## 4 Discussion  
The results presented in this discussion provide valuable information on the behavior of a sewage pipe and sheet pile wall system under varying conditions. Figure 6 shows that the bending moment in the sewage pipe near the building changed from negative to positive values as the Rx value increased, and the maximum bending moment was observed in the absence of piling. However, after pile support at Rx = 0.75, the maximum bending moment in the sewage pipe was observed. This indicated that the addition of piles could provide support and reduce the bending moment experienced by the pipe. Additionally, it was shown how the bending moment correlated with several variables our study looked at. The outcomes that were expected were compared to the baseline values achieved when there was no piling close to the structure. With a transition from negative to positive values and vice versa, the bending moment in the nearby sewage pipe varied at different Rx values (0.25, 0.5, and 0.75). With a peak moment of 16.8 kN\(\cdot\)m/m when there were no pilings, the sewage pipe experienced its greatest bending moment. After pile support, at Rx = 0.75, the maximum bending moment occurred. Additionally, as Rx rose, the sewage pipe's bending moment grew. Notably, it appeared from all of the situations that the highest bending moment happened in the same spot [29]. Figure 7 displays the relationship between the shearing forces and the different scenarios considered. The results show the bending moment of the sewage pipe near the building ranges between negative and positive values at different Rx values, with the largest bending moment occurring in the absence of piling. However, after pile support at Rx = 0.75, the maximum bending moment in the sewage pipe was observed, and this bending moment increased as Rx increased. These findings indicate that pile support can reduce the bending moment experienced by the sewage pipe. The relationship between the shearing forces and various factors looked at in this study is shown in Figure 7a-d. the estimated results can be compared to baseline values when obtained in the absence of piling close to the building. When Rx was between 0.25 and 0.75, the bending moment of the sewage pipe changed, indicating a change from negative to positive values and \begin{table}
\begin{tabular}{c c c c} \hline \hline \(\mathbf{R_{x}}\) & **0.25** & **0.5** & **0.75** \\ \hline Normal force, kN & 2.16 & 3.02 & 3.61 \\ \hline Shear force, kN & 234.89 \(\times\) 10\({}^{-3}\) & 253.26 \(\times\) 10\({}^{-3}\) & 268.39 \(\times\) 10\({}^{-3}\) \\ \hline Bending moment, kN\(\cdot\)m & 70.60 \(\times\) 10\({}^{-3}\) & 112.65 \(\times\) 10\({}^{-3}\) & 120.84 \(\times\) 10\({}^{-3}\) \\ \hline \hline \end{tabular}
\end{table} 
Table 6: The extreme values of axial force, shear force, and bending moment in piles. Figure 11: Bending moment by pile height for different values of Rx. vice versa. Without piling, the sewage pipe had its largest bending moment, with a peak moment of 16.8 kN\(\cdot\)m/m. After pile support, at Rx = 0.75, the sewage pipe experienced its greatest bending moment. Additionally, as Rx rose, the bending moment of the sewer pipe also rose. Notably, all instances show that the greatest bending moment occurred in the same spot [30]. Figure 8 shows that without piling, the greatest lateral deformation occurred at Rx = 0. However, after piling, the lateral deformation at Rx was significantly smaller than at Rx = 0. This suggests that the addition of piles could provide lateral support and reduce the lateral deformation experienced by the system. The variance in the clay layer's lateral deformation is shown in Figure 8. Prior to piling, at Rx = 0, the maximum lateral deformation was seen. Following piling, the lateral deformation at Rx was considerably less than it had been at Rx = 0. As Rx increased after piling, the lateral deformation of the clay layer close to the pipe decreased [31].