Seismic Fragility Assessment of Performance-Based Optimum Designed Steel Moment Frame

Modeling the nonlinear behavior of structural elements is one of the important parameters for assessing the fragility of steel moment frames. Nonlinearity modeling of structural components is done with two methods: a) distributed plasticity, and b) concentrated plasticity. In distributed plasticity method, the element is considered fibrous and non-linear. In contrast, in concentrated plasticity method, the element is assumed to be elastic and the place of hinges formation is considered at its two ends. To investigate the effect of nonlinear modeling of structural elements on the fragility of steel moment frames a ۶-story frame, which is optimally designed with RUPSO algorithm, is considered. The results show that the steel moment frame with concentrated nonlinearity is more fragile than the one with distributed nonlinearity.

کلیدواژه ها:

Steel Moment Frame ، Performance-based optimum design ، Distributed and concentrated plasticity ، Fragility Curves