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1、AS/NZS 4600:2005 Australian/New Zealand Standard Cold-formed steel structures AS/NZS 4600:2005 Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 06 Sep 2007 AS/NZS 4600:2005 This Joint Australian/New Zealand Standard was prepared by Joint Technical Committee BD-082, Cold-formed Steel Structures. It was a
2、pproved on behalf of the Council of Standards Australia on 28 September 2005 and on behalf of the Council of Standards New Zealand on 23 September 2005. This Standard was published on 30 December 2005. The following are represented on Committee BD-082: Association of Consulting Engineers Australia A
3、ustralian Building Codes Board Australian Chamber of Commerce and Industry Australian Steel Institute Bureau of Steel Manufacturers of Australia Engineers Australia NZ Structural Engineering Society NZ Heavy Engineering Research Association NZ Metal Roofing and Cladding Manufacturers Association Inc
4、. Queensland University of Technology University of Sydney Welding Technology Institute of Australia Keeping Standards up-to-date Standards are living documents which reflect progress in science, technology and systems. To maintain their currency, all Standards are periodically reviewed, and new edi
5、tions are published. Between editions, amendments may be issued. Standards may also be withdrawn. It is important that readers assure themselves they are using a current Standard, which should include any amendments which may have been published since the Standard was purchased. Detailed information
6、 about joint Australian/New Zealand Standards can be found by visiting the Standards Web Shop at .au or Standards New Zealand web site at www.standards.co.nz and looking up the relevant Standard in the on-line catalogue. Alternatively, both organizations publish an annual printed Catalogue with full
7、 details of all current Standards. For more frequent listings or notification of revisions, amendments and withdrawals, Standards Australia and Standards New Zealand offer a number of update options. For information about these services, users should contact their respective national Standards organ
8、ization. We also welcome suggestions for improvement in our Standards, and especially encourage readers to notify us immediately of any apparent inaccuracies or ambiguities. Please address your comments to the Chief Executive of either Standards Australia or Standards New Zealand at the address show
9、n on the back cover. This Standard was issued in draft form for comment as DR 03518. Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 06 Sep 2007 AS/NZS 4600:2005 Australian/New Zealand Standard Cold-formed steel structures First published in Australia as AS 15381974. Second edition 1988. AS 15381988 jo
10、intly revised and redesignated AS/NZS 4600:1996. Second edition 2005. COPYRIGHT Standards Australia/Standards New Zealand All rights are reserved. No part of this work may be reproduced or copied in any form or by any means, electronic or mechanical, including photocopying, without the written permi
11、ssion of the publisher. Jointly published by Standards Australia, GPO Box 476, Sydney, NSW 2001 and Standards New Zealand, Private Bag 2439, Wellington 6020 ISBN 0 7337 7073 8 Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 06 Sep 2007 AS/NZS 4600:2005 2 PREFACE This Standard was prepared by the Joint
12、Standards Australia/Standards New Zealand Committee BD-082, Cold-formed Steel Structures, to supersede AS/NZS 4600:1996. The objective of this Standard is to provide designers of cold-formed steel structures with specifications for cold-formed steel structural members used for load-carrying purposes
13、 in buildings and other structures. This edition incorporates the following major changes to the previous edition: (a) Alignment of terminology with AS/NZS 1170 series for structural design actions. (b) The acceptance of welding of G450 steel to AS 1397 using existing rules with a minor change in ca
14、pacity factors. This circumvents the confusion for welding of G450 steel. (c) Increase in the design stress of G550 steel to AS 1397, less than 0.9 mm thick and greater than or equal to 0.6 mm thick, from 75% to 90%, and 75% for thickness less than 0.6 mm of the specified values of yield stress and
15、tensile strength. (d) The addition of web with holes to allow for holes in webs in shear and bearing. (e) A new set of design rules for unstiffened elements and edge stiffeners under stress gradient. (f) Minor modifications to the rules for uniformly compressed elements with edge and intermediate st
16、iffeners to remove a discontinuity in the equations which formerly existed. (g) A new approach for edge-stiffened elements with intermediate stiffeners. (h) A new approach for multiple intermediate stiffeners in compression flanges where the stiffeners no longer need to be fully effective. (i) The s
