## 4 Results and Discussion
### Analysis of the Liquefaction Potential in the City of Chone  
Equation (5) as proposed by [PERSON] et al. [61] is used to calculate the liquefaction potential index (LPI) for the city of Chone as illustrated in Figure 8 which was applied to depths of 20 m.  
\[\text{LPI}=\int_{0}^{z}\text{F}(\text{z})\text{W}(\text{z})\text{dz} \tag{9}\]  
where z is the depth below the ground surface in meters and is calculated as w(z) = \(10-0.5\) z. F(z) is a function of the factor of safety against liquefaction, Fs, where F(z) = \(1-\) Fs when Fs \(<\) 1 and if Fs \(>\) 1, then F(z) = 0. [PERSON] et al. [61] categorized the liquefaction potential with the (LPI) according to the severity of damage as indicated in Table 5.  
In addition, using the method of [PERSON] [62], the sites have been also categorized according to their LPI value as susceptibility to liquefaction in very low, low, moderate, high, and very high, as listed in Table 5. The LPI values illustrated in Figure 9 demonstrate the strata that have an impact on soil liquefaction. Figure 9: Results of the liquefaction potential index (LPI) according to the depth of each soil strata in the city of Chone. \begin{table}
\begin{tabular}{c c c} \hline \hline
**Liquefaction Potential Category** & **[PERSON] et al. [61]** & **[PERSON] [62]** \\ \hline Very low & LPI = 0 & No liquefiable (based on Fs \(\geq\) 1.2) \\ Low & 0 \(<\) LPI \(<\) 5 & 0 \(<\) LPI \(<\) 2 \\ Moderate & - & 2 \(<\) LPI \(<\) 5 \\ High & 5 \(<\) LPI \(<\) 15 & 5 \(<\) LPI \(<\) 15 \\ Very high & LPI \(>\) 15 & LPI \(>\) 15 \\ \hline \hline \end{tabular}
\end{table} 
Table 5: Liquefaction severity in the LPI scale. When evaluating the LPI, which was obtained from the 26 perforations analyzed in the city of Chone, using criteria established by [PERSON] et al. [51] and [PERSON] and [PERSON] [60], it was established that those strata that have a safety factor less than 1.228, obtained from the conditional mean would behave as liquefiable layers and values higher than this would correspond to non-liquefiable soils as illustrated in Figure 8b. These are values that were obtained from the average conditional of the perforations considered in the investigation. The analysis method used in the development of this research allowed to identify the zones classifying them according to the level of occurrence and demonstrating the existence of areas with high and low probability of soil liquefaction; in addition, the PL was identified based on its depth (Figure 8c). After the analyses obtained and their interpretation of results, as listed in Table 6, a liquefaction hazard map was drawn up for the city of Chone (Figure 10), according to its classes according to its Fs and PL, as proposed by [PERSON] and [PERSON] [60]. \[\text{Probability (liquefaction)}=\frac{1}{1+\left(\frac{\text{Fs}}{0.96}\right)^{4.5}} \tag{10}\]  
Table 7 indicates the probability of liquefaction, safety factors and their respective classes. With the mean values, PL of 0.989 and Fs of 0.354 were obtained for class 5. Considering for class 4, the mean values of PL are 0.849 and Fs 0.654. For class 3 the PL values are 0.530 and Fs 0935. For class 2, the PL is 0.248 and Fs 1.228. According to the results analyzed, the study area does not present soils corresponding to class 1. Figure 10: Liquefaction probability hazard map of the urban center of Chone city. A seismic hazard scenario corresponding to a\({}_{\text{max}}\) = 0.50 g was used in the predicted probability of liquefaction occurrence.