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1、LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION For Structural Steel Buildings December 27, 1999 Load andResistance Factor DesignSpecification for Structural Steel Buildings December 27, 1999 Supersedes the Load and Resistance Factor Design Specification for Structural Steel Buildings dated December
2、 1, 1993 and all previous versions. Prepared by the American Institute of Steel Construction, Inc. Under the Direction of the AISC Committee on Specifications and approved by the AISC Board of Directors. AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC. One East Wacker Drive, Suite 3100 Chicago, Illino
3、is 60601-2001 Copyright 2000 by American Institute of Steel Construction, Inc. All rights reserved. This book or any part thereof must not be reproduced in any form without the written permission of the publisher. Theinformationpresentedinthispublicationhasbeenpreparedinaccordancewith recognized eng
4、ineering principles and is for general information only. While it is believed to be accurate, this information should not be used or relied upon for any specificapplicationwithoutcompetentprofessionalexaminationandverificationof its accuracy, suitability, and applicability by a licensed engineer, ar
5、chitect or other professional. The publication of the material contained herein is not intended as a representationorwarrantyonthepartoftheAmericanInstituteofSteelConstruc- tion, Inc. or of any other person named herein, that this information is suitable for anygeneralorparticularuseoroffreedomfromi
6、nfringementofanypatentorpat- ents. Anyone making use of this information assumes all liability arising from such use. Caution must be exercised when relying upon other specifications and codes devel- opedbyotherbodiesandincorporatedbyreferencehereinsincesuchmaterialmay bemodifiedoramendedfromtimetot
7、imesubsequenttotheprintingofthisedition. The American Institute of Steel Construction, Inc. bears no responsibility for such material other than to refer to it and incorporate it by reference at the time of the initial publication of this edition. PrintedintheUnitedStatesofAmerica LRFD Specification
8、 for Structural Steel Buildings, December 27, 1999 AMERICANINSTITUTE OFSTEELCONSTRUCTION ii PREFACE TheAISCLoadandResistanceFactorDesign(LRFD)SpecificationforStructuralSteel Buildings is based on reliability theory. As have all AISC Specifications, this Specifica- tion has been based upon past succe
9、ssful usage, advances in the state of knowledge, and changes in design practice. This Specification has been developed as a consensus docu- ment to provide a uniform practice in the design of steel-framed buildings. The intention is to provide design criteria for routine use and not to provide speci
10、fic criteria for infre- quently encountered problems, which occur in the full range of structural design. ThisSpecificationistheresultoftheconsensusdeliberationsofacommitteeofstructural engineerswithwideexperienceandhighprofessionalstanding,representingawidegeo- graphical distribution throughout the
11、 U.S. The committee includes approximately equal numbers of engineers in private practice and code agencies, engineers involved in research and teaching, and engineers employed by steel fabricating and producing com- panies. The contributions and assistance of more than 50 additional professional vo
12、lun- teers working in 15 task committees are also hereby acknowledged. The Symbols, Glossary, and Appendices to this Specification are an integral part of the Specification. A non-mandatory Commentary has been prepared to provide background for the Specification provisions and the user is encouraged
13、 to consult it. The principal changes incorporated in this edition of the Specification include: Dual units format. Values and equations are given in both U.S. customary and metric units. The metric conversions (given in parentheses following the U.S. units) are based on ASTM E380, Standard Practice
14、 for Use of the International System of Units (SI). The equations are non-dimensionalized where possible by factoring out material constants, such as E and G. Inclusion of new structural steels ASTM A913 and A992. Additional notch toughness requirements for complete-joint-penetration groove welds wi
15、th tension applied normal to the effective area. New provisions for stability bracing of beams, columns, and frames. New Chapter N for evaluation of existing structures. Revised provisions for member design under fatigue loading in Appendix K. iii LRFD Specification for Structural Steel Buildings, D
16、ecember 27, 1999 AMERICANINSTITUTE OFSTEELCONSTRUCTION Reorganization of material on pin-connected members and eyebars. Revised provisions for concrete-encased beams. New limitation on the stud reduction factor when a single stud is used in a rib. Revised bolt bearing strength criteria. Thereaderisc
17、autionedthatprofessionaljudgmentmustbeexercisedwhendataorrecom- mendations in the Specification are applied, as described more fully in the disclaimer notice preceding this Preface. By the Committee, Stanley D. Lindsey, ChairmanNestor R. Iwankiw Roger E. Ferch, Vice ChairmanLawrence A. Kloiber Hansr
18、aj G. AsharRoberto T. Leon William F. BakerH.S. Lew John M. BarsomJames O. Malley Reidar BjorhovdeRichard W. Marshall Roger L. BrockenbroughHarry W. Martin Wai-Fah ChenWilliam A. Milek Gregory G. DeierleinDuane K. Miller Robert O. DisqueThomas M. Murray Duane S. EllifrittR. Shankar Nair Bruce R. Ell
19、ingwoodClarkson W. Pinkham Shu-Jin FangDouglas D. Rees-Evans Steven J. FenvesThomas Z. Scarangello James M. FisherDonald R. Sherman John W. FisherW. Lee Shoemaker Theodore V. GalambosFrank F. Sowokinos Lawrence G. GriffisWilliam A. Thornton James R. HarrisRaymond H. R. Tide Tony C. HazelIvan M. Vies
20、t Mark V. HollandJoseph A. Yura Cynthia J. Lanz, Secretary ivPREFACE LRFD Specification for Structural Steel Buildings, December 27, 1999 AMERICANINSTITUTE OFSTEELCONSTRUCTION TABLEOFCONTENTS SYMBOLS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xv GLOSSARY . . . . . .
