AISC 335 钢结构技术规范补充 第1条

AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC. AISC 335-89s1 Supplement No. 1 to the Specification for Structural Steel Buildings Allowable Stress Design and Plastic Design (June 1, 1989) Approved by the AISC Committee on Specifications and issued by the AISC Board of Directors December 17, 2001 2 ASD Supplement No. 1, December 17, 2001 AMERICAN INSTITUTE OF STEEL CONSTRUCTION Copyright © 2002 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. The information presented in this publication has been prepared in accordance with recognized engineering 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 specific application without competent professional examination and verification of its accuracy, suitability, and applicability by a licensed engineer, architect or other professional. The publication of the material contained herein is not intended as a representation or warranty on the part of the American Institute of Steel Construction, Inc. or of any other person named herein, that this information is suitable for any general or particular use or of freedom from infringement of any patent or patents. Anyone making use of this information assumes all liability arising from such use. Caution must be exercised when relying upon other specifications and codes developed by other bodies and incorporated by reference herein since such material may be modified or amended from time to time subsequent to the printing of this edition. 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. ASD Supplement No. 1, December 17, 2001 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 3 PREAMBLE TO Supplement No. 1 to the Specification for Structural Steel Buildings, Allowable Stress Design and Plastic Design (June 1, 1989) Since 1923, the American Institute of Steel Construction has published and maintained the Specification for Structural Steel Buildings based on the Allowable Stress Design (ASD) method. In 1989, the Institute published its ninth and latest edition of the ASD Specification. The Institute introduced the first edition of the Load and Resistance Factor Design Specification (LRFD) in 1986, based on the latest steel design and construction research and technology. Subsequently, there has been a 2nd and 3rd edition of that specification in 1993 and 1999, respectively. The 1989 ASD Specification has remained in effect as an alternative design method to LRFD. In 2000, the Board of Directors of the American Institute of Steel Construction directed the AISC Committee on Specifications to unify ASD and LRFD into a single specification in order to provide a more efficient and cost effective design, fabrication, and construction methodology for the steel industry in the United States. Supplement No. 1 to the Specification for Structural Steel Buildings, Allowable Stress Design and Plastic Design (ASD Specification), (dated June 1, 1989) is a limited supplement in anticipation of a complete integration of ASD with LRFD criteria within a single AISC Specification in the near future. For provisions that have evolved since 1989 for all aspects of the design of structural steel buildings, such as shear lag, stability bracing, flanges and webs under concentrated forces, evaluation of existing structures, and fatigue criteria see the 1999 Load and Resistance Factor Design Specification for Structural Steel Buildings. Note that the two design methods are not intended to be used simultaneously in the design of the same structure. This Supplement includes the following: updated code and specification references, such as the current AISC provisions for seismic design, the RCSC Specification, ASCE 7, AWS D1.1, ASTM A913 and A992; new filler metal toughness and shape material toughness criteria for certain conditions; and expanded structural analysis requirements that are all consistent with prevailing steel design requirements. This supplement is not intended to provide a complete metric conversion. Metric standards are only included when designated as such by other organizations such as ASTM or AWS. This Supplement also deletes all explicit loading requirements, other than by reference to the governing building code and ASCE 7, and removes the separate 1/3 stress increase allowance. The latter effect is more properly included within the current service load combination requirements of ASCE 7. 