## 4 Results and Discussion  
Static Nonlinear (Pushover) Analysis was performed for the hospital building in SeismoStruct considering the dead loads and percentage of the live loads (30%). Aimed at analyzing the behavior and performance of the structure when exposed to an earthquake design lateral load, the lateral loads were determined by the lateral force method, this was estimated at 12,432, 44 kN in adherence to the recommendation stipulated in Eurocode 8 Part 2, and the loads generated by SAP2000 which was determined to be 9212.586 kN. The lateral loads generated via the program were selected as the nominal loads for conducting the pushover analysis. Modal analysis was used in determining the values of the mode  
Figure 15: Sequence of hinge behavior and yielding patterns: (**a**) 4 th iteration at a load factor of 0.8461; (**b**) 15 th iteration at a load factor of 1.2278; (**c**) 30 th iteration at a load factor of 1.2623; (**d**) 51 st iteration at a load factor of 1.2761.  
shapes and amplitudes of displacement at the various floor levels; results are shown in Table 5. Some of the factors considered for this were the seismic actions, existing soil conditions, building characteristics, Importance Class and factor of the structure and the design spectrum type. The Type 2 design spectrum was selected for our analysis. These values were the parameters used for conducting the pushover analysis.  
Figures 7 and 8 show the capacity curves based on the pushover analysis in both the X and Y direction. The bilinearized capacity curve shown in Figure 9 for the X direction shows the target displacements for the related pushover analysis in that direction for the three selected limit states. The value of the target displacement for the Significant Damage state is 6.157 mm, and the maximum building capacity in this direction is 10,871.69 kN with a displacement of 47.9 mm. Looking at the capacity in the Y direction, it can be observed that the structure reaches a peak of 26,333.98 kN at a maximum displacement of 3 mm. The N2 Eurocode method was applied for this process. Additionally, for comparison purposes and to put the pushover analysis results into perspective, the capacity spectrum method was also carried out to determine the approximate value of the structure's performance point. The attainment of this involved a series of procedures which necessitated the conversion of the capacity and demand curves into Spectral Acceleration versus Spectral Displacement (ADRS) format This was mostly conducted manually to aid in a better understanding of the whole procedure. Interpretation of results from the capacity spectrum method showed that there was a large deformation capacity of about 0.29 m observed in the X direction.  
It is also observed that there are larger deformations in the X direction (approximately 0.29 m at the peak) than in the Y direction (0.0004 m).  
It is observed that several structural members fail when it comes to the established code-based check conditions. This is more prevalent in the X direction. This signifies potential structural vulnerabilities which pose a serious threat to the performance of the building under certain unexpected lateral loadings from future earthquakes. The findings from our pushover analysis resonate with other studies emphasizing the significance of shear considerations. In particular, the potential shear vulnerabilities identified in our building underscore the need for comprehensive shear demand assessment. Such vulnerabilities, if not addressed, could compromise the building's ability to withstand seismic events, leading to catastrophic consequences, especially for critical infrastructures such as hospitals.