عنوان مقاله [English]
The use of steel shear walls has been considered as a lateral load bearing system in tall buildings. The huge advantage of composite steel plate shear wall (CSPSW) is that the buckling of the infill steel plate, which is a serious disadvantage of steel plate shear wall (SPSW), is prevented. In order to enhance the seismic behavior of the system, the analytical study of CSPSW with a reinforced concrete panel on one side and with gap between the concrete panel and steel frame is conducted. Hence, CSPSWs can be considered an alternative lateral resistance system in steel structures, which is typically utilized as an effective lateral-load resisting system in high-rise buildings, where the story shear loads are markedly large. In this study, several parameters such as opening shape, opening location, and opening area in composite steel plate shear wall were considered in nonlinear static analysis using ABAQUS software. The numerical model was validated with an experimental model which this had a difference of 2.3% and 2.9% in elastic stiffness and load-bearing capacity, respectively. After ensuring proper performance and accuracy in predicting behavior of system, 16 numerical finite element models were simulated. The analysis results showed that using of concrete panel caused by transferring the failure mode from steel plate failure and buckling of plate to cracking and crushing the concrete which this led to an increase by 13% in load-bearing capacity. The most suitable type of opening shape is circular shape and in the load-bearing capacity case, this has 5% more than the rectangular shape. Also, using a square opening can create the highest ratio of opening without geometric interference with other members in the shear wall. The behavior of CSPSWs and corresponding SPSWs is utterly disparate. The infill steel plate of SPSW resists lateral load by development of tension fields, as the infill steel plate initiates elastic buckling. However, in CSPSW, the elastic buckling of the infill steel plate is prevented by the introduction of the reinforced concrete panel; hence, the infill steel plate carries out lateral load by pure shear yield. Moreover, during the lateral load, CSPSW undergoes four stages: initial elastic stiffness, shear yield stiffness, post-shear yielding stiffness, and pre-failure stiffness.