Abstract
As the design methodology of the corrugated steel shear wall (CSSW) has not yet been included in the design standards, this paper presents a step-by-step design procedure based on the corrugated panel-frame interaction (CPFI). To ensure that the plastic hinges occur at the beam ends and not within the beam span or in the columns, a reduced beam section (RBS) connection was used in steel plate shear walls (SPSWs). In this paper, the corrugated steel shear wall with a reduced boundary beam section (RBS-CSSW) is presented as a promising type of lateral-load‐resisting system. Analytical equations were proposed to estimate the strength of RBS-CSSW based on the frame plastic hinge development considering the interactive shear buckling stress in the corrugated panel. The equations of strength estimation for RBS-CSSW were also evaluated by comparing their results with the numerical results of the two models. The comparison showed that the strength based on the proposed analytical equations were accurate (with more than 95% accuracy) compared to the strength from the FE pushover analyses for the two models.
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