PSI - Issue 70

Aman Kumar et al. / Procedia Structural Integrity 70 (2025) 255–262

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(M3 auto hinges) and column (PMM hinges) at each end of the member as per ASCE 41.

Fig. 1. (a)Plan, (b) Elevation, (c) beam and column section details and (d) 3D model of the unsymmetrical RC building in SAP 2000

3. Methodology In this paper, the whole study is divided into four parts as shown in Figure 2 (i). The first part includes the estimation of building capacity using the pushover analysis. In the pushover analysis, the pushover curve was plotted by applying the constant gravity load (DL+LL) and incrementing the lateral load to the building. The pushover curve represents the plot between the base shear and roof displacement of the building. The yield and ultimate displacement of the building can be estimated from the bilinearization of the pushover curve as per the ATC 40 (1996) equal area method. These yield and ultimate points provide the global ductility of the building. The second part is the soil amplification effect. In this section, ground motion is applied at the bedrock level, and amplified ground motion is observed at the surface as it passes through the various soil layers using the time history analysis. The third part estimates the building response for bedrock and surface level ground motion from the time history analysis by applying the actual time histories or synthetic time histories at the base of the structure, which represents the actual earthquake scenario. Time history analysis is a nonlinear dynamic analysis that provides the time-varying response in terms of base shear, acceleration, displacement, and velocity. In this section, roof displacement and spectral displacement of the building are calculated. Finally, the Fourth part includes the seismic vulnerability assessment of the building from