The search for light weight and efficient structural elements is a continuing process. Reducing the structural weight and improving the load carrying capabilities of steel frames will allow designers to add additional capabilities while reducing cost. Corrugated steel plate shear walls offer several advantages when used to resist both vertical and lateral forces in a building. This paper is devoted to the buckling behavior of steel frames with corrugated steel shear walls. The system consists of two parts, the first one is the envelope steel frame and the second is the infill corrugated steel shear wall. The corrugated steel plates are connected to the surrounding frame beam and columns. The buckling load factor of this system depends on the interaction of many factors including the corrugation configuration of steel plate, the angle of corrugation, the
depth of corrugation, the thickness of corrugated plate and the spacing of the fasteners used to attach the corrugated sheets to the steel frame, in addition to the restraint conditions and the external load action. Steel frames with trapezoidal or triangular corrugated steel shear panel were modeled using the finite element software Cosmos/m 2.8 and a linear analysis was performed. In the current study, elastic buckling behavior of steel frames with corrugated shear wall is investigated using finite element approach. The elastic buckling behavior is expressed as normalized load factor which is defined as the ratio between the buckling load of the frame with corrugated plate to the buckling load of the frame without corrugated plate. Parametric analyses were carried out to investigate the effect of spacing between fasteners used to attach the corrugated plate to the envelope frames without or with one, two, and three stiffeners for frames subject to vertical loads only or vertical loads with horizontal loads. The results showed that the spacing between fasteners has significant influence on the elastic buckling behavior of the steel frames with corrugated shear wall.