21、. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xxiii SPECIFICATION A.GENERAL PROVISIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 A1.Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 A2.Types of Construction . . . . . . . . . . . . . . . . .
22、. . . . . . . . . . . 1 A3.Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 1.Structural Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.Steel Castings and Forgings . . . . . . . . . . . . . . . . . . . . . . 4 3.Bolts, Washers, and Nuts . . . . .
23、. . . . . . . . . . . . . . . . . . . 4 4.Anchor Rods and Threaded Rods . . . . . . . . . . . . . . . . . . . 5 5.Filler Metal and Flux for Welding . . . . . . . . . . . . . . . . . . . 5 6.Stud Shear Connectors . . . . . . . . . . . . . . . . . . . . . . . . . 6 A4.Loads and Load Combinations . . .
24、 . . . . . . . . . . . . . . . . . . . . 6 A5.Design Basis. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 1.Required Strength at Factored Loads. . . . . . . . . . . . . . . . . . 6 2.Limit States. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 3.Design for Strength
25、. . . . . . . . . . . . . . . . . . . . . . . . . . . 7 4.Design for Serviceability and Other Considerations . . . . . . . . . . 7 A6.Referenced Codes and Standards . . . . . . . . . . . . . . . . . . . . . . 7 A7.Design Documents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 B.DESIGN
26、REQUIREMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . 10 B1.Gross Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 B2.Net Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 B3.Effective Area of Tension Members . . . . . . . . . . . . . . .
27、 . . . . . 10 B4.Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 B5.Local Buckling. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 1.Classification of Steel Sections . . . . . . . . . . . . . . . . . . . . 12 2.Design by Plastic Analysis . . . . . . .
28、 . . . . . . . . . . . . . . . 13 3.Slender-Element Compression Sections . . . . . . . . . . . . . . . 13 B6.Bracing at Supports . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 B7.Limiting Slenderness Ratios . . . . . . . . . . . . . . . . . . . . . . . . 13 B8.Simple Spans. . . . . . . .
29、 . . . . . . . . . . . . . . . . . . . . . . . . 13 B9.End Restraint. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 B10. Proportions of Beams and Girders. . . . . . . . . . . . . . . . . . . . . 13 C.FRAMES AND OTHER STRUCTURES . . . . . . . . . . . . . . . . . . . 17 C1.Second Or
30、der Effects. . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 1.Design by Plastic Analysis . . . . . . . . . . . . . . . . . . . . . . 17 2.Design by Elastic Analysis . . . . . . . . . . . . . . . . . . . . . . 17 C2.Frame Stability. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
31、. 18 1.Braced Frames . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 2.Unbraced Frames . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 LRFD Specification for Structural Steel Buildings, December 27, 1999 AMERICANINSTITUTE OFSTEELCONSTRUCTION v SPECIFICATION (Contd) C3.Stability B
32、racing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 1.Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 2.Frames. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 3.Columns. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20
33、4.Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 D.TENSION MEMBERS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24 D1.Design Tensile Strength . . . . . . . . . . . . . . . . . . . . . . . . . . 24 D2.Built-Up Members . . . . . . . . . . . . . . . . . . . . .
34、. . . . . . . . 24 D3.Pin-Connected Members and Eyebars . . . . . . . . . . . . . . . . . . . 25 1.Pin-Connected Members . . . . . . . . . . . . . . . . . . . . . . . 25 2.Eyebars . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26 E.COLUMNS AND OTHER COMPRESSION MEMBERS. . . . . . .
35、. . . 27 E1.Effective Length and Slenderness Limitations. . . . . . . . . . . . . . . 27 1.Effective Length. . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 2.Design by Plastic Analysis . . . . . . . . . . . . . . . . . . . . . . 27 E2.Design Compressive Strength for Flexural Buckling . . .
