## 1 Introduction  
Steel moment frames have been widely used to resist lateral forces induced by wind and seismic loads. Three types of steel moment frames are specified in ASCE 7-16 [1]: (1) ordinary moment frame (OMF), (2) intermediate moment frame (IMF), and (3) special moment frame (SMF). Specific design and detail requirements for each type of moment frame are specified in ANSI/ AISC 360-16 [2], ANSI/ AISC 341-16 [3], and ANSI/ AISC 358-16 [4].  
The most stringent design and detail requirements are required on SMFs among the three types of moment frames, whereas the least requirements are specified for OMFs [5, 6]. According to ANSI/ AISC 341-16 [3], connections in SMFs and IMFs should have a rotation capacity of at least 0.04 and 0.02, respectively, whereas OMF connections should have minimal inelastic rotation capacity. The column-to-beam moment strength ratio is not specified for OMFs. Panel zones in OMFs should resist design force calculated from elastic analyses rather than maximum forces transferred from adjoining beams and columns. To compensate for the relaxed design and detail requirements on OMFs, OMFs should be designed with a larger design shear force than IMFs and SMFs.  
Many studies have been conducted to assess the seismic performance of steel SMFs [7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18]. To obtain the reliable results of seismic performance assessment for steel SMFs, the cyclic behavior of SMF components has been investigated through experimental and numerical studies [19, 20]. However, only a limited number of studies have been conducted for steel IMFs, OMFs, and existing moment frames [21, 22, 23, 24, 25, 26]. According to the commentary of AISC 341-16 [3], the details of OMFs were developed based solely on the judgement of engineers rather than on the results of experimental and numerical studies. Thus, it is important to evaluate the seismic performance of OMFs designed according to current seismic design codes, which was the motivation of this study.  
Steel OMFs are permitted only for seismic design categories (SDC) A, B, and C [1]. In such SDCs, wind loads govern design results for OMFs rather than seismic loads, particularly for high-rise buildings [27; 28]. However, most studies on steel moment frames have focused on steel SMFs located in high-seismicity regions. In addition, wind loads have often been ignored in seismic design procedures. Thus, it is important to evaluate the seismic performance of OMFs designed according to current seismic design codes, which was the motivation of this study.  
Since seismic and wind loads mainly generate lateral force and drift demands on building structures, it is important to assess the effect of wind loads on the seismic performance of the OMFs. Although larger member sections should be used for OMFs when wind loads are considered, the use of the larger member sections may not guarantee better seismic performance of the OMFs. To the best of our knowledge, no study has been conducted to investigate the effect of wind loads on the seismic performance of the OMFs. Assessment of wind load effect was another motivation of this study. The aim of this study is to evaluate the seismic performance of steel OMFs with consideration of wind load effects. The seismic performance was estimated in terms of seismic collapse performance and seismic loss.