OPTIMAL PERFORMANCEBASED SEISMIC DESIGN USING MODAL PUSHOVER ANALYSIS
Author: DONALD E. GRIERSON * YANGLIN GONG * LEI XU | Size: 4.18 KB | Format: PDF | Publisher: Journal of Earthquake Engineering | Year: 2005 | pages: 24
Journal of Earthquake Engineering, Vol. 10, No. 1 (2006) 73-96
@ Imperial College Press @ Impend College ~ e u .
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OPTIMAL PERFORMANCEBASED SEISMIC DESIGN USING MODAL PUSHOVER ANALYSIS
DONALD E. GRIERSON*
Department of Civil Engineering, University of Waterloo
Waterloo, Ontario, N2L 3G1, Canada
gtiersonOuuaterlw.cn
YANGLIN GONG
Department of Cavil Engineering, Lakehead University
Thunder Bay, Ontario, P7B 5E1, Canada
LEI XU
Depurtment of Civil Engineering, University of Waterloa
Waterloo, Ontario, N2L 3G1, Canada
Received 30 April 2004
Reviewed 13 June 2005
Accepted 20 June 2005
Abstract:
The paper presents a computer-automated perfomance-based design procedure for optimally proportioning a steel building framework to resist earthquakes. Modal pushover analysis is employed to evaluate structural demands irnpmed by design earthquakes representing a range of hazard levels ( e . im~ m ediate-occupancy, life-safety and collapseprevention).
First-order Taylor series and sensitivity analysis are employed to formulate corresponding performance constraints expIicitly in terms of member sizing variables and target lateral displacements. A generalised optimality criteria algorithm is employed to find the Ieast-weight structure that experiences minimal damage (as characterised by ductility demand) while simultaneously satisfying all performance constraints at all hazard levels. The design methodology is illustrated for a nine-storey planar steel building framework.
First-order Taylor series and sensitivity analysis are employed to formulate corresponding performance constraints expIicitly in terms of member sizing variables and target lateral displacements. A generalised optimality criteria algorithm is employed to find the Ieast-weight structure that experiences minimal damage (as characterised by ductility demand) while simultaneously satisfying all performance constraints at all hazard levels. The design methodology is illustrated for a nine-storey planar steel building framework.
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