1、INTERNATIONAL STANDARD IS0 10721 -I First edition 1997-02-01 Steel structures - Part 1: Materials and design Structures en acier - Partie I: Matbriaux et conception This material is reproduced from IS0 documents under International Organization for Standardization (ISO) Copyright License number IHSI
2、ICCIl996. Not for resale. No part of these IS0 documents may be reproduced in any form, electronic retrieval system or otherwise, except as allowed in the copyright law of the country of use, or with the prior written consent of IS0 (Case postale 56,1211 Geneva 20, Switzerland, Fax +41 22 734 10 79)
3、, IHS or the IS0 Licensers members. Reference number IS0 10721-1:1997(E) IS0 107214:1997(E) CONTENTS Page 1 SCOPE 1 2 NORMATIVE REFERENCES 1 3 DEFINITIONS AND SYMBOLS . 2 3.1 Definitions 2 3.2 List of svmbols 5 4 DOCUMENTATION OF THE DESIGN . 11 4.1 4.2 4.3 Calculations . 1 1 Testing . 11 Documentat
4、ion 1 1 5 BASIC DESIGN PRINCIPLES . 11 5.1 5.2 5.3 Obiectives and aeneral recommendations . 11 Limit states 12 Desion situations and member resistance . 12 5.3.1 5.3.2 5.3.3 General . 12 Design situations . 12 Member resistance . 13 6 BASIC VARIABLES 13 6.1 6.2 General . 13 Actions . 13 6.2.1 6.2.2
5、General . 13 Design value 14 6.3 Materials 14 6.3.1 6.3.2 6.3.3 6.3.4 General . 14 Structural steels 14 Connecting devices . 14 Testing and inspection of materials 15 6.4 6.5 Geometrical parameters . 15 Desian vahe of resistance . 15 Q IS0 1997 All rights reserved. Unless otherwise specified, no par
6、t of this publication may be reproduced or utilized in any form or by any means, electronic or mechanical, including photocopying and microfilm, without permission in writing from the publisher. International Organization for Standardization Case postale 56 9 CH-1211 Gen a=llOOnet; p=iso; o=isocs; s
7、=central Printed in Switzerland ii 0 IS0 IS0 10721-l :1997(E) Page ANALYSIS OF STRUCTURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 7 7.1 General . 15 7.2 Structural behaviour . 16 7.3 Methods of analvsis 16 7.3.1 General . 16 7.3.2
8、Elastic analysis 16 7.3.3 Elastic-plastic analysis 16 7.3.4 Plastic analysis 16 ULTIMATE LIMIT STATES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 8 8.1 Member desian . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
9、 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 8.1.1 General . 17 8.1.2 Cross-sectional resistance 17 8.1.3 Member stability . 17 8.2 Resistance of members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
10、 . . . . . . . . . . . . . 18 8.2.1 Member strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 8.3 Classification of cross sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
11、. . . . . . . . . . . . . . . . . . 18 General . 18 Definitions of classes 18 Maximum width-thickness ratios of elements subjected to compression and/or bending . 19 8.3.1 8.3.2 8.3.3 8.4 Flexural buckling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
12、. . . . . . . . . . . . . . . . . . . . . . . . . . 19 8.4.1 Effective buckling length 19 8.4.2 Slenderness . 19 8.4.3 Compression resistance . 20 8.4.4 Buckling strength fc 20 8.4.5 Compression members subjected to moments . 20 8.4.6 Buckling of built-up members . 21 8.5 Torsional and lateral torsi
13、onal bucklinq . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 8.5.1 Torsional buckling 21 8.5.2 Lateral torsional buckling . 21 8.5.3 Buckling strengths-f, and fcL 21 8.5.4 Bracing of beams, girders and trusses . 22 8.6 Bucklina of plates . . . . . . . . . . . . . . . . . .
14、. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22 8.6.1 8.6.2 8.6.3 8.6.4 8.6.5 General . 22 Uniaxial force or in-plane moment . 22 Shear resistance of webs . 23 Combined forces . 23 Webs or panels subdivided by stiffeners . 23 IS0 10721-l
15、 : 1997(E) 0 IS0 Page Connections. ueneral reauirements . . . . . . . . . . . . . . . . . . . . . . . . _._. 24 8.7 8.8 Bolted connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _. 25 8.8.1 8.8.2 8.8.3 8.8.4 8
16、.8.5 8.8.6 General . 25 Bolting details 25 Strength of connections with bolts and rivets . 26 Slip coefficients . 26 Deduction for holes 26 Length of connection 27 Welded connections . 27 8.9 Scope . 27 General requirements . 28 Types of welds 29 Design assumptions . 29 Design provisions . 30 Comple
17、te joint penetration groove welds in butt and tee joints . 30 Fillet welds . 32 Plug and slot welds . 34 8.9.1 8.9.2 8.9.3 8.9.4 8.9.5 8.9.6 8.9.7 8.9.8 8.10 Joints in contact bearinq 34 SERVICEABILITY LIMIT STATES 34 9 10 FATIGUE . . . . . . . . . . . . . . . . . . . . . . . 35 ScoDe . 1*.,. 35 10.
