The steel plate shear wall is one of the seismic resistance devices which is installed in the flame 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 by shear force, some stiffeners are welded on the shear wall in some types of arrangements. Therefore, the design of stiffeners is very important to prevent the strength deterioration and to maintain the restoring force.
In this paper, focus is on the stiffeners of one-sided stiffening type. Authors have proposed the new rational design method of the stiffeners arranged in one-side of the wall, based on that of the stiffeners arranged in front and back of the wall; cross stiffening type in our previous study. The purpose of this study is to directly estimate the plastic buckling strength and the plastic deformation capacity by using the width-thickness ratio β normalized by yield strength and elastic buckling coefficient. The relationship between β and plastic deformation capacity is formulated based on the results of FEM analysis, and required values of β are defined for three target performances; Grade I, II and III. In addition, the effects of the cyclic loading and the surrounding frame members are revealed by experimental tests.
Results are summarized as follows:
1) The plastic buckling strength and the plastic deformation capacity can be evaluated based on the estimation formulas, which are same as that of cross stiffening type.
2) The specifications of the stiffeners of one-sided stiffening type are compared with those of cross stiffening type. The more rational stiffening type is different from each other depending on the aspect ratios of the wall and the target performances.
3) In the experimental tests, the maximum value of the deformation angle on the skeleton curve has strong correlation with the β of the specimen, which is not depending on the stiffening type. It indicates that the plastic deformation capacity of one-sided stiffening type can be evaluated based on β, which are same as that of cross stiffening type.
4) In the experimental tests of specimens which are evaluated as Grade I and II, the effect of the cyclic loading on the plastic deformation performance is small. Although the proposed estimation formula is based on the results of FEM analysis by the monotonic loading, it can evaluate the plastic deformation capacity conservatively in the case of Grade I and II.
5) The effect of the axial loading on the plastic deformation performance is small in the experimental tests, when the strength of the surrounding frame members is larger than the shear yielding of the wall. It is because the surrounding frame members have the rigidity against the axial loading.
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