Seismic Responses of Multi Story Coupled Steel Plate Shear Wall System
Date Issued
2009
Date
2009
Author(s)
Chang, Jing-Tang
Abstract
In recent years, the steel plate shear wall system has gradually gained recognition and acceptance. Both research and construction involving this system has increased. In the steel plate shear wall system, the designer must choose strong boundary elements for the tension field. The purpose of this research is to investigate the effectiveness of a reduced column capacity design requirement by allowing the plastic hinge to form at approximately one quarter column high above the column base. Moreover, this research adopts the moment connection details for the link beam between the two steel plate shear wall systems, know as a coupled steel plate shear wall (C-SPSW). In this system, two steel plate shear walls can work together to resist the lateral force. Therefore, the C-SPSW system will not only have higher stiffness, strength and greater energy dissipation ability, but will also reduce the axial force in the internal columns. In this research, the author followed the current Taiwan and AISC seismic steel building code to design a six-story prototype building to study the flowing two topics: the capacity design procedure of a coupled steel plate shear wall system, and the effects of the relaxed column capacity. Extensive finite elements analysis has been conducted to analyze the building’s elastic and inelastic responses. This research also includes a cyclic test of a reduced scale, sub-structure of the prototype C-SPSW at NCREE using the Multi-axial Testing System (MATS) facility, applying constant force control in the vertical direction, cyclic displacement control in the horizontal direction. Assuming the building’s lateral force distribution is like an inverted triangle, the overturning moment from the third story was computed on line from the horizontal actuator force feedback. The cyclic overturning moments were satisfactorily applied using MATS controller. From this research, the following conclusions can be drawn:. The test results confirm that by allowing the plastic hinge to form at 1/4 high above the column base, the size of the column can be reduced. Before the overall story drift reached 0.02 radian, the C-SPSW specimen performed very well. When the overall story drift reached 0.05 radian, the inward deformations of the two columns became evident, but the lateral force resisting performance of the C-SPSW specimen remained satisfactory.. The shear link beam design for the C-SPSW specimen is found effective. The 2nd-story shear link deformations reached 0.04 radian when the overall story drift reached 0.05 radian.. The MATS controller allows the constant axial loads, cyclically increasing lateral displacements, and the corresponding overturning moments successfully applied on the C-SPSW substructure specimen.
Subjects
steel plate shear wall
coupled steel plate shear wall
shear link
capacity design
Type
thesis
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