18、1 10.1 .I General . 35 10.1.2 Limitations . . . 35 10.1.3 Situations in which no fatigue assessment is required . 35 10.2 Fatique assessment procedures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 10.2.1 Fatigue assessment based on nominal stress
19、 range . 36 10.2.2 Fatigue assessment based on a geometric stress range 37 10.3 Fatiaue loading 37 10.4 Fatiaue stress soectra . 37 10.4.1 Stress calculation 37 10.4.2 Design stress range spectrum . 38 10.5 Fatiaue strenath . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
20、. . . . . . . . . . . . . . . . . * 38 Definition of fatigue strength curves for classified structural details . . . . . . . . . . . . . . . . . . m . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39 Definition of reference fatigue strength curves for non-classified detai
21、ls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39 10.5.1 10.5.2 Fatique strenath modifications 39 Partial safetv factors . 39 10.6 10.7 iv 0 IS0 IS0 10721-1:1997(E) Page 10.7.1 Partial safety factors for fatigue loading . 39 10.7.2 Partial safety fac
22、tors for fatigue strength . 40 10.7.3 Values of the partial safety factors 40 Annex A .41 A.6 BASIC VARIABLES . 41 A.6.3 A.6.3.2 Materials . 41 Structural steel . 41 A.7 ANALYSIS OF STRUCTURES 41 A.7.1 General 41 A.7.2 Structural behaviour 41 A.7.3 Methods of analvsis . 41 A.7.3.2 Elastic analysis .
23、 41 A.7.3.4 Plastic analysis . 42 A.8 ULTIMATE LIMIT STATE . 42 A.8.2 Resistance of structural members 42 A.8.3 Classification of cross sections . 45 A.8.3.1 A-8.3.2 A.8.3.3 General 45 Definitions of classes . 46 Maximum width-thickness ratios of elements subjected to compression and/or bending 46 A
24、.8.4 Flexural bucklinq . .48 A.8.4.1 Effective length 48 A.8.4.2 Slenderness 48 A.8.4.3 Compression resistance 48 A.8.4.4 Determination of fc . 48 A.8.4.5 Compression members subjected to moments 52 A-8.4.6 Buckling of built-up members 56 A.8.5 Torsional and lateral torsional buckling 57 A.8.5.3 Buc
25、kling strengths fcT and f cL 57 A.8.5.4 Bracing of beams, girders and trusses 60 A.8.6 Bucklinq of plates . 61 A.8.6.1 A.8.6.2 A.8.6.3 A.8.6.4 A.8.6.5 General 61 Plates subjected to uniaxial force or in-plane moment 61 Shear resistance of webs 65 A combination of forces 67 Webs or panels subdivided
26、by stiffeners 70 V IS0 107214:1997(E) Q IS0 A.8.8 A.8.8.2 A.883 A.8.8.4 A.8.8.6 AA.9 A.8.9.2 A.8.9.4 A.8.9.5 A.8.9.6 A.8.9.7 A.10 A.lO.l A.10.1.3 A.10.2 A.10.2.1 A.10.2.2 A.10.3 A.10.4 A.10.4.2 A.10.5 A.10.5.1 A.10.5.2 A.10.6 A.10.6.1 A.10.6.2 A.10.7 A.10.7.3 Page Bolted connections . 73 Bolting det
27、ails 73 Strength of connections with bolts and rivets . 74 Slip coefficients . 76 Length of connection 77 Welded connections . 77 General requirements . 77 Design assumptions . 77 Design provisions . 77 Groove welds in butt and tee joints 78 Fillet welds . 78 FATIGUE 79 Scope . 79 Situations in whic
28、h no fatigue assessment is required . 79 Fatique assessment orocedures 80 Fatigue assessment based on nominal stress range . 80 Fatigue assessment based on a geometric stress range 80 Fatiaue loadinq 80 Fatiaue stress sbectra . 81 Design stress range spectrum . 81 Fatiaue strength 81 Definition of f
29、atigue strength curves for classified constructional details . 84 Definition of reference fatigue strength curves for non-classified details 105 Fatigue strenath modifications 105 Influence of mean stress level in non-welded or stress relieved welded details . 105 Influence of thickness . 105 Partia
30、l safetv factors . 105 Values of partial factors 105 Annex B (Reference publications) . . . . . . . . . . . . . . . . . . . . *. 107 vi 0 IS0 IS0 10721-1:1997(E) Foreword IS0 (the International Organization for Standardization) is a worldwide federation of national standards bodies (IS0 member bodie
31、s). The work of preparing International Standards is normally carried out through IS0 technical committees. Each member body interested in a subject for which a technical committee has been established has the right to be represented on that committee. International organizations, governmental and n
32、on-governmental, in liaison with ISO, also take part in the work. IS0 collaborates closely with the International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization. Draft International Standards adopted by the technical committees are circulated to the member bodie
33、s for voting. Publication as an International Standard requires approval by at least 75 % of the member bodies casting a vote. International Standard IS0 10721-l was prepared by Technical Committee lSO/TC 167, Steel and aluminium structures, Subcommittee SC 1, Steel: Material and design. IS0 10721 c
34、onsists of the following parts under the general title Steel and aluminium structures: - Part 1: Materials and design - Part 2: Fabrication and erection Annexes A and 6 of this part of IS0 10721 are for information only. vii IS0 10721=1:1997(E) 0 IS0 Introduction This part of IS0 10721 establishes a
