## 5 Conclusions  
With the increase of the earthquake intensity in Indonesia, especially in Malang, East Java, and the rarity of research experiments carried out to observe the behavior of pile groups in asymmetrical pile caps and pile configurations, it is important to conduct research in this area. This research was carried out to determine the response of the group pile; that is, the lateral resistance of the soil and p-multiplier to earthquake loads with an asymmetrical pile cap and pile configuration. The results of which were carried out using a numerical  
Figure 13: (a) p-y curve (b) p-multiplier.  
method based on the 3D finite element. Conclusions based on the above analysis can be drawn as follows:  
1. Lateral load capacity of group piles: * Asymmetrical pile caps and pile configurations do not affect the behavior of lateral resistance and deflection, only producing different lateral resistance values with a difference of 1-50% and 60-70% for deflection values compared to the finite element 3D single pile analysis. On the effect of combination lateral loads, pile stiffness, and soil stiffness, the analysis of lateral resistance and deflection of group piles with 3D finite elements is in good agreement with single pile 3D finite elements. * In addition, the asymmetrical shape of the pile cap and pile configuration affects the location of the greatest lateral resistance. The slope of the pile cap can increase the shear zone, thus increasing the lateral resistance so that the most remarkable overlap occurs in the direction opposite to the loading direction.
2. p-multiplier: * In this study, the proposed method is less effective with asymmetrical pile configurations, where the value of the p-multiplier increases with an increasing deflection. In future research, it is necessary to not solely divide the lateral resistance of the pile group by a single pile to get the p-multiplier value. In this case, further studies are required to be carried out with the possibility of adding another multiplying or dividing factor.
* Results from [PERSON] and [PERSON] [15] generally match or approach the p\({}_{\text{m}}\) value from the 3D finite element method obtained in this study. This is appropriate because [PERSON] and [PERSON] [15] not only considers the effects of adjacent, parallel piles, but also considers misaligned piles concerning the applied load. The 3D finite element method was within the range suggested by the design recommendations.  
Conceptualization, A.M. and H.; methodology, A.M.; software, H.; validation, A.M., H. and Q.A.R.P.S.; formal analysis, A.M.; investigation, H.; resources, Q.A.R.P.S.; data curation, A.M.; writing--original draft preparation, A.M.; writing--review and editing, A.M.; visualization, Q.A.R.P.S.; supervision, A.M.; project administration, Q.A.R.P.S. All authors have read and agreed to the published version of the manuscript.  
This research received no external funding.  
Not applicable.  
The data are contained within the article.  
The authors would like to thank the Department of Facilities and Infrastructure of Brawijaya University, which has assisted in the provision of field and soil laboratory data to complete this study.  
The authors declare no conflict of interest.