Abstract
In this paper the authors summarize the results of a parametric study devoted to evaluate the seismic behavior of low to medium rise regular special moment-resisting steel frames (SMRSFs) with hysteretic energy dissipation devices mounted on chevron steel bracing. For that purpose, 270 different building models were designed considering typical story heights and bay widths used in Mexican practice. The parameters under study were: (1) number of stories: 5, 10, 15, 20 and 25, (2) elastic stiffness ratios () between the moment frame system and the whole structure (frame-bracing-hysteretic device system): =0.25, 0.50 and 0.75, (3) different elastic stiffness balances () between the hysteretic device and the supporting braces: =0.25, 0.50 and 0.75, (4) post to pre yielding stiffness ratios (K2/KELD) for the hysteretic devices of 0.0 (elastic-perfectly plastic), 0.03 and 0.05 and, (5) two angles of inclination of the chevron braces with respect to the horizontal axis (): 400 and 450. From the results obtained in this study, optimal stiffness balances and are defined to obtain a suitable mechanism where the hysteretic devices yield first and develop their maximum local displacement ductility , whereas incipient yielding is only formed at beam ends of the moment frame. Observations are done with respect to: (a) the global ductility capacity for the structure and its relationships with the local displacement ductility capacity for the hysteretic devices for a given combination of , , K2/KELD and , and (b) overstrength factors () for design purposes.
Highlights
The Mexican engineering community has been interested for more than three decades in hysteretic passive energy dissipation devices (HEDDs), today applications are fewer than 30 including RC and steel buildings (Tena-Colunga, 2007)
The absence of such recommendations are due to the lack of enough studies available in the literature (Mexican and worldwide) focused on defining global design parameters that could be inserted in a traditional seismic building code format such as those found in Mexican Codes or US recommendations
Many observations can be made from the extensive and detailed parametric study that was conducted and reported to obtain global parameters for a code-oriented design of buildings structured with special moment-resisting steel frames (SMRSFs) with HEDDs
Summary
The parameters under study were (1) number of stories: 5, 10, 15, 20, and 25, (2) elastic stiffness ratios (α) between the moment frame system and the whole structure (frame-bracing-hysteretic device system): α = 0.25, 0.50, and 0.75, (3) different elastic stiffness balances (β) between the hysteretic device and the supporting braces: β = 0.25, 0.50, and 0.75, (4) post- to pre-yielding stiffness ratios (K2/KELD) for the hysteretic devices of 0.0 (elastic-perfectly plastic), 0.03, and 0.05, and (5) two angles of inclination of the chevron braces with respect to the horizontal axis (θ): 40° and 45°. Observations are done with respect to: (a) the global ductility capacity for the structure and its relationships with the local displacement ductility capacity for the hysteretic devices for a given combination of α, β, K2/KELD, and θ and (b) overstrength factors (Ω) for design purposes
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