Elastic buckling load of multi-story frames consisting of Timoshenko members

Kalochairetis, KE; Gantes, CJ

dc.contributor.author	Kalochairetis, KE	en
dc.contributor.author	Gantes, CJ	en
dc.date.accessioned	2014-03-01T02:08:43Z
dc.date.available	2014-03-01T02:08:43Z
dc.date.issued	2012	en
dc.identifier.issn	0143974X	en
dc.identifier.uri	https://dspace.lib.ntua.gr/xmlui/handle/123456789/29726
dc.subject	Buckling	en
dc.subject	Multi-story frame	en
dc.subject	Semi-rigid connection	en
dc.subject	Shear deformation	en
dc.subject	Slope-deflection	en
dc.subject	Timoshenko beams	en
dc.subject.other	Axial forces	en
dc.subject.other	Beam-to-column connections	en
dc.subject.other	Braced frame	en
dc.subject.other	Built-up member	en
dc.subject.other	Critical buckling loads	en
dc.subject.other	Distributed loads	en
dc.subject.other	Elastic buckling	en
dc.subject.other	Finite Element	en
dc.subject.other	Graphic interpretation	en
dc.subject.other	Multi-story frame	en
dc.subject.other	Rotational stiffness	en
dc.subject.other	Semi-rigid	en
dc.subject.other	Semirigid connections	en
dc.subject.other	Slope-deflection	en
dc.subject.other	Stability equations	en
dc.subject.other	Steel frame	en
dc.subject.other	Timoshenko beams	en
dc.subject.other	Joints (structural components)	en
dc.subject.other	Shear deformation	en
dc.subject.other	Structural frames	en
dc.subject.other	Buckling	en
dc.title	Elastic buckling load of multi-story frames consisting of Timoshenko members	en
heal.type	journalArticle	en
heal.identifier.primary	10.1016/j.jcsr.2011.11.007	en
heal.identifier.secondary	http://dx.doi.org/10.1016/j.jcsr.2011.11.007	en
heal.publicationDate	2012	en
heal.abstract	The objective of this paper is to propose a method for the evaluation of the elastic critical buckling load of columns in frames consisting of members susceptible to non-negligible shear deformations, such as built-up members in steel frames, based on Engesser's approach. To that effect, a stability matrix is proposed and three general stability equations are derived for the cases of unbraced, partially braced and braced frames. Indicative graphic interpretation of the solutions for the stability equations of the braced and unbraced cases is shown. Slope-deflection equations for shear-weak members with semi-rigid connections are also derived and used for the presentation of a complete set of rotational stiffness coefficients, which are then used for the replacement of members converging at the bottom and top ends of the column in question by equivalent springs. All possible rotational and translational boundary conditions at the far end of these members, as well as the eventual presence of axial force, are considered. Five examples are presented, dealing with braced, unbraced and partially braced frames, with rigid and semi-rigid beam to column connections, loaded with concentrated or uniformly distributed loads, in a symmetrical or non-symmetrical pattern. In all cases the proposed approach is in excellent agreement with finite element results. © 2011 Elsevier Ltd. All rights reserved.	en
heal.journalName	Journal of Constructional Steel Research	en
dc.identifier.doi	10.1016/j.jcsr.2011.11.007	en
dc.identifier.volume	71	en
dc.identifier.spage	231	en
dc.identifier.epage	244	en