## 4 Results and Discussion
### Determination of the Safety Factor for the City of Chone  
Once the lithological units were described, the liquefaction potential was evaluated using the standard penetration test (SPT). The simplified method was used to determine the factor of safety (Fs), the cyclic resistance ratio (CRR) and the cyclic stress ratio (CSR). The methods used in this investigation were originally developed by [PERSON] and [PERSON] (1998), and later updated by [PERSON] et al. (2016, 2016), [PERSON] (2016) and [PERSON] et al. (2017).  
\[\text{Fs = CRR/CSR} \tag{5}\]  
\begin{table}
\begin{tabular}{c c c c c c c} \hline \hline
**Borehole** & **Fc** & **Sr** & **\(\rho\)d** & **LL** & **IP** & **N\({}_{\text{ISPT60}}\)** \\ \hline  & **(\%)** & **(\%)** & **(g/cm\({}^{39}\))** & **(\%)** & **(\%)** & \\ \hline  & **Min–Max** & **Min–Max** & **Min–Max** & **Min–Max** & **Min–Max** & **Min–Max** \\ \hline Alluvium plain deposits & 6–78 & 96.87–99.87 & 1.307–1.746 & 23–46 & 4–22 & 1–21 \\ \hline Ancient alluvium plain & 16–98 & 80.45–85.56 & 1.566–1.852 & 0–66 & 0–33 & 6–44 \\ \hline Colluvium–lluvium deposits & 15–82 & 77.12–86.54 & 1.654–1.866 & 25–42 & 7–16 & 11–45 \\ \hline \hline \end{tabular}  
[FOOTNOTE:]Footnote : For the sake of simplicity, the \(\rho\)d–Dry density is not necessarily the case of the \(\rho\)d–Dry density.[ENDFOOTNOTE]  
\end{table}
Table 4: Statistical soil parameter analysis results of the city of Chone.  
Figure 7: Analysis of the liquefaction susceptibility based on the criteria proposed by [PERSON] et al. (2016). The red rectangle is distributed spatially to determinate the areas susceptible to soil liquefaction, while the white area indicates the non-liquefiable soils.  
According to [PERSON] and [PERSON] (1966), the CRR parameter was calculated with the following proposed equation:  
\[\text{CRR}=\frac{1}{34-\left(\text{N}_{1}\right)_{60}}+\frac{\left(\text{N}_{1} \right)_{60}}{135}+\frac{50}{\left(10\left(\text{N}_{1}\right)_{60}+45\right)^ {2}}-\frac{1}{200} \tag{6}\]  
The resistance of the soil to penetration is given by the number of blows N, which is corrected to become (N\({}_{1}\))\({}_{60}\) as illustrated in Figure 8a. This process is performed by means of the pressure factor of overload Cn, the hammer energy correction (ER) Ce, the borehole diameter Cb, the rod length correction factor Cr and the correction for samplers with or without casing Cs. This factor of (Cn) was calculated according to the equation proposed by [PERSON] and [PERSON] (2017), that is, Cn = (Pa/\(\sigma\)v)\({}^{0.5}\) as a function of (Pa) (atmospheric pressure) and \(\sigma\)v (effective vertical stress). Subsequently, a \"fine content\" correction was applied to the calculated value of N1\({}_{(60)}\) in order to obtain an equivalent clean sand value (N1)\({}_{60\text{cs}}\) given by the equations proposed by [PERSON] et al. (2017).  
\[\text{Rd}=1.0-0.00765\text{ Z for Z}\leq 9.15\text{ m}\]  
\[\text{Rd}=1.174-0.0267\text{ Z for }9.15\text{ m}\leq Z\leq 23\text{ m} \tag{7}\]  
Subsequently, it is divided by a magnitude scale factor (MSF), where it is calculated by the following equation proposed by [PERSON] et al. (2017).  
\[\text{MSF}=(\text{Mw}/7.5)^{2.56} \tag{8}\]  
Figure 8: (**a**) Results of N SPT values (**b**) and safety factor (Fs), according to the depth of different geological units in the city of Chone. (**c**) Probability liquefaction (PL), according to the depth of different geological units in the city of Chone. The results show the average of the 26 boreholes.