عنوان مقاله [English]
The recent researches have demonstrated that thin steel plates have good performance under shear loadings, and upon that property, they have been used in some of the lateral resistant systems such as steel plate shear walls. In the present study, it is intended to employ the shear panels for seismic performance improvement of concentrically braced frames. Hence, a combined system is developed and its non-linear behavior has been analytically and experimentally investigated. For experimental study, a scaled one-story steel shear panel model, with hinge type connections of boundary elements at four corners, is selected. Two rows of bolts with a diameter of 10 mm are used for connections of infill steel plate to surrounding frame. The boundary elements
of the specimen are similar, while the infill steel plate thickness is 0.9 mm. specimen consisted of the standard profile double section UNP100, as boundary elements. The specimens depth and width are equal to 400 mm. The specimen is subjected to quasi-static cyclic loading along the diagonal axes of specimen. Ultimate shear strength of system based on test results, 8.2 tons is obtained. Experimental result shows that using steel shear panel in the concentrically braced systems can improved hysteretic curve of system and it can dissipated a
large amount of input energy in the nonlinear range. Finite element analysis of the laboratory specimen has been carried out. In the analysis, multi-linear kinematic hardening model is assigned to boundary element and infill plate. It is obtained that the used analytical method has been successful to estimate the actual shear capacity of the system and initial stiffness of system in comparison with the experimental results. It is found that the simulation
outcomes have showed good agreement with the experimental results. Fundamental point in the designing of this kind of system is that buckling capacity of the system should be more than capacity of the steel shear panels to ensure that the panel is entered into the non-linear range without any buckling in the braced members. To achieve this goal, to design of the steel shear panel and braced members some equations have been proposed.