Abstarct: In the past three decades, numerous experimental and numerical studies have been conducted which demonstrate that steel plate shear wall systems are effective and economical lateral load resisting systems against both wind and earthquake forces. The properly designed steel plate shear wall has superior ductility, high initial stiffness, stable hysteresis loops, and good energy absorption capacity. Two types of steel plate shear walls which conveniently used are stiffened and unstiffened types. The first type is very costly while the later type has some serviceability deficiencies after earthquake. In recent years, the application of corrugated sheets as web girder bridges is being increased. Such plates due to inherent geometric out-of-plane stiffness, have large buckling strength which make them similar to stiffened steel shear walls. Therefore in this thesis, steel shear walls with such corrugated sheets are studied. 30 finite element model of steel shear walls with a flat sheet in different thicknesses and corrugated sheet in different thickness, corrugation angles, and number of corrugation half-waves under cyclic loading condition have been studied. Also 42 models include flat sheets with stiffeners under monotonic loading condition have been studied. The specimens have been modeled and analyzed using ANSYS (2007) finite element software with consideration of geometrically and materially nonlinearity. Findings of this study indicate that proper design and efficient selection of plate thickness, number of corrugation half-waves, and corrugation angle can result in high-performing corrugated-plate steel shear walls with superior structural and energy dissipation characteristics. In addition, the use of stiffeners in flat steel shear walls with low and high thickness, had not considerable effects on behaviour of walls; although at middle thickness its effects is considerable, so that in wall with thickness of 4 mm by increase of horizontal and vertical stiffeners the behaviour of wall has been improved.