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ANALYSIS OF STEEL PLATE SHEAR WALLS
A. Razzazzadeh and F. R. Mashiri
School of Engineering, University of Western Sydney, Penrith South DC, NSW 1797, Australia
EXTENDED ABSTRACT
There are different types of lateral load resisting systems such as the traditional concrete reinforced form, conventional bracing system and steel plate shear wall. In the past three decades the steel plate shear wall (SPSW), also known as the steel plate wall (SPW), was developed by the Japanese and has been used in various buildings throughout Japan and North America (Astaneh, 2001).
Recent research on steel plate shear walls firstly explored the benefits of steel plate shear walls in comparison with the other different types of lateral local resisting systems such as concrete traditional reinforced form and conventional bracing system. In this paper, existing literature on steel plate shear walls is reviewed (Thorburn et al.1983, Caccese et al. 1993, Elgaaly et al 2003, Berman and Bruneau 2003, Minebo 2005, Sabouri-Ghomi et al 2005, Alinia and Dastfan 2007, Sabouri-Ghomi and Gholhaki 2008). The experimental test conducted by Sabouri-Ghomi and Golhaki (2008) was simulated using the finite element method to demonstrate pure lateral load-displacement behaviour of a 3-storey SPSW. A very good agreement was obtained between the results from analytical and experiment studies for ultimate capacity of the wall system. The analytical ultimate system capacity was found to be 94% of the ultimate system capacity from the experimental test (see Figure1).
The effects of different plate thicknesses and the introduction of a vertical stiffener on post buckling behaviour and ultimate capacity of the steel plate shear walls are demonstrated using finite element methods for single storey models based on geometry and material properties of the experimental test by Sabouri-Ghomi and Gholhaki (2008). Results show that increasing the plate thickness up to the certain value (b/t=400 from the present study), improves both system capacity and post buckling behaviour of the steel plate shear wall. However, further increase in plate thickness does not improve the post buckling behaviour in SPSW, as the yielding of the frame occurs nearly after commencement of yielding in the plate. The addition of a vertical stiffener to the plate considerably increases SPSW’s strength and initial strength of the SPSW increases due to the limitation of the tension fields from developing in the plate.
Figure 1: Comparison between Displacement-Load curves obtained from experimental and analytical studies
REFERENCES
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Structural Engineering Rep. No. 107, Dept. of Civil Engineering, Univ. of Alberta, Edmonton, Alberta, Canada