual construction. use as contract documents for construction. The code and commentary cannot replace sound engineering knowledge, experience, and judgement It is recommended to have testing and certification programs for the individual parties involved with the execution of a building code states only the minimum requirements work performed in accordance with this code. Available for necessary to provide for public health and safety. The code this purpose are the plant certification programs of the is based on this principle. For any structure, the owner or the Precast/Prestressed Concrete Institute, the Post-Tensioning structural designer may require the quality of materials and Institute and the National Ready Mixed Concrete Associa- construction to be higher than the minimum requirements tion; the personnel certification programs of the American necessary to protect the public as stated in the code. Concrete Institute and the Post-Tensioning Institute; and the However, lower standards are not permitted Concrete Reinforcing Steel Institutes Voluntary Certifica tion Program for Fusion-Bonded Epoxy Coating Applicator Plants. In addition, Standard Specification for Agencies For a history ng Code see Kerekes, Frank, and Reid, Har Engaged in the Testing and/or Inspection of Materials Used crete,ACI JOURNALProceedingsV50, No6Feb1954. P 441. For a discussion of in Construction"(ASTM E 329-03)specifies performance Practice, "ACI JOURNAL, Proceedings V. 56, No 5, May 1960. P. 1105 requirements for inspection and testing agencies licene with Acl oduction of networking permitted without loene from H ACl 318 Building CLicenseewBlack Veatch5910842100ary

INTRODUCTION 7 ACI 318 Building Code and Commentary INTRODUCTION This commentary discusses some of the considerations of Committee 318 in developing the provisions contained in “Building Code Requirements for Structural Concrete (ACI 318M-05),” hereinafter called the code or the 2005 code. Emphasis is given to the explanation of new or revised provi￾sions 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 inde￾pendent of the previous editions. 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” 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 specifica￾tions, 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. 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 legally appointed building officials or their 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 agen￾cies. Therefore, the code cannot define the contract responsi￾bility of each of the parties in usual construction. General references requiring compliance with the code in the project 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. Design-build construction contractors, however, typically combine the design and construction responsibility. Generally, the drawings, specifications and contract docu￾ments should contain all of the necessary requirements to ensure compliance with the code. In part, this can be accom￾plished by reference to specific code sections in the project specifications. Other ACI publications, such as “Specifications for Structural Concrete (ACI 301)” are written specifically for use as contract documents for construction. It is recommended 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 Associa￾tion; the personnel certification programs of the American Concrete Institute and the Post-Tensioning Institute; and the Concrete Reinforcing Steel Institute’s Voluntary Certifica￾tion 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 329-03) specifies performance requirements for inspection and testing agencies. The 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. 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 the previous version. Changes to the notation and strictly editorial changes are not indicated with a vertical line. * 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 Con￾crete,” 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 American Concrete Institute Provided by IHS under license with ACI Licensee=Black & Veatch/5910842100 No reproduction or networking permitted without license from IHS Not for Resale, 11/28/2005 18:20:15 MST --`,,`,````````,,`,,`,,``,`,,,`-`-`,,`,,`,`,,`---

