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1、 AS 41001990 Australian Standard? Steel structures This Australian Standard was prepared by Committee BD/1. It was approved on behalf of the Council of Standards Australia on 6 August 1990 and published on 26 October 1990. The following interests are represented on Committee BD/1: Association of Con
2、sulting Engineers Australia Australian Construction Services Australian Institute of Steel Construction AUSTROADS Building Management Authority, WA Bureau of Steel Manufacturers of Australia CSIRO, Division of Building, Construction and Engineering Confederation of Australian Industry Institution of
3、 Engineers, Australia Metal Trades Industry Association of Australia Public Works Department, NSW Railways of Australia Committee University of New South Wales University of Queensland University of Sydney Welding Technology Institute of Australia Review of Australian Standards. To keep abreast of p
4、rogress in industry, Australian Standards are subject to periodic review and are kept up to date by the issue of amendments or new editions as necessary. It is important therefore that Standards users ensure that they are in possession of the latest edition, and any amendments thereto. Full details
5、of all Australian Standards and related publications will be found in the Standards Australia Catalogue of Publications; this information is supplemented each month by the magazine The Australian Standard, which subscribing members receive, and which gives details of new publications, new editions a
6、nd amendments, and of withdrawn Standards. Suggestions for improvements to Australian Standards, addressed to the head office of Standards Australia, are welcomed. Notification of any inaccuracy or amibuity found in an Australian Standard should be made without delay in order that the matter may be
7、investigated and appropriate action taken. This Standard was issued in draft form for comment as DR 87164. ? Copyright STANDARDS AUSTRALIA Users of Standards are reminded that copyright subsists in all Standards Australia publications and software. Except where the Copyright Act allows and except wh
8、ere provided for below no publications or software produced by Standards Australia may be reproduced, stored in a retrieval system in any form or transmitted by any means without prior permission in writing from Standards Australia. Permission may be conditional on an appropriate royalty payment. Re
9、quests for permission and information on commercial software royalties should be directed to the Head Office of Standards Aus- tralia. Standards Australia will permit up to 10 percent of the technical content pages of a Standard to be copied for use exclusively inhouse by purchasers of the Standard
10、without payment of a royalty or advice to Standards Australia. Standards Australia will also permit the inclusion of its copyright material in computer software programs for no royalty payment provided such programs are used exclusively inhouse by the creators of the programs. Care should be taken t
11、o ensure that material used is from the current edition of the Standard and that it is updated whenever the Standard is amended or revised. The number and date of the Standard should therefore be clearly identified. The use of material in print form or in computer software programs to be used commer
12、cially, with or without payment, or in commercial contracts is subject to the payment of a royalty. This policy may be varied by Standards Australia at any time. The Standard is downloaded from Standard Sharing AS 41001990 Australian Standard? Steel structures For history before 1990, see Preface.