4 ASD Supplement No. 1, December 17, 2001 AMERICAN INSTITUTE OF STEEL CONSTRUCTION ASD Supplement No. 1, December 17, 2001 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 5 Supplement No. 1 to the Specification For Structural Steel Buildings, Allowable Stress Design and Plastic Design (June 1, 1989) December 17, 2001 I. Chapter A Replace Chapter A with the following: CHAPTER A GENERAL PROVISIONS A1. SCOPE The Specification for Structural Steel Buildings-Allowable Stress Design and Plastic Design is intended as an alternate to the Load and Resistance Factor Design Specification for Structural Steel Build- ings. This Specification includes the list of symbols, the glossary, and the appendices. The tables of numerical values are provided for design convenience. Seismic design of buildings shall comply with the AISC Seismic Pro- visions for Structural Steel Buildings, Seismic Provisions Supplement No. 2, and with this Specification. 6 ASD Supplement No. 1, December 17, 2001 AMERICAN INSTITUTE OF STEEL CONSTRUCTION Single angle members shall comply with the Specification for Allow- able Stress Design of Single-Angle Members and with this Specifica- tion. Design of nuclear structures shall comply with the Specification for the Design, Fabrication and Erection of Steel Safety Related Struc- tures for Nuclear Facilities and with this Specification. Design of structural joints shall comply with the Specification for Structural Joints Using ASTM A325 or A490 Bolts (Research Coun- cil on Structural Connections) and the Structural Welding Code-Steel (AWS D1.1) and with this Specification. As used in this Specification, the term structural steel refers to the steel elements of the structural steel frame essential to the support of the design loads. Such elements are enumerated in Section 2.1 of the AISC Code of Standard Practice for Steel Buildings and Bridges. For the design of cold-formed steel structural members, whose pro- files contain rounded corners and slender flat elements, the provisions of the American Iron and Steel Institute Specification for the Design of Cold-Formed Steel Structural Members are recommended. A2. TYPES OF CONSTRUCTION Three basic types of construction and associated design assumptions are permissible under the respective conditions stated herein, and each will govern in a specific manner the size of members and the types and strength of their connections: Type 1, commonly designated as “rigid-frame” (continuous frame), assumes that beam-to-column connections have sufficient rigidity to hold virtually unchanged the original angles between intersecting members. Type 2, commonly designated as “simple framing” (unrestrained, free-ended) assumes that, insofar as gravity loading is concerned, ends of beams and girders are connected for shear only and are free to rotate under gravity load. Type 3, commonly designated as “semi-rigid framing” (partially re- strained), assumes that the connections of beams and girders possess a dependable and known moment capacity intermediate in degree be- tween the rigidity of Type 1 and the flexibility of Type 2. ASD Supplement No. 1, December 17, 2001 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 7 The design of all connections shall be consistent with the assumptions as to type of construction called for on the design drawings. Type 1 construction is unconditionally permitted under this Specification. Two different methods of design are recognized. Within the limitations laid down in Sect. N1, members of continuous frames or continuous portions of frames may be proportioned, on the basis of their maximum predictable strength, to resist the specified design loads multiplied by the prescribed load factors. Otherwise, Type 1 construction shall be designed, within the limitations of Chapters A through M, to resist the stresses produced by the specified design loads, assuming moment distribution in accordance with elastic theory. Type 2 construction is permitted under this Specification, subject to the stipulations of the following paragraph, wherever applicable. In buildings designed as Type 2 construction (i.e., with beam-to- column connections other than wind connections assumed flexible under gravity loading) the wind moments may be distributed among selected joints of the frame, provided: 1. Connections and connected members have adequate capacity to re- sist wind moments. 2. Girders are adequate to carry full gravity load as “simple beams.” 