17、ignificant liberalization of the lateral buckling rules for beams to allow the AISI design curve to be used with a rational buckling analysis. This will significantly increase the capacity of purlins throughout Australia and New Zealand. (j) The introduction of a whole new set of equations for web c
18、rippling (bearing) of webs without holes and removal of unconservatism in the previous edition which was discovered by Australian research. (k) Bearing of nested Z-section. (l) The removal of l/1000 for angle sections in compression which are fully effective. (m) Additional design rules for fillet w
19、elds, flare welds and resistance welds. (n) Modification of the bearing coefficient for bolts to be a function of d/t for high values of d/t and a separate bearing capacity given for bolts where bolt hole deformation is considered. (o) Significant reduction in the edge distance provision from 3.0d t
20、o 1.5d for screw fasteners and blind rivets. (p) The addition of a new section on fatigue of cold-formed members. (q) Inclusion of new direct strength method as an alternative to the effective width method of design. (r) Alignment of testing provisions with AS/NZS 1170.0. Accessed by UNIVERSITY OF S
21、OUTH AUSTRALIA on 06 Sep 2007 3 AS/NZS 4600:2005 This Standard will be referenced in the Building Code of Australia 2006, thereby superseding AS 46001996, which will be withdrawn 12 months from the date of publication of this Standard. Notes to the text contain information and guidance. They are not
22、 an integral part of the Standard. A statement expressed in mandatory terms in a note to a table is deemed to be a requirement of this Standard. The terms normative and informative have been used in this Standard to define the application of the appendix to which they apply. A normative appendix is
23、an integral part of a Standard, whereas an informative appendix is only for information and guidance. Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 06 Sep 2007 AS/NZS 4600:2005 4 CONTENTS Page SECTION 1 SCOPE AND GENERAL 1.1 SCOPE 6 1.2 NORMATIVE REFERENCES6 1.3 DEFINITIONS 6 1.4 NOTATION 13 1.5 MATE
24、RIALS 24 1.6 DESIGN REQUIREMENTS . 28 SECTION 2 ELEMENTS 2.1 SECTION PROPERTIES 34 2.2 EFFECTIVE WIDTHS OF STIFFENED ELEMENTS . 36 2.3 EFFECTIVE WIDTHS OF UNSTIFFENED ELEMENTS 41 2.4 EFFECTIVE WIDTHS OF UNIFORMLY COMPRESSED ELEMENTS WITH AN EDGE STIFFENER. 44 2.5 EFFECTIVE WIDTHS OF UNIFORMLY COMPRE
25、SSED STIFFENED ELEMENTS WITH ONE INTERMEDIATE STIFFENER. 47 2.6 EFFECTIVE WIDTHS OF UNIFORMLY COMPRESSED STIFFENED ELEMENTS WITH MULTIPLE INTERMEDIATE STIFFENER 48 2.7 EFFECTIVE WIDTHS OF UNIFORMLY COMPRESSED EDGE-STIFFENED ELEMENTS WITH INTERMEDIATE STIFFENERS 51 2.8 ARCHED COMPRESSION ELEMENTS. 52
26、 SECTION 3 MEMBERS 3.1 GENERAL 53 3.2 MEMBERS SUBJECT TO AXIAL TENSION . 53 3.3 MEMBERS SUBJECT TO BENDING 54 3.4 CONCENTRICALLY LOADED COMPRESSION MEMBERS 74 3.5 COMBINED AXIAL COMPRESSION OR TENSION, AND BENDING 77 3.6 CYLINDRICAL TUBULAR MEMBERS. 79 SECTION 4 STRUCTURAL ASSEMBLIES 4.1 BUILT-UP SE
27、CTIONS . 81 4.2 MIXED SYSTEMS . 82 4.3 LATERAL RESTRAINTS 82 4.4 WALL STUDS AND WALL STUD ASSEMBLIES. 87 SECTION 5 CONNECTIONS 5.1 GENERAL 88 5.2 WELDED CONNECTIONS 88 5.3 BOLTED CONNECTIONS. 99 5.4 SCREWED CONNECTIONS 104 5.5 BLIND RIVETED CONNECTIONS. 107 5.6 RUPTURE. 109 5.7 OTHER CONNECTIONS USI
28、NG ANY TYPE OF FASTENERS 110 Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 06 Sep 2007 5 AS/NZS 4600:2005 Page SECTION 6 FATIGUE 6.1 GENERAL 111 6.2 CALCULATION OF MAXIMUM STRESSES AND STRESS RANGE 114 6.3 DETAIL CATEGORIES FOR CLASSIFIED DETAILS. 114 6.4 FATIGUE ASSESSMENT 117 SECTION 7 DIRECT STREN
29、GTH METHOD 7.1 GENERAL 119 7.2 MEMBERS 120 SECTION 8 TESTING 8.1 TESTING FOR DETERMINING MATERIAL PROPERTIES. 125 8.2 TESTING FOR ASSESSMENT OR VERIFICATION 126 APPENDICES A NORMATIVE REFERENCES 128 B FLEXURAL MEMBERS SUBJECTED TO POSITIVE AND NEGATIVE BENDING. 130 C PROTECTION 131 D DISTORTIONAL BU
30、CKLING STRESSES OF GENERAL CHANNELS, LIPPED CHANNELS AND Z-SECTIONS IN COMPRESSION AND BENDING 133 E SECTION PROPERTIES 137 F STANDARD TESTS FOR SINGLE-POINT FASTENER CONNECTIONS 141 G BIBLIOGRAPHY 146 Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 06 Sep 2007 AS/NZS 4600:2005 6 COPYRIGHT STANDARDS AU
31、STRALIA/STANDARDS NEW ZEALAND Australian/New Zealand Standard Cold-formed steel structures S E C T I O N 1 S C O P E A N D G E N E R A L 1.1 SCOPE This Standard sets out minimum requirements for the design of structural members cold- formed to shape from carbon or low-alloy steel sheet, strip, plate
32、 or bar not more than 25 mm in thickness and used for load-carrying purposes in buildings. It is also applicable for structures other than buildings provided appropriate allowances are made for dynamic effects. This Standard does not apply to the design of structures subject to fire and brittle frac
33、ture. 1.2 NORMATIVE REFERENCES Documents referred to in this Standard are listed in Appendix A and are indispensable for the application of this document. 1.3 DEFINITIONS For the purpose of this Standard, the definitions below apply. Definitions peculiar to a particular clause or section are also gi
