Abstract
Local buckling and global buckling may occur in corrugated steel plate shear walls (CSPSWs) under shear loads. In general, the seismic and even strength design of CSPSWs may require no local buckling occurrence in the folds (namely sub-panel elements) and no global buckling occurrence in CSPSWs if they are used as energy dissipating devices. Therefore, the width-to-thickness ratio limits of folds or sub-panels and the normalized slenderness ratio limits of CSPSWs are major concerns for preventing their local and global buckling in their seismic and strength design. This paper presents the local and global buckling behavior and load-bearing capacity of trapezoidally corrugated steel plate shear walls (T-CSPSWs) and sinusoidally corrugated steel plate shear walls (S-CSPSWs) under pure shear. Firstly, finite element models (FEMs), FEM-l and FEM-g, are established for analyzing the local and global buckling of CSPSWs separately. Based on extensive numerical results, the formulas for more accurately estimating elastic local and global buckling loads are proposed for T-CSPSWs and S-CSPSWs under shear loads, respectively. Accordingly, the normalized width-to-thickness ratios of flat folds or curved sub-panels and the normalized slenderness ratios of CSPSWs are conducted. Finally, the ultimate load-bearing capacity respectively subjected to local and global buckling of CSPSWs under shear loads is calculated by employing elastoplastic FEMs, and the width-to-thickness ratio limits and the normalized slenderness ratio limits are further obtained in terms of a design criterion that local and global buckling load resistance of CSPSWs is not less than fully sectional shear-yielding load.
Published Version
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