A Study of Capacity Design for Vertical Boundary Elements in Steel Plate Shear Walls
Date Issued
2011
Date
2011
Author(s)
Lee, Hung-Chi
Abstract
Steel Plate Shear Walls (SPSWs) have been recognized as a high lateral stiffness and ductility system for building structures. However, this system is still not commonly adopted in practice. It may be due to the following two reasons: 1) The capacity design of the boundary elements must be checked by using strips model, which may be complicated and time-consuming. 2) The column plastic hinge must be formed only at the 1st story column bottom end according to the AISC provisions. Therefore the flexural requirement for the 1st story column may be very large. For the purpose of developing a convenient capacity design method for the 1st story columns in the SPSWs, the equivalent brace model is considered in formulating the design procedures. Allowing the plastic zone to form approximately at 1/4-high of the first-story column, this study purposes a minimum column flexural capacity design requirement to prevent both the flexural and shear plastic hinges form at the top of the 1st story column.
In order to verify the accuracy the proposed capacity design method, and to investigate the cyclic performance of the SPSWs with or without the plastic forming at the top of the 1st story column, three full-scale 3.42-meter wide and 3.82-meter high two-story SPSW specimens were tested in National Center for Research on Earthquake Engineering. The low yield strength steel plates of 2.7mm and the same boundary beams, but with the boundary columns designed according to three different flexural requirements, were adopted for three specimens. Results of the ABAQUS analyses and the cyclic tests up to a roof drift of 0.045 radians confirm that the proposed capacity design method is suitable for seismic design of 1st story column to achieve good performance and economy. The 1st story column with plastic deformations spreading over mid-high of the column still possesses rather good load-carrying capacity. However, the specimen with plastic hinges forming at the mid-high and the top of the 1st story column have seriously lateral torsional buckling. In addition, test results show the tension field angle changes from boundary elements elastic to plastic. For the 1st story, due to large plastic deformation in the mid-high of boundary columns, the tension field angle inclines to approximately 40 degree. For the 2nd story, however, the plastic deformation concentrates at on boundary beams, so the tension field angle inclines near 45 degree.
Subjects
steel plate shear walls
capacity design
seismic design
vertical boundary elements
tension field angle
Type
thesis
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