36、 . . . . . . . . 27 E3.Design Compressive Strength for Flexural-Torsional Buckling . . . . . . 28 E4.Built-Up Members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 1.Design Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 2.Detailing Requirements . . . . . . . . . .
37、 . . . . . . . . . . . . . . 29 E5. Connections for Pin-Connected Compression Members . . . . . . . . . . 30 F.BEAMS AND OTHER FLEXURAL MEMBERS . . . . . . . . . . . . . . 31 F1.Design for Flexure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31 1.Yielding . . . . . . . . . . . . . . . .
38、 . . . . . . . . . . . . . . . . 31 2.Lateral-Torsional Buckling . . . . . . . . . . . . . . . . . . . . . . 32 3.Design by Plastic Analysis . . . . . . . . . . . . . . . . . . . . . . 34 F2.Design for Shear . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 1.Web Area Determination . .
39、. . . . . . . . . . . . . . . . . . . . . 35 2.Design Shear Strength. . . . . . . . . . . . . . . . . . . . . . . . . 35 3.Transverse Stiffeners . . . . . . . . . . . . . . . . . . . . . . . . . 36 F3.Web-Tapered Members . . . . . . . . . . . . . . . . . . . . . . . . . . 36 F4.Beams and Girders wit
40、h Web Openings . . . . . . . . . . . . . . . . . . 36 G. PLATE GIRDERS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37 H. MEMBERS UNDER COMBINED FORCES AND TORSION . . . . . . . 38 H1.Symmetric Members Subject to Bending and Axial Force . . . . . . . . 38 1.Doubly and Singly Symmetr
41、ic Members in Flexure and Tension . . 38 2.Doubly and Singly Symmetric Members in Flexure and Compression. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39 H2.Unsymmetric Members and Members Under Torsion and Combined Torsion, Flexure, Shear, and/or Axial Force . . . . . . . . . . 39 H3.
42、Alternative Interaction Equations for Members Under Combined Stress (see Appendix H3) . . . . . . . . . . . . . . . . . . . . . . . . . 39 I.COMPOSITE MEMBERS . . . . . . . . . . . . . . . . . . . . . . . . . . . 40 I1.Design Assumptions and Definitions . . . . . . . . . . . . . . . . . . . 40 I2.Co
43、mpression Members. . . . . . . . . . . . . . . . . . . . . . . . . . . 41 1.Limitations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41 LRFD Specification for Structural Steel Buildings, December 27, 1999 AMERICANINSTITUTE OFSTEELCONSTRUCTION viTABLE OF CONTENTS SPECIFICATION (Contd)
44、2.Design Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42 3.Columns with Multiple Steel Shapes . . . . . . . . . . . . . . . . . 42 4.Load Transfer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43 I3.Flexural Members . . . . . . . . . . . . . . . . . . . . . . . . . .
45、. . . 43 1.Effective Width . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43 2.Design Strength of Beams with Shear Connectors . . . . . . . . . . 43 3.Design Strength of Concrete-Encased Beams . . . . . . . . . . . . 44 4.Strength During Construction. . . . . . . . . . . . . . . . . . . . .
46、 44 5.Formed Steel Deck . . . . . . . . . . . . . . . . . . . . . . . . . . 44 6.Design Shear Strength. . . . . . . . . . . . . . . . . . . . . . . . . 46 I4.Combined Compression and Flexure . . . . . . . . . . . . . . . . . . . 46 I5.Shear Connectors. . . . . . . . . . . . . . . . . . . . . . . . .
47、 . . . . . 46 1.Materials. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46 2.Horizontal Shear Force . . . . . . . . . . . . . . . . . . . . . . . . 46 3.Strength of Stud Shear Connectors . . . . . . . . . . . . . . . . . . 47 4.Strength of Channel Shear Connectors . . . . . . . . .
48、. . . . . . . 47 5.Required Number of Shear Connectors. . . . . . . . . . . . . . . . 47 6.Shear Connector Placement and Spacing . . . . . . . . . . . . . . . 48 I6.Special Cases. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48 J.CONNECTIONS, JOINTS, AND FASTENERS . . . . . . . . .
49、. . . . . . 49 J1.General Provisions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49 1.Design Basis. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49 2.Simple Connections . . . . . . . . . . . . . . . . . . . . . . . . . 49 3.Moment Connections . . . . . . . . . . . . . . . . . . . . . . . . . 49 4.Compression Members with Bearing Joints . . . . . . . . . . . . . 49 5.Splices in Heavy Sections . . . . . . . . . . . . . . . . . . . . . . 49 6.Beam Copes and Weld Access Holes. . . . . . . . . . . . . . . . . 50 7.Minimum Strength of Connections . . . . . .
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