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Abstract

A steel arch may fail in-plane due to excessive bending amplified by in-plane buckling effects, or it may fail by out-of-plane buckling if it does not have sufficient out-of-plane restraint.

This paper proposes procedures for designing arches against in-plane bending and out-of-plane buckling. The in-plane bending design is based on an extension of an existing set of in-plane beam-column rules for straight members using the in-plane arch buckling load. The out-of-plane buckling design is based on the use of load factors for section capacity determined from existing standard rules and for elastic flexural-torsional buckling to determine a modified slenderness for the arch, and a conversion to design capacity which is based on existing rules for compression members.

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Front Page Browse CCP CSETS CTR IJRT Other Authors Search Purchase Guide FAQ Contact us	Civil-Comp Proceedings ISSN 1759-3433 CCP: 18 DEVELOPMENTS IN STRUCTURAL ENGINEERING COMPUTING Edited by: B.H.V. Topping Paper II.6 Design of Steel Arches J.P. Papangelis and N.S. Trahair School of Civil & Mining Engineering, The University of Sydney, Sydney, Australia doi:10.4203/ccp.18.2.6 purchase the full-text of this paper Full Bibliographic Reference for this paper J.P. Papangelis, N.S. Trahair, "Design of Steel Arches", in B.H.V. Topping, (Editor), "Developments in Structural Engineering Computing", Civil-Comp Press, Edinburgh, UK, pp 97-102, 1993. doi:10.4203/ccp.18.2.6 Abstract A steel arch may fail in-plane due to excessive bending amplified by in-plane buckling effects, or it may fail by out-of-plane buckling if it does not have sufficient out-of-plane restraint. This paper proposes procedures for designing arches against in-plane bending and out-of-plane buckling. The in-plane bending design is based on an extension of an existing set of in-plane beam-column rules for straight members using the in-plane arch buckling load. The out-of-plane buckling design is based on the use of load factors for section capacity determined from existing standard rules and for elastic flexural-torsional buckling to determine a modified slenderness for the arch, and a conversion to design capacity which is based on existing rules for compression members. purchase the full-text of this paper (price £20) go to the previous paper go to the next paper return to the table of contents return to the book description purchase this book (price £65 +P&P)
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