## 4 Results and Discussion
### Group Pile Lateral Load Capacity
Although piles 5, 9, and 13 also experience edge-only effects, these piles are on the straight side of the pile cap so the lateral resistance is lower than piles number 1 and 2. The load-deflection response for the group piles is more flexible than the single pile [2], as per the research results by [PERSON] and [PERSON] [35], which states that the single pile has a greater lateral resistance than the group piles under the same load. In addition, the front row of the piles has the largest deflection, and it decreases along with the number of rows. However, the results of this study are contrary to [PERSON] et al. [2], which revealed that the rear row piles have a more significant deflection than the front row piles for a certain distance. This is probably due to the asymmetrical pile configuration used. Furthermore, the 3D finite element indicates that both single and group piles have a different deflection, which is 1% D for single piles and 2% D for group piles, greater than 5-10 mm and a difference of 60-70% from the single pile analysis (Table 6). When compared with the single pile analysis, the group pile with asymmetrical pile cap and pile configuration does not affect the behavior of lateral resistance and deflection,  
\begin{table} \begin{tabular}{l c c c c c c c c c} \hline  & & \multicolumn{3}{c}{**Deflection**} & \multicolumn{6}{c}{**The Difference of Deflection with**} \\  & & \multicolumn{3}{c}{**(mm)**} & \multicolumn{6}{c}{**Single File (\%)**} \\ \hline  &
\begin{tabular}{c} **Single** \\ **Pile** \\ \end{tabular} & **1 st Row** & **2 nd Row** & **3 rd Row** & **4 th Row** & **1 st Row** & **2 nd Row** & **3 rd Row** & **4 th Row** \\ \hline \multicolumn{10}{l}{**Earthquake Combination Load Effect**} \\ \(\text{P}_{\text{S1}}\), \(\text{P}_{\text{G1}}\) & 2.417 & 7.466 & 7.361 & 7.199 & 6.555 & 67.622 & 67.165 & 66.426 & 63.127 \\ \(\text{P}_{\text{S2}}\), \(\text{P}_{\text{G2}}\) & 3.532 & 11.114 & 10.938 & 10.662 & 9.572 & 68.220 & 67.709 & 66.873 & 63.101 \\ \(\text{P}_{\text{S3}}\), \(\text{P}_{\text{G3}}\) & 4.972 & 16.257 & 15.977 & 15.539 & 13.824 & 69.416 & 68.880 & 68.003 & 64.034 \\ \multicolumn{10}{l}{**Pile Stiffness Effect**} \\ \(\text{P}_{\text{P1}}\) & 4.972 & 16.257 & 15.977 & 15.539 & 13.824 & 69.416 & 68.880 & 68.003 & 64.034 \\ \multicolumn{10}{l}{\(\text{E}_{\text{P2}}\)} \\ \(\text{E}_{\text{P2}}\) & 4.808 & 15.367 & 15.101 & 14.690 & 13.090 & 68.712 & 68.161 & 67.270 & 63.270 \\ \multicolumn{10}{l}{\(\text{E}_{\text{P3}}\)} \\ \(\text{E}_{\text{P3}}\) & 4.692 & 14.756 & 14.500 & 14.108 & 12.588 & 68.203 & 67.641 & 66.742 & 62.726 \\ \multicolumn{10}{l}{**Soil Stiffness Effect**} \\ \(\text{E}_{\text{S1}}\) & 4.972 & 16.257 & 15.977 & 15.539 & 13.824 & 69.416 & 68.880 & 68.003 & 64.034 \\ \(\text{E}_{\text{S2}}\) & 3.939 & 13.852 & 13.616 & 13.241 & 11.768 & 71.564 & 71.071 & 70.251 & 66.528 \\ \(\text{E}_{\text{S3}}\) & 3.140 & 11.964 & 11.763 & 11.438 & 10.154 & 73.755 & 73.306 & 72.548 & 69.076 \\ \hline \end{tabular}  Note: \(\text{P}_{\text{S1}}\), \(\text{P}_{\text{G1}}\) = 542.453 kN, 7051.887 kN; \(\text{P}_{\text{S2}}\), \(\text{P}_{\text{G2}}\) = 690.240 kN, 8973.120 kN; \(\text{P}_{\text{S2}}\), \(\text{P}_{\text{G2}}\) = 822.309 kN, 10,690.011 kN, \(\text{E}_{\text{p1}}\) = 20.75 MPa; \(\text{E}_{\text{P2}}\) = 29.05 MPa; \(\text{E}_{\text{P3}}\) = 37.35 MPa. \(\text{E}_{\text{S1}}\) = [PERSON] et al. [23]; \(\text{E}_{\text{S2}}\) = [PERSON] and [PERSON] in Hammam and Eliwa [23]; \(\text{E}_{\text{S3}}\) = [PERSON] and [PERSON] [24]. When compared with the single pile analysis, the group pile with asymmetrical pile cap and pile configuration does not affect the behavior of lateral resistance and deflection,  
\begin{table}
\begin{tabular}{l c c c c c c c c} \hline  & & \multicolumn{3}{c}{**Deflection**} & \multicolumn{6}{c}{**The Difference of Deflection with**} \\  & & \multicolumn{3}{c}{**(mm)**} & \multicolumn{6}{c}{**Single File (\%)**} \\ \hline  & \begin{tabular}{c} **Single** \\ **Pile** \\ \end{tabular}