INTRODUCTION Design reference materials illustrating applications of the retaining walls. Other design aids are presented for crack code requirements may be found in the following docu- control; and development of reinforcement and lap splices. ments. The design aids listed may be obtained from the spo ""Reinforcement Anchorages and Splices, "Concrete Rein- forcing Steel Institute, Schaumberg, IL, 4th Edition, 1997 Design aids: 100 pp(Provides accepted practices in splicing reinforce- ment. The use of lap splices, mechanical splices, and welded "ACI Design Handbook, "ACI Committee 340, Publica- splices are described. Design data are presented for develop- tion SP-17(97), American Concrete Institute, Farmington ment and lap splicing of reinforcement. Hills: ML, 1997, 482 pp. (Provides tables and charts for de sign of eccentrically loaded columns by the Strength Design Structural Welded Wire Reinforcement Manual of Stan- Method. Provides design aids for use in the engineering de- dard practice Wire Reinforcement Institute, Hartford, CT, sign and analysis of reinforced concrete slab systems carry- 6th Edition, Apr. 2001, 38 pp. Describes welded wire reinforce- ing loads by two-way action. Design aids are also provided ment material, gives nomenclature and wire size and weight ta- for the selection of slab thickness and for reinforcement bles. Lists specifications and properties and manufacturing quired to control deformation and assure adequate shear and limitations. Book has latest code requirements as code affects flexural strengths. welded wire. Also gives development length and splice length tables. Manual contains customary units and soft metric units. ""ACI Detailing Manual--2004, ACI Committee 315, Publication SP-66(04), American Concrete Institute, Farm-"Structural Welded wire Reinforcement Detailing Manual, ington Hills, Ml, 2004, 212 pp. (Includes the standard, ACI Wire Reinforcement Institute, Hartford, CT, 1994, 252 pp (Up- 315-99, and report, ACI 315R-04. Provides recommended dated with current technical fact sheets inserted. )The manual, in methods and standards for preparing engineering drawings, addition to including ACI 318 provisions and design aids, also in- einforcing steel in cludes: detailing gui reinforcement i forced concrete structures. Separate sections define responsibil- way and two-way slabs; precast/prestressed concrete compo- ities of both engineer and reinforcing bar detailer) nents; columns and beams; cast-in-place walls; and slabs-on- ground. In addition, there are tables to compare areas and spac "Guide to Durable Concrete(ACI 201.2R-92), Ac ings of high-strength welded wire with conventional reinforcing Committee 201, American Concrete Institute, Farmington lls, MI, 1992, 41 pp ( Describes specific types of concrete Strength Design of Reinforced Concrete Columns, deterioration. It contains a discussion of the mechanisms in- Portland Cement Association, Skokie, IL, 1978, 48 pp (Pro- volved in deterioration and the recommended requirements vides design tables of column strength in terms of load for individual components of the concrete, quality consider- kips versus moment in ft-kips for concrete strength of 5000 ations for concrete mixtures, construction procedures, and psi and Grade 60 reinforcement. Design examples are in- influences of the exposure environment Section R4. 4.1 dis- cluded. Note that the pCa design tables do not include the cusses the difference in chloride-ion limits between ACI strength reduction factor in the tabulated values; Mu/ and 201.2R-92 and the code.) Pu/o must be used when designing with this aid "Guide for the Design of Durable Parking Structures "PCI Design Handbook--Precast and Prestressed Con (362.1R-97Reapproved 2002)), ACI Committee 362, crete, "Precast/Prestressed Concrete Institute, Chicago, IL, American Concrete Institute, Farmington Hills, MI, 1997, 40 5th Edition, 1999, 630 pp (Provides load tables for common p. (Summarizes practical information regarding design of industry products, and procedures for design and analysis of parking structures for durability. It also includes information precast and prestressed elements and structures composed of about design issues related to parking structure construction these elements. Provides design aids and examples. nd maintenance.) Design and Typical Details of Connections for Precast "CRSI Handbook, Concrete Reinforcing Steel Institute and Prestressed Concrete, Precast/Prestressed Concrete Schaumburg, IL, 9th Edition, 2002, 648 pp ( Provides tabu- Institute, Chicago, IL,2nd pp (Up lated designs for structural elements and slab systems. De- available information on design of connections for both sign examples are provided to show the basis of and use of structural and architectural products, and presents a full spec the load tables. Tabulated designs are given for beams; trum of typical details. Provides design aids and examples. square, round and rectangular columns; one-way slabs; and one-way joist construction. The design tables for two-way " Post-Tensioning Manual, Post-Tensioning Ins slab systems include flat plates, flat slabs and waffle slabs. Phoenix, AZ, 5th Edition, 1990, 406 pp. ( Provides The chapters on foundations provide design tables for square hensive coverage of post-tensioning systems, specifications footings, pile caps, drilled piers(caissons) and cantilevered and design aid construction concepts. licene with Acl ACl 318 Building cod Licensee-Black Veatch/ oduction of networking permitted without loene from H Not for Resale. 11/28/2005

