AS-NZS-4671-2001.pdf
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1、AS/NZS 4671:2001 (Incorporating Amendment No. 1) Australian/New Zealand Standard Steel reinforcing materials AS/NZS 4671 AS/NZS 4671:2001 This Joint Australian/New Zealand Standard was prepared by Joint Technical Committee BD-084, Reinforcing and Prestressing Materials. It was approved on behalf of
2、the Council of Standards Australia on 18 January 2001 and on behalf of the Council of Standards New Zealand on 9 March 2001. It was published on 2 April 2001. The following are represented on Committee BD-084: Association of Consulting Engineers, Australia Australian Chamber of Commerce and Industry
3、 Australian Post Tensioning Association Australian Steel Association AUSTROADS Bureau of Steel Manufacturers of Australia Cement (b) ISO 6935 does not contain specific requirements appropriate for reinforcement for earthquake-resistant structures; and (c) consequent differences in both the text and
4、numerical values, although minor in nature, are too numerous to meet the strict definition of technically equivalent. In choosing to vary the above documents where they considered it necessary, the Committee took into account the fact that, to date, neither document has found wide acceptance. 2 Stre
5、ngth grades Only three strength Grades have been considered, i.e., those having lower characteristic yield strengths of 250 MPa, 300 MPa and 500 MPa respectively. The 500 Grade material replaces the Grade 400/450 Australian and the Grade 430/485 New Zealand materials, while 3 AS/NZS 4671:2001 the Gr
6、ade 300 material corresponds closely to the current New Zealand Standard. Plain round material other than grade 300E is required to correspond to AS/NZS 3679. Requirements for Grade 500 steel have been developed from ENV 10080, while those for earthquake-resistant applications have been developed fr
7、om the current edition of NZS 3402. 3 Ductility classes The need to provide reinforcement with ductility appropriate to earthquake-resistant concrete structures, coupled with recent investigations into the structural consequences of the relatively low ductility of cold-worked reinforcement, has led
8、to the introduction of three ductility classes. These are distinguished in requirements by the letters L (low), N (normal) and E (earthquake), placed immediately after the strength-grade number, corresponding with different minimum values for uniform elongation and maximum stress to yield stress rat
9、io. 4 Chemical and mechanical properties Adjustments have been made to the chemical composition, carbon equivalent, and mechanical properties parameters, as necessary, to satisfy the (sometimes conflicting) requirements of strength, ductility and weldability. 5 New inclusions In addition to the item
10、s noted above the following new material has been included: (a) Production control in all stages of manufacture is a specific requirement (Clauses 6.3 and 8) with the details of how it is to be achieved being spelt out in Appendix B. (b) Purpose-made meshes are covered in Clause 7.5.4 and distinguis
11、hed from the commonly available meshes, whereas only stock meshes were previously specified. (c) Identification rules for the standard strength grades and ductility classes are given and illustrated in Clause 9 so that the different materials can be readily differentiated visually on site and distin
12、guished from previously manufactured materials. (d) The bond test in Appendix C has been introduced as an alternative means for demonstrating the ability of deformed reinforcement to develop sufficient bond to achieve its characteristic yield strength when embedded in concrete. Statements expressed
13、in mandatory terms in notes to tables are deemed to be requirements of this Standard. AS/NZS 4671:2001 4 CONTENTS Page FOREWORD5 1 SCOPE6 2 REFERENCED DOCUMENTS6 3 DEFINITIONS7 4 NOTATION8 5 CLASSIFICATION AND DESIGNATION9 6 MANUFACTURING METHODS 11 7 CHEMICAL, MECHANICAL AND DIMENSIONAL REQUIREMENT
14、S11 8 SAMPLING AND TESTING FOR MANUFACTURING CONTROL.20 9 IDENTIFICATION.20 APPENDICES A MEANS FOR DEMONSTRATING COMPLIANCE WITH THIS STANDARD .23 B MANUFACTURING CONTROL .25 C REQUIREMENTS FOR DETERMINING THE MECHANICAL AND GEOMETRIC PROPERTIES OF REINFORCEMENT.33 D PURCHASING GUIDELINES40 5 AS/NZS
15、 4671:2001 FOREWORD Prior to 1995, responsibility for the Australian/New Zealand Standards on steel reinforcing and prestressing materials lay with Committee BD-023, Structural Steels, whose interest and expertise were mainly oriented toward materials for steel structures rather than for concrete st
16、ructures. In recognition of this and in pursuance of the Memorandum of Understanding between Standards Australia and Standards New Zealand, a new joint Australian/New Zealand committee (BD-084) was formed in December 1994 to take on the specific responsibility of upgrading and harmonizing the releva
17、nt reinforcing and prestressing materials Standards of both countries. At about this time, the results of international and local research indicated markedly different ductile behaviour between concrete members containing either hot-rolled or cold- rolled reinforcement. As this has consequent implic
18、ations in the design and detailing for both normal and earthquake-resistant structures, concerns were being expressed regarding the status of the current high strength steels and, in particular, welded mesh. The Australian Standards most directly affected by the latter material are AS 2870, Resident
19、ial slabs and footings, and AS 3600, Concrete structures. The Committees responsible for those Standards (BD-025 and BD-002 respectively) have reviewed the implications of the proposals in this Standard and as a result have taken the following actions: (a) The latest edition of AS 2870 (June 1996) p
20、ermits the substitution of ribbed-wire meshes, on an equivalent strength basis with a minimum uniform elongation requirement, for the plain-wire meshes generally specified in that Standard and foreshadows the introduction of this Standard. (b) Committee BD-002 has set up a special Working Group to i
21、nvestigate the consequences, in both design and detailing requirements, of using low ductility steels for reinforcement. As an interim measure, Amendment 1 to AS 36001994 (August 1996) introduced limitations on the use of this material in negative moment regions and flagged other areas where caution
22、 in its use should be exercised. When the investigations have been completed and all the results assessed, it is anticipated that further amendments will be necessary and that they will be published at or about the same time as this Standard. While this Standard theoretically provides for three duct
23、ility classes and three strength grades, it should be realized that some of the possible combinations are not technically achievable in practice. Furthermore, from a simple commercial viewpoint, it is unlikely that all achievable combinations will be produced in either country. Specifically, it is e
24、nvisaged that 500E steels are unlikely to be used in Australia, it being considered that Australias generally low seismicity can be adequately accounted for by using Normal (N) class steels. Conversely, Normal class steels are unlikely to be used in New Zealand where the seismicity is generally high
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