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Seismic performance of low-to-moderate height eccentrically braced steel frames designed for north american seismic conditions / Sanda Koboevic in Journal of structural engineering, Vol. 138 N° 12 (Décembre 2012) 

Public ISBD [article]  in Journal of structural engineering > Vol. 138 N° 12 (Décembre 2012) . - pp. 1465–1476 Titre : Seismic performance of low-to-moderate height eccentrically braced steel frames designed for north american seismic conditions Type de document : texte imprimé Auteurs : Sanda Koboevic, Auteur ; Jonathan Rozon, Auteur ; Robert Tremblay, Auteur Année de publication : 2013 Article en page(s) : pp. 1465–1476 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Seismic  design  Nonlinear  time  history  analysis  Global  dynamic  response  Steel  structures  Eccentrically  braced  frames Résumé : The global seismic response of 3- and 8-story eccentrically braced frames (EBFs), designed for western and eastern North American locations, is studied using nonlinear time history analysis. Analytical models were built in three computer programs. Similar maximum forces were obtained, but the inelastic deformation predictions at the element and global structural levels showed sensitivity to the modeling employed. This feature should be considered in seismic performance assessment or design. Current design methods failed to predict interstory drifts and plastic link rotations, but the study confirmed the strong correlation between the two parameters associated with rigid-plastic behavior. The influence of yielding and flexural buckling of frame members, other than the links on the global frame performance, was evaluated using the OpenSees model. It was confirmed that the flexural yielding of outer beams is acceptable for EBFs with short and intermediate links, if the combined flexural strength of the braces and beams is at least equal to the expected end-link moments and the braces can resist the associated axial force-bending moment demand. Inelastic response of braces and columns in such frames did not negatively impact the overall frame behavior. ISSN : 0733-9445 En ligne : http://ascelibrary.org/doi/abs/10.1061/%28ASCE%29ST.1943-541X.0000433 [article] Seismic performance of low-to-moderate height eccentrically braced steel frames designed for north american seismic conditions [texte imprimé] / Sanda Koboevic, Auteur ; Jonathan Rozon, Auteur ; Robert Tremblay, Auteur . - 2013 . - pp. 1465–1476. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 138 N° 12 (Décembre 2012) . - pp. 1465–1476 Mots-clés : Seismic  design  Nonlinear  time  history  analysis  Global  dynamic  response  Steel  structures  Eccentrically  braced  frames Résumé : The global seismic response of 3- and 8-story eccentrically braced frames (EBFs), designed for western and eastern North American locations, is studied using nonlinear time history analysis. Analytical models were built in three computer programs. Similar maximum forces were obtained, but the inelastic deformation predictions at the element and global structural levels showed sensitivity to the modeling employed. This feature should be considered in seismic performance assessment or design. Current design methods failed to predict interstory drifts and plastic link rotations, but the study confirmed the strong correlation between the two parameters associated with rigid-plastic behavior. The influence of yielding and flexural buckling of frame members, other than the links on the global frame performance, was evaluated using the OpenSees model. It was confirmed that the flexural yielding of outer beams is acceptable for EBFs with short and intermediate links, if the combined flexural strength of the braces and beams is at least equal to the expected end-link moments and the braces can resist the associated axial force-bending moment demand. Inelastic response of braces and columns in such frames did not negatively impact the overall frame behavior. ISSN : 0733-9445 En ligne : http://ascelibrary.org/doi/abs/10.1061/%28ASCE%29ST.1943-541X.0000433