The steel shear wall is the one of the seismic resistance devices which are installed in the frame of building to improve the horizontal stiffness and strength. Shear force is loaded on the steel plate shear wall when the horizontal force acts the building. In order to prevent the overall buckling, some stiffeners are welded on the shear wall in front and back cross arrangement. It is assumed that the buckling behavior of those steel shear walls are greatly affected by the surrounding frame member. However, the effect of the surrounding frame member on the buckling behavior of the steel shear wall stiffened by cross bracing is not quantitatively clarified.
In this study, we clarified the influence of the surrounding frame members on the elastic buckling strength of steel shear wall by conducting eigenvalue analysis. In addition, we proposed the calculation method of the elastic buckling strength considering the effect of surrounding frame members. Also, we investigated the influence of surrounding frame members on the elastic-plastic behavior of steel shear wall by doing experiment and conducting large deformation analysis.
Results are summarized as follows;
1) We proposed the calculation formula of the elastic buckling strength of steel shear wall stiffened by cross bracing by applying the correction by the torsional rigidity ratio to the calculation formula of the elastic buckling strength of the orthotropic flat plate.
2) The reduction rate of the elastic buckling strength of the stiffened plate due to the influence of the out-of-plane rigidity of the surrounding frame members can be evaluated by the bending rigidity ratio of the surrounding frame member and the stiffened plate and the ratio of buckling stress ratio determined from the out-of-plane rigidity of surrounding frame member.
3) The rate of decrease in the elastic buckling strength of a stiffened plate under the influence of the out-of-plane rigidity of the vertical frame member and the intermediate vertical frame member with different bending rigidity in right and left can be evaluated by buckling stress ratio determined from out-of-plane rigidity of longitudinal frame members.
4) It is possible to obtain a stable load-displacement relationship even when the out-of-plane rigidity of the surrounding frame member is relatively small, if the elastic buckling strength can be ensured to the extent that the shear yielding of the stiffened plate precedes.
5) From the viewpoint of workability, the possibility that the end of stiffener is not rigidly connected to the surrounding frame member was also examined, and it was confirmed that the effect of the end constraint condition on the elasto-plastic behavior of stiffened plate was small.
