## 3 Materials and Methods  
For the current study, geotechnical, geological, and geomorphological data were used to later evaluate the soil profiles, which are susceptible to liquefaction [47; 48]. Hereby, the standard penetration test (SPT) was used, being the one of the most used worldwide due to its low cost [49]. SPT samples were able to be obtained at 1.5 m intervals through boreholes in order to determine the grain size distribution and Attereberg limits of soils [50]. A total of 26 perforations were used for the determination of the potential of soil liquefaction for the city of Chone as illustrated in Figure 5.  
Figure 4: Geological and soil profile in the city of Chone modified from [34].  
Figure 5: Geological map and location of drilling of the city of Chone.  
A depth of 20 m was investigated, allowing the elaboration of SPT, Fs and PL profiles. Later, a map of soil liquefaction hazards was developed, categorized by classes, the method proposed by [PERSON] and [PERSON] [51], where the safety factor was calculated throughout the drilling, relating the cyclic resistance (CRR) and the cyclic stress ratio (CSR). Additionally, the main geological deposits were identified, being predominantly alluvium plains, colluvium-alluvium deposits, alluvium plains, colluvium deposits and ancient alluvium plains. Granulometry, water content (%w), degree of saturation (Sr), liquid limit (LL), and plasticity limit [22] tests were performed, evaluating each of the different strata. The methodology that was followed to determine the probability of liquefaction in the city of Chone is divided into four stages [22]. In the first stage, a database of historical earthquakes and geological faults is created. Then the geotechnical, geological and geophysical results of the area are compiled and analyzed, where there is also field reconnaissance and the elaboration of a map of geological units using GIS technology. The calculation probability (PL) is assessed from SPT tests, considering a seismic hazard of amax = 0.5 g. Finally, a liquefaction hazard map is prepared for the city of Chone, with documented co-seismic evidence as illustrated in Figure 6 of the earthquake in 2016.  
Most of the urban area has soft soils, which are classified as sand, silt, and silty clay, and interspersed sand strata. At moderate to high magnitude levels, soil liquefaction is one of the main causes of structural damage in non-cohesive and low plasticity soils [52; 53]. In addition, in another investigation, undrained cyclic triaxial tests were conducted using various types of sands under different confining pressures, to establish a relationship between the resistance to liquefaction and the speed of the shear wave [54]. In many cases, areas susceptible to soil liquefaction experienced rapid, unplanned population growth [30]. However, there are few rules of competent organizations with territorial planning that involve types of soil exposed to co-seismic environmental effects [55], that is, they are not considered in municipal cadastre studies for cities.  
Figure 6: Evidence of the Pedernales earthquake on 16 April 2016, in the city of Chone with affectation in buildings, houses and in the southern zone in the urban area presence of liquefaction. (**A**) Structural failure in the building caused by construction flaws; (**B**) non-uniform settlement in the foundation; (**C**) settlement on soft ground produced by liquefaction effects; (**D**) deformations or decoupling in pavement structures.