13、AS 4100 first published 1990. Incorporating: Amdt 11992 Amdt 21993 Amdt 31995 PUBLISHED BY STANDARDS AUSTRALIA (STANDARDS ASSOCIATION OF AUSTRALIA) 1 THE CRESCENT, HOMEBUSH, NSW 2140 ISBN 0 7262 6493 8 AS 410019902 PREFACE This Standard was prepared by the Standards Australia Committee on Steel Stru
14、ctures to supersede AS 12501981, SAA Steel Structures Code, and AS 15111984, SAA HighStrength Structural Bolting Code, which are to be withdrawn 12 months after publication of this Standard. AS 4100 for Steel Structures was first published in part as ASCA1 of 1933. The second edition of AS CA1 was p
15、ublished in 1939. In 1952, this Standard was revised and issued as Interim Standard SAA Int. 351. This Interim Standard was revised in 1968 and redesignated as AS CA1. The last edition of AS CA1, which was in imperial units, was published in 1972 and withdrawn in 1976. It was published as a parallel
16、 code to the metric version which was designated AS 1250 of 1972. These two Standards were amalgamated and published in a new edition of AS 1250 in 1975 with a second edition in 1981. Also incorporated in the new AS 4100 is AS 1511 of 1984. This was originally published in 1966 as AS CA45, the SAA C
17、ode for High Strength Bolting. The second edition of AS CA45 was published in 1970 and withdrawn in 1976. It was superseded by and ran concurrently with the metric version, AS 1511 of 1973. The second edition of AS 1511 was published in 1984. AS 1250 of 1981 (to run concurrently for 12 months after
18、publication of the new Standard) and AS 1511 of 1984 were revised, amalgamated and redesignated AS 4100 in 1990. During the preparation of this Standard, the limit state steel structures Standards of other countries, notably Canada, the United States, and the United Kingdom, and Eurocode No.3 produc
19、ed by countries of the European Economic Community were considered. Of those countries, Canada has had a limit state steel structures code since 1974, while those in the UK and USA are of more recent origin (1985 and 1986 respectively). Other technical documents considered or referred to in the prep
20、aration of individual Clauses or Sections of this Standard are cited in the Commentary to this Standard. This Standard differs from the previous Standard in both the design approach and the content. The following brief outline gives some indication of the nature and extent of the differences to be f
21、ound. Limitstates format In keeping with current Standards Australia and ISO policy on structural design Standards, the appropriate functional states and the corresponding performance limits are presented general- ly in the format of design actions and corresponding design capacities, expressed gene
22、rally in force units. This represents a major step towards a probabilistic approach to structural design Standards. General application Where necessary, the requirements of the Standard have been broadened and modified to cover not only building structures but cranes and bridges. This Standard does
23、not apply to steel for which the yield stress used in design is greater than 450 MPa. The relevant provisions of the Standard have been widened so that it is now suitable for bridge design in conjunction with the AUSTROADS Bridge Design Code or the ANZRC Railway Bridge Design Manual. However, additi
24、onal or more stringent provisions for some aspects of steel bridge design may still be required by the relevant Authority. New inclusions The new Sections that have been included in the Standard are: Methods of analysis Brittle fracture Fatigue Fire Earthquake Modification of existing structures Tes
25、ting of structures or elements Some of these are entirely new Sections, while others are expansions of earlier notes or appendices, or are transferred from other codes. Major technical revisions. Major technical revisions have been made in the design of members subject to bending, compression, tensi
26、on, or combined actions. These changes reflect recent advances in research into structural behaviour and computational methods for analysis. The basis for each technical provision is discussed in the Commentary together with selected references from the published technical literature. Tiered approac
27、h A tiered approach to design has been introduced to allow the designer more flexibility in the choice of a design method to suit a particular project. Simplified rules are generally presented first, with more complex but economical rules following. Editorial changes Advantage has been taken of the
28、current revision to rearrange the material contained in the Standard so that it is more readily usable by the practising design engineer. The Standard is downloaded from Standard Sharing 3AS 41001990 COPYRIGHT CONTENTS Page SECTION 1.SCOPE AND GENERAL 1.1 SCOPE 6. . . . . . . . . . . . . . . . . .
29、. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.2 REFERENCED DOCUMENTS 6. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.3 DEFINITIONS 6. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
30、 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.4 NOTATION 8. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.5 USE OF ALTERNATIVE MATERIALS OR METHODS 15. . . . . . . . . . . . . . . . . . . . . . . . .
31、 . . . 1.6 DESIGN 16. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.7 CONSTRUCTION 16. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SECTION 2
32、.MATERIALS 2.1 YIELD STRESS AND TENSILE STRENGTH USED IN DESIGN 17. . . . . . . . . . . . . . . . . . . . 2.2 STRUCTURAL STEEL 17. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.3 FASTENERS 17. . . . . . . . . . . . . . . . . . . . . . . .
33、 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.4 STEEL CASTINGS 17. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SECTION 3.GENERAL DESIGN REQUIREMENTS 3.1 DESIGN 20. . . . . . . . . . . . . . . . .
