Builders of structures throughout the history of civilizations have been challenged with various threats. Earthquakes, which may be considered as the most critical challenge of the built environment have been one of the main concerns of builders at all times especially in regions with high earthquake risk. In this study, Response Modification Factor, (also known as ‘R’ or ‘q’ factor) which is used by seismic codes to determine force demand considering the ductile behaviour of the structure during the earthquake, has been analyzed. Steel frames (36 frames) with a different number of stories (3,6,9) and bays (3 to 8) were designed with normal ductility (18 frames) and high ductility (18 frames) moment resisting steel frames. The Turkish Building Earthquake Code-2018 (TBEC 2018) was followed for the seismic design process. All frames were assumed to be constructed in a region with the highest seismic demand defined in the web-based Hazard Map in TBEC 2018. The performance evaluation of the designed frames is completed using non-linear static analyses following FEMA, ATC-40 and NEHRP guidelines. The non-linear static analyses were implemented with SAP2000 v20.2 commercial software. Static pushover analysis as well as the capacity curve graph, known as the N2 method, has been obtained, and the position of the frame capacity in the spectral acceleration graph has been determined and presented visually. The results were summarized and the R factors obtained from these analyses were compared with the values given in the Turkish Building Earthquake Code. Key words: behaviour factor, nonlinear analysis, moment resisting steel frames.