In the present study, the feasibility of ensuring uniform deformations in the lateral bearing system of thin steel shear walls has been investigated. For this purpose, using ABAQUSTM finite element software, a 3-story concrete frame was modeled and analyzed by the nonlinear time history analysis method. Due to the lower weight, speed of execution and consequently the reduction of construction costs in steel shear walls compared to reinforced concrete shear walls, they have been significantly developed. In important buildings in North America and Japan, this type of lateral bearing system has shown very good behavior against strongly earthquakes. Also, due to the good performance of steel shear wall systems, the use of steel shear wall in seismic countries during earthquakes in North Ridge, USA, Kobe and Japan has greatly increased. The system of steel shear walls is similar in performance to plate girder. In steel shear walls, the columns act like flanges, the filler steel plate acts as the web and beam similar to the stiffeners in the plate girder system. In general, the performance of steel shear walls is based on the creation of a diagonal tensile field in the steel plate that occurs after buckling. In 2003, the Canadian Steel Structures FEMA 450 proposed guidelines for the design of steel shear walls. In 2005, the design requirements for steel shear walls with special details were added to the steel structures section of the AISC Regulation. According to ASSHTO 2018 regulations, steel plates are divided into three behavioral ranges slender, moderate, and stocky according to their thickness. In 2021, during research, a new method for evaluating the behavior of steel shear walls with the relationship of part of the plate height to the vertical boundary elements was reviewed. In this type of connection, the middle of the filler plate was not connected to the vertical boundary elements. In this type of connection, reducing the connection length between the filler plate and the vertical elements leads to a reduction in stiffness and bending on the vertical boundary elements. In this paper, three different thicknesses were selected in the behavioral range of slender plates and how to connect them to the surrounding elements was defined in whole and in partial. In this evaluation, the effect of changing the connection length of the steel plate for the range of slender plates is investigated. The connection of steel shear walls to the surrounding members (beams and columns) is based on the percentage of the shear plate and the connection length ratio of steel plates are examined on the maximum relative in-plane displacement (drift) and the displacement of all stories. Uniform distribution of live and dead loads for the roof floor 1 and 5.3 (KNm2) respectively and for the other floors equal to 2.5 and 5.5 (KNm2) respectively is assumed. The behavior of the frame in the first stage is evaluated by the record of the Kobe earthquake. The results showed that in general, reducing the length of the plate connection leads to an increase in the maximum relative in-plane displacement (drift) of the stories and it is possible to control the ductility of the structure. 0. 6  is the critical area for a sender plate 5 mm. Because due to the early buckling and the occurrence of resistance after buckling, the maximum relative in-plane displacement (drift) has decreased. Also, 0.6 and CLR≥0 / 75 introduced as critical areas for 2 mm and 8 mm plates, respectively. In slender plates with very small thicknesses, the shear strength is very low and can be ignored, and the plate enters the post-buckling resistance immediately after loading. For this reason, the results of these plates determine the behavior of the structure. By reducing the thickness, the non-uniformity in the maximum relative in-plane displacement (drift) of the stories was seen, which was significantly improved by using suitable partial connections of the shear steel plate to the surrounding elements.