3. Connections have adequate inelastic rotation capacity to avoid overstress of the fasteners or welds under combined gravity and wind loading. Type 3 (semi-rigid) construction is permitted upon evidence the con- nections to be used are capable of furnishing, as a minimum, a pre- dictable proportion of full end restraint. The proportioning of main members joined by such connections shall be predicated upon no greater degree of end restraint than this minimum. Types 2 and 3 construction may necessitate some inelastic, but self- limiting, deformation of a structural steel part. A 3. MATERIAL 1. Structural Steel a. ASTM Designations Material conforming to one of the following standard specifications is approved for use under this Specification: 8 ASD Supplement No. 1, December 17, 2001 AMERICAN INSTITUTE OF STEEL CONSTRUCTION Carbon Structural Steel, ASTM A36/A36M Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and Seamless Steel Pipe, ASTM A53/A53M, Gr. B High-Strength Low-Alloy Structural Steel, ASTM A242/A242M Cold-Formed Welded and Seamless Carbon Steel Structural Tub- ing in Rounds and Shapes, ASTM A500 Hot-Formed Welded and Seamless Carbon Steel Structural Tubing, ASTM A501 High-Yield-Strength, Quenched and Tempered Alloy Steel Plate, Suitable for Welding, ASTM A514/A514M High-Strength Carbon-Manganese Steel of Structural Quality, ASTM A529/A529M High-Strength Low-Alloy Columbium-Vanadium Steels of Struc- tural Quality, ASTM A572/A572M High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point to 4-in. (100 mm) Thick, ASTM A588/A588M Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance, ASTM A606 Hot-Formed Welded and Seamless High-Strength Low-Alloy Structural Tubing, ASTM A618 Carbon and High-Strength Low-Alloy Structural Steel Shapes, Plates and Bars and Quenched-and-Tempered Alloy Structural Steel Plates for Bridges, ASTM A709/A709M Quenched and Tempered Low-Alloy Structural Steel Plate with 70 ksi (485 MPa) Minimum Yield Strength to 4 in. (100 mm) Thick, ASTM A852/A852M High-Strength Low-Alloy Steel Shapes of Structural Quality, Pro- duced by Quenching and Self-Tempering Process (QST), ASTM A913/A913M Steel for Structural Shapes for Use in Building Framing, ASTM A992/ A992M Structural Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, ASTM A1011 Certified mill test reports or certified reports of tests made by the fab- ricator or a testing laboratory in accordance with ASTM A6/A6M, Standard Specification for General Requirements for Rolled Struc- tural Steel Bars, Plates, Shapes, and Sheet Piling or A568/A568M, Standard Specification for Steel, Sheet, Carbon, and High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, General Requirements for as applicable, and the governing specification shall constitute suffi- ASD Supplement No. 1, December 17, 2001 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 9 cient evidence of conformity with one of the above ASTM standards. Additionally, the fabricator shall, if requested, provide an affidavit stating the structural steel furnished meets the requirements of the grade specified. b. Unidentified Steel Unidentified steel, if surface conditions are acceptable according to criteria contained in ASTM A6/A6M, is permitted to be used for un- important members or details, where the precise physical properties and weldability of the steel would not affect the strength of the struc- ture. c. Heavy Shapes For ASTM A6/A6M Group 4 and 5 rolled shapes to be used as mem- bers subject to primary tensile stresses due to tension or flexure, toughness need not be specified if splices are made by bolting. If such members are spliced using complete-joint-penetration groove welds, the steel shall be specified in the contract documents to be supplied with Charpy V-Notch (CVN) impact testing in accordance with ASTM A6/A6M, Supplementary Requirement S5. The impact test shall meet a minimum average value of 20 ft-lbs. absorbed energy at +70°F and shall be conducted by the producer in accordance with ASTM A673/A673M, with the following exceptions: (1) The center longitudinal axis of the specimens shall be located as near as practical to midway between the inner flange surface and the center of the flange thickness at the intersection with the web mid-thickness. (2) For shapes produced from ingots, tests shall be conducted on ma- terial selected from a location representing the top of each ingot or part of an ingot used to produce the product represented by these tests. For plates exceeding 2-in. thick used for built-up cross-sections with bolted splices and subject to primary tensile stresses due to tension or flexure, material toughness need not be specified. If such cross- sections are spliced using complete-joint-penetration welds, the steel shall be specified in the contract documents to be supplied with Charpy V-Notch testing in accordance with ASTM A6/A6M, Sup- plementary Requirement S5 for the Charpy V-Notch Impact Test for Structural Shapes: Alternate Core Location. The