Hyperbolic cooling towers are considered important and strategic structures in power plants. Due to their large dimensions, complex geometry, and unique dynamic characteristics, these structures exhibit seismic behavior that differs considerably from that of conventional structures. Therefore, the determination of appropriate seismic parameters, particularly the response modification factor, plays a crucial role in ensuring the safe and economical design of cooling towers. The shell and supporting columns of cooling towers are typically constructed of reinforced concrete, with the columns generally configured in X- or Λ-shaped arrangements. The objective of this study is to evaluate the response modification factor of a reinforced concrete cooling tower supported by a structural system consisting of steel columns with meridional or I-shaped configurations. The seismic performance and response modification factor of the reinforced concrete cooling tower supported by steel columns were investigated using nonlinear static pushover analysis. A three-dimensional finite element model was developed for a cooling tower with an approximate height of 120 m. The nonlinear static pushover analysis was carried out by applying a lateral load distribution proportional to the fundamental mode shape of the structure, so as to represent the dominant contribution of the first mode to the overall seismic response.Based on the analysis results, the structural capacity curve and key seismic parameters, including the target displacement, response modification factor, ductility reduction factor, and overstrength factor, were determined. The response modification factor and overstrength factor obtained for the cooling tower supported by meridional steel columns were approximately 1.4 and 1.02, respectively. The results demonstrated that the steel column-supported cooling tower can sustain the target displacement in a stable manner without experiencing structural instability. The response modification factor obtained for the cooling tower was found to be lower than the corresponding values specified in the relevant design codes. The response modification factor and overstrength factor of the cooling tower with meridional or I-shaped steel columns were approximately 60% and 42% lower, respectively, than the corresponding values recommended by the design codes.