## 3 Results
### Parameter Analysis
However, the structural elements of the hooked (135\({}^{\circ}\)) stirrup case exhibited better performance in both base shear and displacement capacity as compared to the straight (90\({}^{\circ}\)) stirrup case. Furthermore, the initial damage zones in the 3D view of the multistoried building, as illustrated in Figures 37-39, showed that the concrete crush began at load factors (LF) of 4.037, 4.5053, and 3.2018 for straight stirrups (90\({}^{\circ}\)) of Kent-Scott-Park, [PERSON] et al., and Kappos-Konstantinidis, respectively. On the other hand, the figures demonstrated that the hooked (135\({}^{\circ}\)) case experienced concrete crush starting at load factors of 4.4135, 4.6645, and 4.4671 for Kent-Scott-Park, [PERSON] et al., and Kappos-Konstantinidis, respectively. The pushover analyses in the Y-direction are presented in Figure 40 according to the concrete models for the C20 concrete class with the Menegetto-Pinto steel model. Based on these analyses, graphs showing the initial damage status for 90\({}^{\circ}\) (straight) and 135\({}^{\circ}\) (hooked) stirrups are illustrated in Figures 41-43 for the Kent-Scott-Park, [PERSON] et al., and Kappos-Konstantinidis concrete models, respectively. The 3D view of the multistoried building under seismic loading represents concrete crushing, depicted in green. Figure 14:3 [PERSON] et al. in the Y-direction. (**a**) 90\({}^{\circ}\) (C16, LF: 4.5053), (**b**) 135\({}^{\circ}\) (C16, LF: 4.6645). Figure 14:4 [PERSON]–Konstantinidis in the Y-direction. (**a**) 90\({}^{\circ}\) (C16, LF: 3.2018), (**b**) 135\({}^{\circ}\) (C16, LF: 4.4671). Figure 14:5 Pushover curves of different concrete models for C20 grade in the Y-direction. During the pushover analysis of the model building, it was observed that there were differences in the top displacements and base shear peak values between the models for both cases. However, the structural elements of the hooked (135\({}^{\circ}\)) stirrup case exhibited better performance in both base shear and displacement capacity as compared to the straight (90\({}^{\circ}\)) stirrup case. Furthermore, the initial damage zones in the 3D view of the multistoried building, as illustrated in Figures 41-43, showed that the concrete crush began at load factors (LF) of 4.0301, 4.57954, and 3.7479 for straight stirrups (90\({}^{\circ}\)) of Kent-Scott-Park, Mander et al., and Kappos-Konstantinidis, respectively. On the other hand, it demonstrated that the hooked (135\({}^{\circ}\)) case experienced concrete crush starting at load factors of 5.5364, 4.9073, and 4.8492 for Kent-Scott-Park, [PERSON] et al., and Kappos-Konstantinidis, respectively. The pushover analyses in the Y-direction are presented in Figure 44 according to the concrete models for the C25 concrete class with the Meneggetto-Pinto steel model. Based on these analyses, graphs showing the initial damage status for 90\({}^{\circ}\) (straight) and 135\({}^{\circ}\) (hooked) stirrups are illustrated in Figures 45-47 for the Kent-Scott-Park, [PERSON] et al., and Kappos-Konstantinidis concrete models, respectively. The 3D view of the multistoried building under seismic loading represents concrete crushing, depicted in green. Figure 14:6 Pushover curves of different concrete models for C25 grade in the Y-direction. Figure 14:7 Kappos–Konstantinidis in the Y-direction. (**a**) 90\({}^{\circ}\) (C20, LF: 3.7479), (**b**) 135\({}^{\circ}\) (C20, LF: 4.8492). Figure 14:8 Kappos–Konstantinidis in the Y-direction. (**a**) 90\({}^{\circ}\) (C25, LF: 4.3378), (**b**) 135\({}^{\circ}\) (C25, LF: 5.0707). Figure 14:9 Kent–Scott–Park in the Y-direction. (**a**) 90\({}^{\circ}\) (C25, LF: 4.8781), (**b**) 135\({}^{\circ}\) (C25, LF: 4.8227). During the pushover analysis of the model building, it was observed that there were differences in the top displacements and base shear peak values between the models for both cases.