# Seismic Performance Assessment of Wide Pile-Supported
## 3 Results and Discussion
### Bending Moment of Piles
For example, for the SDW in Scenario 1, in the time range of 17-52 s, Figures 7a, 11a and 21a show large acceleration, displacement, and bending moment values, respectively. The largest value of pile bending moment, PSW acceleration, and displacement occurred simultaneously at 43 s. In addition, the smallest value coincided in the time range of 0-10 s. This correlation exists because the pile bending moments and displacement in Scenario 1 were significantly influenced by the inertial force of the structure. This pattern is also present in the LDW in Scenario 1. Figure 21: Bending moment time history of the pile due to the SDW. (**a**) Scenario 1; (**b**) Scenario 2. A comparison between the bending moment time history of piles and the acceleration time history of PSW in Scenario 2 indicates that the bending moment was influenced not only by the inertial force of the structure but also by the displacement of the soil slope which was not considered in Scenario 1. Figure 21b shows that the bending moment in Scenario 2 was not zero at 0 s. The additional bending moment value is caused by the lateral displacement of the soil slope at the static phase (before the earthquakes). Figure 23 shows the horizontal residual ground displacement in the static phase. The maximum horizontal residual ground displacement in the static phase of Scenario 2 was 0.034 m (Figure 23b), far more significant than the 0.0007 m in Scenario 1 (Figure 23a). Thus, the effect of the soil displacement on the bending moment was more significant in Scenario 2. A comparison between the bending moment time history of piles at SDW in Scenario 1 and Scenario 2 also indicates the influence of the displacement at the soil slope in Scenario 2. At 53 s, the bending moment in Scenario 2 (Figure 21b), PSW acceleration (Figure 9a), and PSW displacement (Figure 11b) show values of 8630 kN\(\cdot\)m, 0.35 g, and 1.1 m, respectively. Whereas, at 43 s, the bending moment in Scenario 1 (Figure 21a), PSW acceleration (Figure 7a), and PSW displacement (Figure 11a) show values of 6315 kN\(\cdot\)m, 0.55 g, and 0.55 m, respectively. From those values, we can observe that the smaller acceleration in Scenario 2 (i.e., 0.35 g) could lead to the larger bending moment (i.e., 8630 kN\(\cdot\)m) due to the influence of relatively larger displacement (i.e., 1.1 m). A comparison between Figures 21a and 22a demonstrates that the waveform duration could influence the maximum bending moment value. For example, LDW in Scenario 1 produces a more significant maximum bending moment of 6950 kN\(\cdot\)m (Figure 22a) than SDW of 6315 kN\(\cdot\)m (Figure 21a). A similar difference is also present in Scenario 2. This difference is due to the different phase characteristics of the SDW and LDW used in this study, as depicted in Figures 8a and 10a, where the LDW produces larger PSW Fourier spectra than SDW at the natural period of PSW. Figure 23: Horizontal residual ground displacement before earthquakes. (**a**) Scenario 1; (**b**) Scenario 2. Figure 13:0 Bending moment time history of the pile due to the LDW. (**a**) Scenario 1; (**b**) Scenario 2.