000013508 001__ 13508
000013508 005__ 20161114165556.0
000013508 04107 $$aeng
000013508 046__ $$k2011-05-25
000013508 100__ $$aBadalassi, M.
000013508 24500 $$aInfluence of Steel Mechanical Properties on Ebf Seismic Behaviour

000013508 24630 $$n3.$$pComputational Methods in Structural Dynamics and Earhquake Engineering
000013508 260__ $$bNational Technical University of Athens, 2011
000013508 506__ $$arestricted
000013508 520__ $$2eng$$aAmong the resisting steel types suitable for the design of high ductility structures, Eurocode 8 proposes MRFs and EBFs. Also if the formers are generally considered a more efficient structural solution for high-ductility design, they suffers a strong weakness in the lateral stiffness creating, during the design process, cumbersome procedures to avoid excessive lateral displacements maintaining quite high ductile behaviour under design seismic actions. In many cases, the design process produces not optimized structural members, oversized respect to the minimum seismic requirements due to lateral deformation limitations. On the contrary, EBF combines high lateral stiffness furnished by bracing elements and high dissipative capacities furnished by plastic hinges developed in links. Eurocode 8 proposes a design procedure for realizing high ductility EBF in which iterative checks are required to properly design the links assigning to every link a defined level resistance dependant on all other links resistance. The present paper investigates the seismic behaviour of EBFs using the Incremental Dynamic Analysis technique in order to explore their mechanical response under increasing seismic action levels. A set of steel structures is designed according to Eurocode 8. The numerical simulations are executed considering the variability of both steel mechanical properties and seismic input, aiming to a complete probabilistic characterization of mechanical response of the system and deeply analyzing the effective level of structural safety and the ability to internally redistribute plasticizations during the earthquake. Structural safety conditions will be defined according to a multi-level performance approach. The paper presents also some final suggestions for possible improvements/simplifications in EBF design.

000013508 540__ $$aText je chráněný podle autorského zákona č. 121/2000 Sb.
000013508 653__ $$aEccentrically braced frames, overstrength factor, incremental dynamic analysis

000013508 7112_ $$aCOMPDYN 2011 - 3rd International Thematic Conference$$cIsland of Corfu (GR)$$d2011-05-25 / 2011-05-28$$gCOMPDYN2011
000013508 720__ $$aBadalassi, M.$$iBraconi, A.$$iCaprili, S.$$iSalvatore, W.
000013508 8560_ $$ffischerc@itam.cas.cz
000013508 8564_ $$s2824571$$uhttp://invenio.itam.cas.cz/record/13508/files/212.pdf$$yOriginal version of the author's contribution as presented on CD, section: RS 20 Steel Structures.
000013508 962__ $$r13401
000013508 980__ $$aPAPER