impact test shall be conducted by the producer in accordance with ASTM A673/A673M, 10 ASD Supplement No. 1, December 17, 2001 AMERICAN INSTITUTE OF STEEL CONSTRUCTION Frequency P, and shall meet a minimum average value of 20 ft-lbs. absorbed energy at +70°F. The above supplementary toughness requirements shall also apply when complete-joint-penetration welded joints through the thickness of ASTM A6/A6M Group 4 and 5 shapes and built-up cross sections with thickness exceeding 2 in. are used in connections subjected to primary tensile stress due to tension or flexure of such members. The requirements need not apply to ASTM A6/A6M Group 4 and 5 shapes and built-up members with thickness exceeding two in. to which members other than ASTM A6/A6M Group 4 and 5 shapes and built-up members are connected by complete-joint-penetration welded joints through the thickness of the thinner material to the face of the heavy material. Additional requirements for joints in heavy rolled and built-up mem- bers are given in Sections J1.7, J1.8, J2.6, J2.7 and M2.2. d. Design Wall Thickness of Hollow Structural Sections The design wall thickness t shall be used in calculations involving the wall thickness of hollow structural sections. The design wall thick- ness, t, shall be taken equal to 0.93 times the nominal wall thickness for electric-resistance-welded (ERW) HSS and equal to the nominal thickness for submerged-arc-welded (SAW) HSS. 2. Steel Castings and Forgings Cast steel shall conform to one of the following standard specifica- tions: Steel Castings, Carbon, for General Application, ASTM A27/A27M, Gr. 65-35 (450-240) Steel Castings, High Strength, for Structural Purposes, ASTM A148/148M Gr. 80-50 (550-345) Steel forgings shall conform to the following standard specification: Steel Forgings Carbon and Alloy, for General Industrial Use, ASTM A668/A668M Certified test reports shall constitute sufficient evidence of confor- mity with standards. ASD Supplement No. 1, December 17, 2001 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 11 Allowable stresses shall be the same as those provided for other steels, where applicable. 3. Bolts, Washers, and Nuts Steel bolts, washers, and nuts shall conform to one of the following standard specifications: Carbon and Alloy Steel Nuts for Bolts for High-Pressure or High- Temperature Service, or Both, ASTM A194/A194M Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength, ASTM A307 Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength, ASTM A325 High-Strength Bolts for Structural Steel Joints [Metric], ASTM A325M Quenched and Tempered Steel Bolts and Studs, ASTM A449 Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile Strength, ASTM A490 High-Strength Steel Bolts, Classes 10.9 and 10.9.3, for Structural Steel Joints [Metric], ASTM A490M Carbon and Alloy Steel Nuts, ASTM A563 Hardened Steel Washers, ASTM F436 Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners, ASTM F959 Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners [Metric], ASTM F959M “Twist Off” Type Tension Control Structural Bolt/Nut/Washer As- semblies, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength, ASTM F1852 ASTM A449 bolts are permitted only in connections requiring bolt di- ameters greater than 1½-in. and shall not be used in slip-critical connec- tions. Manufacturer’s certification shall constitute sufficient evidence of conformity with the standards. 4. Anchor Rods and Threaded Rods Anchor rods and threaded rod steel shall conform to one of the fol- lowing standard specifications: Carbon Structural Steel, ASTM A36/A36M 12 ASD Supplement No. 1, December 17, 2001 AMERICAN INSTITUTE OF STEEL CONSTRUCTION Alloy Steel and Stainless Steel Bolting Materials for High- Temperature Service, ASTM A193/A193M Quenched and Tempered Alloy Steel Bolts, Studs and Other Exter- nally Threaded Fasteners, ASTM A354 High-Strength Low-Alloy Columbium-Vanadium Structural Steel, ASTM A572/A572M High-Strength Low-Alloy Structural Steel with 50 ksi [345 MPa] Minimum Yield Point to 4-in. [100 mm] Thick, ASTM A588/A588M Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength, ASTM F1554 Threads on anchor rods and threaded rods shall conform to the Uni- fied Standard Series of ASME B18.2.6 and shall have Class 2A tol- erances. Steel bolts conforming to other provisions of Section A3.3 are per- mitted as anchor rods. Manufacturer’s certification shall constitute sufficient evidence of conformity with the standards. 5. Filler Metal and Flux for Welding Filler metals and fluxes shall conform to one of the following specifi- cations of the American