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Although it was difficult to anticipate the time or location of an earthquake, it was feasible to estimate the probability of a subsequent failure. Using fragility curve analysis, six models with varying shear wall locations were utilized to forecast the chance of failure in this study. For each model, a nonlinear time history analysis was performed that considers 40 earthquakes. Later the fragility curve had been drawn based on the outcome of the study. In this work, uncertainty was taken into consideration, while framing fragility curves and its relationship to models and materials was examined. 280 nonlinear time history analyses had been done for this analysis. The response with the highest score in each analysis had been recorded. The fragility curve was formed between the PGA and the probability of exceedance. As a result, model FC-FIG. 7 performs effectively in the face of seismic force, having acceptable levels of damage including rapid occupancy, limit state, and collapse prevention. In this study, the probability of exceedance of each model was calculated for the PGA of 0.5. [ABSTRACT FROM AUTHOR]

Buildings’ responses to lateral forces have been the topic of a great deal of research work in recent years. Performing a comprehensive nonlinear analysis is required for Performance-Based Design. During earthquakes, nonlinear static analysis (pushover analysis) is frequently employed in performance-based design, where gravity loads are held constant and lateral forces are increased monotonically until the target displacement is reached. The capacity curve, derived from a pushover analysis, depicts the overall performance of the structure by illustrating the relationship between the base shear and the roof displacement. There has been a lot of research on structures with shear walls, but none of it has focused on finding the best possible spot. As part of these analyses, shear walls are placed at different locations of the structure. We analyzed 13 different models to determine the best location, and found out that model 6 performing well, when comparing with other models. As a result, PO-Fig. 7 is found out to be subjected to 76.89% greater shear resistance capacity than the no-shear-wall model. [ABSTRACT FROM AUTHOR]