Stability of steel columns with non-uniform cross-sections

Konstantakopoulos, TG; Raftoyiannis, IG; Michaltsos, GT

dc.contributor.author	Konstantakopoulos, TG	en
dc.contributor.author	Raftoyiannis, IG	en
dc.contributor.author	Michaltsos, GT	en
dc.date.accessioned	2014-03-01T02:14:40Z
dc.date.available	2014-03-01T02:14:40Z
dc.date.issued	2012	en
dc.identifier.issn	18748368	en
dc.identifier.uri	https://dspace.lib.ntua.gr/xmlui/handle/123456789/30080
dc.subject	Buckling loads	en
dc.subject	Imperfections	en
dc.subject	Non-uniform members	en
dc.subject	Stability	en
dc.subject	Steel columns	en
dc.subject	Yield failure	en
dc.subject.other	Axial forces	en
dc.subject.other	Beam-columns	en
dc.subject.other	Buckling loads	en
dc.subject.other	Critical buckling loads	en
dc.subject.other	Eigenshapes	en
dc.subject.other	Equilibrium path	en
dc.subject.other	Governing equations	en
dc.subject.other	Main characteristics	en
dc.subject.other	Multi-span beams	en
dc.subject.other	Non-uniform members	en
dc.subject.other	Plasticity criterion	en
dc.subject.other	Simply supported	en
dc.subject.other	Steel column	en
dc.subject.other	Steel columns	en
dc.subject.other	Steel members	en
dc.subject.other	Buckling	en
dc.subject.other	Convergence of numerical methods	en
dc.subject.other	Defects	en
dc.subject.other	Steel construction	en
dc.title	Stability of steel columns with non-uniform cross-sections	en
heal.type	journalArticle	en
heal.identifier.primary	10.2174/1874836801206010001	en
heal.identifier.secondary	http://dx.doi.org/10.2174/1874836801206010001	en
heal.publicationDate	2012	en
heal.abstract	In this work, non-uniform steel members with or without initial geometrical or loading imperfections, that are loaded by axial forces applied concentrically or eccentrically and by concentrated moments applied at the ends or at intermediate points, are studied. More specifically, steel members with varying cross-sections, tapered or stepped or members consisting by two different tapered parts are considered. The formulation presented in this work is based on solving the governing equation of the problem through a numerical method where the eigenshapes of the member are employed. A failure plasticity criterion is introduced for members especially the short ones that will never reach the elastic critical buckling load. Although only the simply supported beam-column case is studied herein, it is obvious that the method can be extended to multi-span beams and frames, by employing the corresponding eigenshapes. Useful diagrams are presented for both the critical buckling loads and the equilibrium paths showing the influence of the main characteristics of the beam-column. © Konstantakopoulos et al.	en
heal.journalName	Open Construction and Building Technology Journal	en
dc.identifier.doi	10.2174/1874836801206010001	en
dc.identifier.volume	6	en
dc.identifier.spage	1	en
dc.identifier.epage	7	en