Behaviour of Composite Plate Shear Walls with Variable Column Stiffness

Abstract

Steel plate shear walls (SPSW) have been increasingly applied in structures as a lateral load resisting system. SPSW systems utilize thin unstiffened plates as the infill between boundary members. Infill panels are very slender elements and buckle under low lateral loads due to which SPSW relies on the post‐critical tension field action of the infill panel. Such load transfer mechanism has two downsides: a) significant transverse forces are exerted on the boundary elements, particularly columns; b) load bearing capacity of the tension infill panel after yielding is lower than yielding of the panel in shear. In order to preclude these shortcomings relatively new vertical stabilization systems, termed composite plate shear walls (CPSW), were developed where stiffening of the infill panel using reinforced concrete plate was introduced. However, lack of research on CPSW systems led to creation of structural building codes which adopted requirements prescribed for SPSW. Experimental and numerical research has been conducted on CPSW. Three specimens, with varying column flexural stiffness, were tested. The obtained results show less prominent column “pull‐in” when compared to SPSW. The results were assessed comparing stiffness, resistance and ductility between the above‐mentioned systems. Finally, the experimental results were used to calibrate numerical models. Afterwards, the obtained numerical results served for more detailed comparison of behaviour between SPSW and CPSW.

Effect of Column Flexural Stiffnesses on the Seismic Performance of Stiffened Steel Plate Shear Walls

“…Machaly et al [12] performed numerical analyses of USPSWs and concluded that the minimal column flexural stiffness requirement in AISC 341-10 [13] may not be sufficient to ensure the complete yielding of the infill plate. Curkovic et al [14,15] investigated the seismic performance of USPSWs and composite plate shear walls (CPSWs) with variable column flexural stiffness values. Their studies revealed that the prescribed minimum column flexural stiffness requirements used for USPSWs and CPSWs were conservative.…”

Optimized Computational Intelligence Model for Estimating the Flexural Behavior of Composite Shear Walls

“…The steel plates in the CSW act as reinforcement once the concrete has hardened and transmitted the lateral loads via the floors and frame to the walls in tall buildings [6]. The column stiffness has a significant role in the overall behavior of CSW [7], and the presence of a steel plate deep beam in CSW can bring the deformation closer to that of the entire shear wall [8]. The hysteretic models for the CSW were proposed and evaluated for different loading configurations and cross-section shapes [9][10][11].…”

“…The steel plates in the CSW act as reinforcement once th crete has hardened and transmitted the lateral loads via the floors and frame to the in tall buildings [6]. The column stiffness has a significant role in the overall behav CSW [7], and the presence of a steel plate deep beam in CSW can bring the deform closer to that of the entire shear wall [8]. The hysteretic models for the CSW were pro and evaluated for different loading configurations and cross-section shapes [9-11 effective stiffness of a CSW system consisting of a composite shear wall with double and filled with concrete has been numerically calculated, and the results were verifi a series of experimental tests [12].…”