<p> Introduction</p><p> In past earthquakes, non-structural members such as RC non-structural walls were damaged, and the damage makes it difficult to continue using the building after earthquake. For this reason, new structural systems that can be used continuously after an earthquake will be investigated. As one of them, the stress and deformation of wall are reduced by rocking behavior and energy dissipation with dampers, respectively. This paper presents the analysis model focusing on R/C wall rocking behavior, and the validity of the model is investigated.</p><p> Outline of experiment</p><p> The test specimen is composed of top and bottom stubs and RC box-shape multi-story structural wall, which allows rocking behavior of the wall. The dampers are attached to the wall ends and the number is changed according to the experiment stages (Experiment I：0, II / II'：4, III：8, IV：16 ) . As the number of damper increases, rocking behavior of the wall is restricted and yielding behavior of wall dominated. As for the experimental results, the rocking behavior was confirmed in Experiment I, the damping effect was confirmed in Experiment II' and Experiment III, and the collapse type transition to the bending yield of the wall was confirmed in Experiment IV.</p><p> Outline of analysis</p><p> As parameters of analytical models, two models were investigated: The pseudo 3d model using line element by one column, and 3d model using line element by three columns. For the pseudo 3d model, the initial stiffness considering orthogonal wall effective length is investigated, and maximum strength considering orthogonal wall effective length or full length is investigated. In addition to the conventional model, 3d model was also applied which the structural wall was vertically divided into two elements and to express antisymmetric moment distribution as confirmed in the experiment. A normal model showed lower bending stiffness than that of the experimental specimen. This is probably because when the structural wall is divided into the central column and the pin columns on both sides, the central column has a smaller cross-sectional area. Therefore, a model in which bending stiffness was calculated from the cross section of the full length of the in-plane wall was also created.</p><p> Analysis results and Conclusions</p><p> Regarding of the pseudo 3d model in both directions, uplifting displacement can be evaluated by the uplift and damper springs. This model can evaluate initial stiffness considering orthogonal wall effective length properly. Also, this model can evaluate uplift strength, and maximum strength of the wall considering orthogonal wall effective length properly. Regarding of the 3d model in X directions, this model can evaluate initial stiffness calculated from the cross section given by the conventional method. The evaluation of uplift strength can be evaluated same as the pseudo 3d model. And, this model can evaluate maximum strength of the wall considering the axial spring located at center of the orthogonal wall to the effective length. Regarding of the 3d model in Y directions, which the in-plane wall is a coupling wall, structural wall is vertically divided into two elements to express antisymmetric moment distribution. This model can evaluate initial stiffness considering gross cross section of in-plane wall. Uplift strength and maximum strength of the wall can be evaluated same as the result of X direction for the 3d model.</p>