34、 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.2 LOADS AND OTHER ACTIONS 20. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.3 STABILITY LIMIT STATE 20. . . . . . . . . . . . . . . . . . . . . . . .
35、 . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.4 STRENGTH LIMIT STATE 21. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.5 SERVICEABILITY LIMIT STATE 21. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
36、 . . . . 3.6 STRENGTH AND SERVICEABILITY LIMIT STATES BY LOAD TESTING 22. . . . . . . . . . 3.7 BRITTLE FRACTURE 22. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.8 FATIGUE 22. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
37、 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.9 FIRE 22. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.10 EARTHQUAKE 22. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
38、. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.11 OTHER DESIGN REQUIREMENTS 22. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SECTION 4.METHODS OF STRUCTURAL ANALYSIS 4.1 METHODS OF DETERMINING ACTION EFFECTS 23. . . . . . . . . . . . . . . . .
39、. . . . . . . . . . . . . 4.2 FORMS OF CONSTRUCTION ASSUMED FOR STRUCTURAL ANALYSIS 23. . . . . . . . . . 4.3 ASSUMPTIONS FOR ANALYSIS 23. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.4 ELASTIC ANALYSIS 24. . . . . . . . . . . . . . . . . . . . . . . .
40、. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.5 PLASTIC ANALYSIS 28. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.6 MEMBER BUCKLING ANALYSIS 28. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
41、. . . . . . . . . 4.7 FRAME BUCKLING ANALYSIS 32. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SECTION 5.MEMBERS SUBJECT TO BENDING 5.1 DESIGN FOR BENDING MOMENT 34. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
42、.2 SECTION MOMENT CAPACITY FOR BENDING ABOUT A PRINCIPAL AXIS 34. . . . . . . 5.3 MEMBER CAPACITY OF SEGMENTS WITH FULL LATERAL RESTRAINT 36. . . . . . . . . 5.4 RESTRAINTS 37. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
43、.5 CRITICAL FLANGE 40. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.6 MEMBER CAPACITY OF SEGMENTS WITHOUT FULL LATERAL RESTRAINT 41. . . . . 5.7 BENDING IN A NONPRINCIPAL PLANE 45. . . . . . . . . . . . . . . . . . . . . . . . . .
44、. . . . . . . . . . . . 5.8 SEPARATORS AND DIAPHRAGMS 46. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.9 DESIGN OF WEBS 46. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.10 ARRANGEMENT OF
45、 WEBS 46. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.11 SHEAR CAPACITY OF WEBS 47. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.12 INTERACTION OF SHEAR AND BENDING 49. . . . . . . . . . . . .
46、. . . . . . . . . . . . . . . . . . . . . . . 5.13 COMPRESSIVE BEARING ACTION ON THE EDGE OF A WEB 50. . . . . . . . . . . . . . . . . . . . 5.14 DESIGN OF LOAD BEARING STIFFENERS 52. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.15 DESIGN OF INTERMEDIATE TRANSVERSE WEB S
47、TIFFENERS 53. . . . . . . . . . . . . . . . . . 5.16 DESIGN OF LONGITUDINAL WEB STIFFENERS 54. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . AS 410019904 COPYRIGHT Page SECTION 6.MEMBERS SUBJECT TO AXIAL COMPRESSION 6.1 DESIGN FOR AXIAL COMPRESSION 55. . . . . . . . . . . . . . . . . .
48、 . . . . . . . . . . . . . . . . . . . . . . . . 6.2 NOMINAL SECTION CAPACITY 55. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6.3 NOMINAL MEMBER CAPACITY 56. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6.4 LACE
49、D AND BATTENED COMPRESSION MEMBERS 59. . . . . . . . . . . . . . . . . . . . . . . . . . . 6.5 COMPRESSION MEMBERS BACK TO BACK 61. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6.6 RESTRAINTS 61. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SECTION 7.MEMBERS SUBJECT TO AXIAL TENSION 7.1 DESIGN FOR AXIAL TENSION 63. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7.2 NOMINAL SECT