35、 common basis for drafting national standards for the use of materials in steel structures and for their design, in order to ensure adequate and consistent measures regarding safety and serviceability. Annex A of this part of IS0 10721 contains noncompulsory recommendations which may be used as guid
36、elines for practical design. The specific and numerical requirements for the completion of structures which are optimal with respect to the state of a countrys economy, development and general values should be given in the national codes of the country. The design rules given concern limit-state ver
37、ifications for comparing the effects of actions or combinations of actions with the strength (resistance) of the structure and its components. . . . VIII INTERNATIONAL STANDARD o IS0 IS0 10721-1:1997(E) Steel structures - Part 1: Materials and design 1 Scope This part of IS0 10721 establishes the pr
38、inciples and general rules for the use of steel materials and design of steel structures in buildings. NOTE 1 The degree of reliability should be as specified in national codes. In the establishment of design safety factors, due consideration should also be given to IS0 10721-2 for fabrication of st
39、eel structures. This part of IS0 10721 is also applicable to bridges, off-shore and other civil engineering and related structures, but for such structures it may be necessary to consider other requirements. This part of IS0 10721 does not cover the special requirements for steel structures in corro
40、sive environments beyond normal atmospheric conditions and corrosion protection with regard to fatigue design. This part of IS0 10721 does not cover the special requirements of seismic design. For welded connections and for structures subject to fatigue, special considerations regarding the scope of
41、 this document are presented in 8.9 and 10.1 respectively. NOTE 2 Rules and recommendations regarding composite steel and concrete structures and fire safety of steel structures will subsequently be issued as separate International Standards. 2 Normative references The following standards contain pr
42、ovisions which, through reference in this text, constitute provisions of this part of IS0 10721. At the time of publication, the editions indicated were valid. All standards are subject to revision, and parties to agreements based on this part of IS0 10721 are encouraged to investigate the possibili
43、ty of applying the most recent editions of the standards indicated below. Members of IEC and IS0 maintain registers of currently valid International Standards. IS0 630: 1995, Structural steel - Plates, wide flats, bars, sections and profiles. IS0 898:1988-l 994, Mechanical properties of fasteners (a
44、ll parts). IS0 2394: -“, Genera/ principles on reliability of structures. IS0 3989: -“, Bases for design of structures - Notations - General symbols. IS0 4753: 1983, Fasteners - Ends of parts with external metric IS0 thread. IS0 4951: 1979, High yield strength steel bars and sections IS0 6892: -3, M
45、etallic materials - Tensile testing at ambient temperature. 1) To be published. (Revision of IS0 2394:1986) 2) To be published. (Revision of IS0 3898:1987) 3) To be published. (Revision of IS0 6892:i 984, replacing IS0 82:1974) IS0 10721-1:1997(E) 8 IS0 3 DEFINITIONS AND SYMBOLS For the purposes of
46、this part of IS0 10721, the following definitions and symbols apply. 3.1 Definitions Limit states: Ultimate limit state: Serviceability limit state: Specified life: Direct action: Indirect action: Nominal action: Design action: The states beyond which the structure no longer satisfies the design req
47、uirements. The limit states corresponding to the maximum load carrying resistance (safety related). The limit states related to normal use (often related to function). The time the structure is to be used under the given design assumptions. One or a set of concentrated or distributed forces acting o
48、n the structure, such as seffweight, imposed specified actions, wind, etc. The cause of imposed or constrained deformations in the structure, such as temperature effects, settlements, creep etc. The numerical value of an action sither defined by the authorities or by the contract documents. When thi
49、s value corresponds to a specified probability to be exceeded within a specified reference time, it is called characteristic action, and it is calculated in accordance with IS0 2394. Actions used in calculations. The design action is the nominal action multiplied by its partial safety factor y, or it is the combination of nominal actions, each multiplied by its partial safety factor yr for the relevant limit state. 0 IS0 IS0 10721-1:1997(E) Shake down: Variable action: Repetetive action: Characteristic material property: Design material property: Nominal strength or resistance: De
