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Performance of unstiffened steel plate shear walls under cyclic quasi-static loading

University of British Columbia

Several structures around the world have been designed with steel plate shear walls acting as the primary lateral load resisting system. It represents an innovative technique for providing high elastic strength, large displacement ductility capacity, and good energy dissipation properties in medium and highrise steel structures, which is of particular importance in areas of high seismic risk. An experimental testing programme was conducted at the University of British Columbia on two single and one multistorey steel plate shear wall assemblies. Each specimen consisted of a single bay, 30 % scale model of an inner residential building core with panel width to height aspect ratios of 1:1. Each specimen employed moment-resisting beam column connections, and thin unstiffened infill panels with full perimeter attachment to the surrounding frame. Quasi-static cyclic testing was conducted under standard testing protocols used to determine the seismic performance of steel structures. The determination of the load deformation response properties and resulting strain distribution in various components were the primary objectives of the testing program. The three test specimens were tested to maximum displacement ductilities of 7 x δ[sub γ], 6 x δ[sub γ], and 1.5 x δ[sub γ] respectively. The termination of each test was a result of local problems and limitations of the testing setup, and did not necessarily reflect the global displacement capacity limit of each specimen. Based on accepted guidelines, each specimen was characterised at test termination as experiencing moderate inelastic damage, while maintaining a force resistance capacity at 0r near the maximum level achieved. Inelastic damage modes included yielding of the infill plate followed by column yielding in the single storey specimens, and column yielding in the multistorey specimen. Simplified tension field analytical models,were developed using a non-linear frame analysis program. Numerical modelling was conducted for monotonic and cyclic loading cases, and compared with the load-deformation response characteristics obtained from physical testing. Additional studies were conducted on one of the models to investigate the sensitivity of the results to various model parameters. Finally, the adequacy of existing design guidelines were assessed on the basis of the' experimental and analytical results generated through this research programme. Proposed modifications to the existing code provisions have been identified.

Thesis/Dissertation

application/pdf

2009-03-23

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http://hdl.handle.net/2429/6363

Civil Engineering

University of British Columbia

UBCV

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