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1、 James K. Wight ChairBasile G. Rabbat SecretarySergio M. AlcocerLuis E. GarciaDominic J. KellyMyles A. Murray Florian G. BarthS. K. GhoshGary J. KleinJulio A. Ramirez Roger J. BeckerLawrence G. GriffisRonald KlemencicThomas C. Schaeffer Kenneth B. BondyDavid P. GustafsonCary S. KopczynskiStephen J.
2、Seguirant John E. BreenD. Kirk HarmanH. S. LewRoberto Stark James R. CagleyJames R. HarrisColin L. LoboEric M. Tolles Michael P. CollinsNeil M. HawkinsLeslie D. MartinThomas D. Verti W. Gene CorleyTerence C. HollandRobert F. MastSharon L. Wood Charles W. DolanKenneth C. HoverSteven L. McCabeLoring A
3、. Wyllie Anthony E. FioratoPhillip J. IversonW. Calvin McCallFernando V. Yanez Catherine E. FrenchJames O. JirsaJack P. MoehleSubcommittee MembersNeal S. AndersonJuan P. CovarrubiasMichael E. KregerVilas S. MujumdarGuillermo Santana Mark A. AschheimRobert J. FroschDaniel A. KuchmaSuzanne D. NakakiAn
4、drew Scanlon John F. BonacciHarry A. GleichLeRoy A. LutzTheodore L. NeffJohn F. Stanton JoAnn P. BrowningJavier F. HorvilleurJames G. MacGregorAndrzej S. NowakFernando R. Stucchi Nicholas J. CarinoR. Doug HootonJoe MaffeiRandall W. PostonRaj Valluvan Ned M. ClelandL. S. Paul JohalDenis MitchellBruce
5、 W. RussellJohn W. Wallace Ronald A. CookConsulting MembersC. Raymond HaysRichard C. MeiningerCharles G. SalmonBUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY (ACI 318M-05)ACI Committee 318 Structural Building CodeDeceasedACI 318M-05 is a complete metric companion to ACI 318-05. AC
6、I 318-05 is deemed to satisfy ISO 19338, “Performance and Assessment Requirements for Design Standards on Structural Concrete,” Reference Number ISO 19338.2003(E). Also Technical Corrigendum 1: 2004.-,-,-CHAPTER 11 147CODE COMMENTARYry11.1 Shear strength11.1.1 Except for members designed in accordan
7、ce with Appendix A, design of cross sections subject to shear shall be based on:Vn Vu (11-1)where Vu is the factored shear force at the section considered and Vn is nominal shear strength com- puted by:Vn = Vc + Vs (11-2)where Vc is nominal shear strength provided by con- crete calculated in accorda
8、nce with 11.3, 11.4, or 11.12, and Vs is nominal shear strength provided by shear reinforcement calculated in accordance with 11.5, 11.10.9, or 11.12.R11.1 Shear strengthThis chapter includes shear and torsion provisions for both nonprestressed and prestressed concrete members. The shear-friction co
9、ncept (11.7) is particularly applicable to design of reinforcement details in precast structures. Special provisions are included for deep flexural members (11.8), brackets and corbels (11.9), and shearwalls (11.10). Shear provisions for slabs and footings are given in 11.12.The shear strength is ba
10、sed on an average shear stress on the full effective cross section bwd. In a member without shear reinforcement, shear is assumed to be carried by the con- crete web. In a member with shear reinforcement, a portion of the shear strength is assumed to be provided by the con- crete and the remainder b
11、y the shear reinforcement.The shear strength provided by concrete Vc is assumed to be the same for beams with and without shear reinforcement and is taken as the shear causing significant inclined cracking. These assumptions are discussed in References 11.1, 11.2, and 11.3.Appendix A allows the use
12、of strut-and-tie models in the shear design of disturbed regions. The traditional shear design procedures, which ignore D-regions, are acceptable in shear spans that include B-regions.R11.1.1.1 Openings in the web of a member can reduce its shear strength. The effects of openings are dis- cussed in
13、Section 4.7 of Reference 11.1 and in References 11.4 and 11.5. R11.1.1.2 In a member of variable depth, the internal shear at any section is increased or decreased by the vertical component of the inclined flexural stresses. Computation methods are outlined in various textbooks and in the 1940 Joint
14、 Committee Report.11.6 CHAPTER 11 SHEAR AND TORSION11.1.1.1 In determining Vn, the effect of any open- ings in members shall be considered.R11.1.2 Because of a lack of test data and practical expe- rience with concretes having compressive strengths greater than 70 MPa, the 1989 edition of the code i
15、mposed a maxi- mum value of 8.3 MPa on for use in the calculation of shear strength of concrete beams, joists, and slabs. Excep- tions to this limit were permitted in beams and joists when the transverse reinforcement satisfied an increased value for the minimum amount of web reinforcement. There ar
16、e lim- ited test data on the two-way shear strength of high-strength concrete slabs. Until more experience is obtained for two-fc 11.1.1.2 In determining Vc, whenever applicable, effects of axial tension due to creep and shrinkage in restrained members shall be considered and effects of inclined flexural compression in variable depth mem- bers shall be permitted to be included.11.1.2 The values of used in this chapter
