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Performance of unstiffened steel plate shear walls under cyclic quasi-static loading Lubell, Adam S.
Abstract
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.
Item Metadata
Title |
Performance of unstiffened steel plate shear walls under cyclic quasi-static loading
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Creator | |
Publisher |
University of British Columbia
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Date Issued |
1997
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Description |
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.
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Extent |
11367809 bytes
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Genre | |
Type | |
File Format |
application/pdf
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Language |
eng
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Date Available |
2009-03-23
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Provider |
Vancouver : University of British Columbia Library
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Rights |
For non-commercial purposes only, such as research, private study and education. Additional conditions apply, see Terms of Use https://open.library.ubc.ca/terms_of_use.
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DOI |
10.14288/1.0050296
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URI | |
Degree | |
Program | |
Affiliation | |
Degree Grantor |
University of British Columbia
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Graduation Date |
1997-11
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Campus | |
Scholarly Level |
Graduate
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Aggregated Source Repository |
DSpace
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Item Media
Item Citations and Data
Rights
For non-commercial purposes only, such as research, private study and education. Additional conditions apply, see Terms of Use https://open.library.ubc.ca/terms_of_use.