Buckling strength of multi-story sway, non-sway and partially-sway frames with semi-rigid connections

Laboratory for Metal Structures , National Technical University of Athens, Athínai, Attica, Greece
Journal of Constructional Steel Research (Impact Factor: 1.32). 09/2006; 62(9):893-905. DOI: 10.1016/j.jcsr.2005.11.019


The objective of this paper is to propose a simplified approach to the evaluation of the critical buckling load of multi-story frames with semi-rigid connections. To that effect, analytical expressions and corresponding graphs accounting for the boundary conditions of the column under investigation are proposed for the calculation of the effective buckling length coefficient for different levels of frame sway ability. In addition, a complete set of rotational stiffness coefficients is derived, which is 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, featuring semi-rigid connection at their near end as well as the eventual presence of axial force, are considered. Examples of sway, non-sway and partially-sway frames with semi-rigid connections are presented, where the proposed approach is found to be in excellent agreement with the finite element results, while the application of codes such as Eurocode 3 and LRFD leads to significant inaccuracies.

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    • "In the literature there are numerous studies (Rutenberg et al 1988; Syngellakis & Kameshki 1994; Aristizabal-Ochoa 1997; Aristizabal-Ochoa 2002; Hoenderkamp 2002; Zalka 2002; Aristizabal-Ochoa 2003; Potzta & Kollar 2003; Zalka 2003; Girgin et al 2006; Kaveh & Salimbahrami 2006; Mageirou & Gantes 2006; Tong & Ji 2007; Gomes et al 2007; Girgin & Ozmen 2007; Xu & Wang 2007) concerning the stability analysis. Rutenberg (1988) proposed a simple approximate lower bound formula for the gravity buckling loads of coupled shear-wall structures using continuous medium assumption. "
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