عنوان مقاله [English]
This paper presents the experimental study of steel pate shear wall in concrete moment frame. This study was based on the idea of using steel plate shear walls in precast concrete structures. The steel plate shear wall was bolted to the embedded plates in concrete boundary elements. These plates were embedded at specified intervals and friction connection was used for the bolted connections. Semi-static cyclic loading was applied to three different specimens according to ACI T1.1-01 code. Lateral load was applied to the top of specimens. Formation of tension field and buckling waves, expressed the required behavior of steel shear walls and also, good performance of connection scheme. In order to illustrate the effects of adding steel shear plate wall to concrete frame, one of the specimens was considered to be bare frame. The results showed that, placing of steel shear plate wall in concrete frame, multiplied loading capacity, initial stiffness, dissipated energy and equivalent damping of the bare frame, by three, eight, twelve and four, respectively. Horizontal and vertical stiffeners decreased the effects of openings. As diagonal opening with horizontal and vertical stiffeners, kept initial stiffness the same and increased dissipated energy and equivalent damping about 15%, however, decreased lateral capacity by 7%. The results of strain gauge showed that, yielding was initiated at 0.4% drift level. For the simple steel plate shear wall the yielding started from corners and for the specimen with openings and stiffeners it was started from bottom solid panel connected to beam and also, edges of openings. The stress intensity of the bottom solid panel was more than the rest. So that, the steel plate initiated to tearing at the 1.75% drift level. According to the strain gauge results, embedded corners plates, were critical, but all of them remained elastic. So, it could be said that dissipated energy has been get from steel plate shear wall. Small bending and shear cracks were occurred at the beam-column connection. All of the specimens failed from hinge supports of columns.