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Development of consistent buckling curves for torsional and lateral‐torsional buckling

Development of consistent buckling curves for torsional and lateral‐torsional buckling The stability design of beams and columns for lateral‐torsional and torsional buckling is generally treated in the new Eurocode 3‐1‐1 [1] by using the same buckling curves used for flexural buckling. These buckling curves are expressed mathematically in terms of a function χ($ \bar \lambda $), which was derived in [2] and [3] by combining a first‐yield strength criterion with a second‐order analysis of a geometrically imperfect column. Since the basic idea of this approach was originally presented by Ayrton and Perry [4], their names are often quoted in reference to this type of representation of buckling curves. http://www.deepdyve.com/assets/images/DeepDyve-Logo-lg.png Steel Construction: Design and Research Wiley

Development of consistent buckling curves for torsional and lateral‐torsional buckling

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Publisher
Wiley
Copyright
"Copyright © 2008 Wiley Subscription Services, Inc., A Wiley Company"
ISSN
1867-0520
eISSN
1867-0539
DOI
10.1002/stco.200890005
Publisher site
See Article on Publisher Site

Abstract

The stability design of beams and columns for lateral‐torsional and torsional buckling is generally treated in the new Eurocode 3‐1‐1 [1] by using the same buckling curves used for flexural buckling. These buckling curves are expressed mathematically in terms of a function χ($ \bar \lambda $), which was derived in [2] and [3] by combining a first‐yield strength criterion with a second‐order analysis of a geometrically imperfect column. Since the basic idea of this approach was originally presented by Ayrton and Perry [4], their names are often quoted in reference to this type of representation of buckling curves.

Journal

Steel Construction: Design and ResearchWiley

Published: Sep 1, 2008

Keywords: ; ; ; ; ; ;

References