8 INTRODUCTION ACI 318 Building Code and Commentary Design reference materials illustrating applications of the code requirements may be found in the following docu￾ments. The design aids listed may be obtained from the spon￾soring organization. Design aids: “ACI Design Handbook,” ACI Committee 340, Publica￾tion SP-17(97), American Concrete Institute, Farmington Hills, MI, 1997, 482 pp. (Provides tables and charts for de￾sign of eccentrically loaded columns by the Strength Design Method. Provides design aids for use in the engineering de￾sign and analysis of reinforced concrete slab systems carry￾ing loads by two-way action. Design aids are also provided for the selection of slab thickness and for reinforcement re￾quired to control deformation and assure adequate shear and flexural strengths.) “ACI Detailing Manual—2004,” ACI Committee 315, Publication SP-66(04), American Concrete Institute, Farm￾ington Hills, MI, 2004, 212 pp. (Includes the standard, ACI 315-99, and report, ACI 315R-04. Provides recommended methods and standards for preparing engineering drawings, typical details, and drawings placing reinforcing steel in rein￾forced concrete structures. Separate sections define responsibil￾ities of both engineer and reinforcing bar detailer.) “Guide to Durable Concrete (ACI 201.2R-92),” ACI Committee 201, American Concrete Institute, Farmington Hills, MI, 1992, 41 pp. (Describes specific types of concrete deterioration. It contains a discussion of the mechanisms in￾volved in deterioration and the recommended requirements for individual components of the concrete, quality consider￾ations for concrete mixtures, construction procedures, and influences of the exposure environment. Section R4.4.1 dis￾cusses 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 (Reapproved 2002)),” ACI Committee 362, American Concrete Institute, Farmington Hills, MI, 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, IL, 9th Edition, 2002, 648 pp. (Provides tabu￾lated designs for structural elements and slab systems. De￾sign 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.) “Reinforcement Anchorages and Splices,” Concrete Rein￾forcing Steel Institute, Schaumberg, IL, 4th Edition, 1997, 100 pp. (Provides accepted practices in splicing reinforce￾ment. The use of lap splices, mechanical splices, and welded splices are described. Design data are presented for develop￾ment and lap splicing of reinforcement.) “Structural Welded Wire Reinforcement Manual of Stan￾dard Practice,” Wire Reinforcement Institute, Hartford, CT, 6th Edition, Apr. 2001, 38 pp. (Describes welded wire reinforce￾ment material, gives nomenclature and wire size and weight ta￾bles. 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, Hartford, CT, 1994, 252 pp. (Up￾dated with current technical fact sheets inserted.) The manual, in addition to including ACI 318 provisions and design aids, also in￾cludes: detailing guidance on welded wire reinforcement in one￾way and two-way slabs; precast/prestressed concrete compo￾nents; columns and beams; cast-in-place walls; and slabs-on￾ground. In addition, there are tables to compare areas and spac￾ings of high-strength welded wire with conventional reinforcing. “Strength Design of Reinforced Concrete Columns,” Portland Cement Association, Skokie, IL, 1978, 48 pp. (Pro￾vides 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 in￾cluded. Note that the PCA design tables do 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 Con￾crete,” Precast/Prestressed Concrete Institute, Chicago, IL, 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, IL, 2nd Edition, 1988, 270 pp. (Updates available information on design of connections for both structural and architectural products, and presents a full spec￾trum of typical details. Provides design aids and examples.) “Post-Tensioning Manual,” Post-Tensioning Institute, Phoenix, AZ, 5th Edition, 1990, 406 pp. (Provides compre￾hensive coverage of post-tensioning systems, specifications, and design aid construction concepts.) Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=Black & Veatch/5910842100 No reproduction or networking permitted without license from IHS Not for Resale, 11/28/2005 18:20:15 MST --`,,`,````````,,`,,`,,``,`,,,`-`-`,,`,,`,`,,`---