34、ven in that clause or section. 1.3.1 Action Set of concentrated or distributed forces acting on a structure (direct action), or deformation imposed on a structure or constrained within it (indirect action). 1.3.2 Action effect (internal effects of actions, load effects) Internal forces and bending m
35、oments due to actions (stress resultants). 1.3.3 Arched compression element A circular or parabolic arch-shaped compression element having an inside radius-to- thickness ratio greater than 8, stiffened at both ends by edge stiffeners. (See Figure 1.3(d).) 1.3.4 Assemblage of elements A system of int
36、erconnected cold-formed steel elements that act together to resist earthquake action in such a way that the strength and deformation capacity of the system is not adversely affected by the buckling or crippling of any one element of the assemblage. 1.3.5 Bend Portion adjacent to flat elements and ha
37、ving a maximum inside radius-to-thickness ratio (ri/t) of 8. (See Figure 1.1.) 1.3.6 Braced member Member for which the transverse displacement of one end of the member relative to the other is effectively prevented. Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 06 Sep 2007 7 AS/NZS 4600:2005 COPYRIG
38、HT 1.3.7 Can Implies a capability or possibility and refers to the ability of the user of the Standard, or to a possibility that is available or that might occur. 1.3.8 Capacity design principles Appropriate material standard design and detailing provisions which enable zones where post-elastic resp
39、onse is acceptable to be identified and detailed in a manner that ensures these zones are capable of accepting the inelastic demands placed upon them. NOTE: All other zones are to be designed to ensure that all other undesirable inelastic response mechanisms are suppressed and detailed in a manner t
40、hat the ultimate limit state horizontal deformations that they are expected to be subjected to, can be sustained without significant (e.g., greater than 20%) loss of load-carrying capacity after four complete cycles of loading. 1.3.9 Capacity reduction factor A factor used to multiply the nominal ca
41、pacity to obtain the design capacity. 1.3.10 Clinching Structural fastening of two or more flat elements by single-point embossing or piercing without using additional material. 1.3.11 Cold-formed steel structural members Shapes that are manufactured by press-braking blanks sheared from sheets, cut
42、lengths of coils or plates, or by roll forming cold- or hot-rolled coils or sheets; both forming operations being performed at ambient room temperature, that is, without manifest addition of heat as required for hot-forming. 1.3.12 Direct strength method An alternative design method that provides pr
43、edictions of member resistance without the use of effective widths. 1.3.13 Design action effect The action effect computed from the design values of the actions or design loads. 1.3.14 Design capacity The product of the capacity reduction factor and the nominal capacity. 1.3.15 Distortional buckling
44、 A mode of buckling involving change in cross-sectional shape, excluding local buckling. 1.3.16 Doubly-symmetric section A section symmetric about two orthogonal axes through its centroid. (See Figure 1.5(a).) 1.3.17 Effective design width Where the flat width of an element is reduced for design pur
45、poses, the reduced design width is termed the effective width or effective design width. 1.3.18 Elements Simple shapes into which a cold-formed structural member is considered divided and may consist of the following shapes: (a)Flat elements Appearing in cross-section as rectangles. (See Figure 1.2.
46、) (b)Bends Appearing in cross-section as sectors of circular rings, having the inside radius-to-thickness ratio less than or equal to eight (ri/t 8). (See Figure 1.2.) (c)Arched elements Circular or parabolic elements having the inside radius-to- thickness ratio greater than eight (ri/t 8). (See Fig
47、ure 1.2.) Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 06 Sep 2007 AS/NZS 4600:2005 8 COPYRIGHT 1.3.19 Feed width (wf) Width of coiled or flat steel used in the production of a cold-formed product. 1.3.20 Flexural-torsional buckling A mode of buckling in which compression members can bend and twist
48、simultaneously without change of cross-sectional shape. 1.3.21 Length (of a compression member) The actual length (l) of an axially loaded compression member, taken as the length centre- to-centre of intersections with supporting members, or the cantilevered length in the case of a freestanding memb
49、er. 1.3.22 Limit states States beyond which the structure no longer satisfies the design criteria. NOTE: Limit states separate desired states (compliance) from undesired states (non-compliance). 1.3.23 Limit states, serviceability States that correspond to conditions beyond which specified service criteria for a structure or structural element are no longer met. 1.3.24 Limit states, stability States that correspond to the loss of static equilibrium of a structure considered as a rigid body. 1.3.25 Limit states, ultimate States