Seismic codes have evolved to the point that allows integrating Structural System Reliability of buildings into the seismic analysis by limiting the building damage under earthquake input, while keeping a reasonable margin of safety. However, wind design following the major international standards, including the National Building Code of Canada, remains prescriptive and overall conservative. 
Current wind design uses the first significant yielding of a structural member as a strength limit state and does not explore nonlinearity beyond the design level, neither accounts for the inherent system overstrength. In other words, it does not explore the wind response of the lateral force resisting system (LFRS) from yielding to the system’s failure mechanism. For a building located in a seismic region, the LFRS has well-detailed ductile fusses that are allowed to yield under seismic loads and dissipate energy through hysteresis but are required to respond elastically under wind load. Further, the return period for the seismic and wind loads are not compatible in the building codes; hence, at design level, the seismic hazard is associated to 2500-year return period and the wind hazard (ultimate limit state) to 500-year return period.
This research presents a multihazard assessment of two multi-storey concentrically braced frame (CBF) buildings located in Montreal, Quebec, where both wind and earthquake load are critical. The collapse margin safety under earthquake load is conducted according to FEMA P695 (2009) procedure and the wind reliability criterion is verified as per the ASCE PBWD (2019) pre-standard methodology. 
In this study, the nonlinear dynamic response of the LFRSs of studied buildings was analyzed to different seismic and wind hazard levels using two-dimensional numerical models developed in the OpenSees framework. Then, these models were independently subjected to a set of seven artificial ground motions and aerodynamic data derived from the Tokyo Polytechnic University (TPU) aerodynamic database. Using data from seismic and wind Incremental Dynamic Analyses (IDA), the fragility curves were constructed and the failure mechanisms of multi-storey Concentrically Braced Frames (CBF) under wind and earthquake was identified. The progressive development of dynamic response from yielding to collapse is also discussed.
The study concluded that more flexibility could be permitted to wind design by accounting for the inherent structural overstrength and limited ductility, while challenging aspects may still arise due to inherent differences between earthquake and wind loads.