A series of three-dimensional dynamic shaking table tests were conducted on a full-scale, four-story, reinforced concrete building on the NIED E-Defense shake table in 2010. Design of the building was based on Japanese seismic codes (JSL, 2007; AIJ, 1999). The lateral load resisting system of the building was consisting of shear walls in one direction and two-bay moment frames in the other direction. The building was subjected to increasing intensity shaking until large deformations were reached. This paper focuses on assessing the modeling assumptions and damage limit state criteria provided by 2007 Turkish Seismic Code based on nonlinear response history analysis results of the building using CSI Perform 3D. Some inconsistencies were noted between analytical estimations and experimental results. The analytical model was not able to capture observed damages at high-intensity level ground motions, which proved the need to further investigate validity of the modeling and damage limit state provisions provided by the code.