## 4 Conclusions  
* The average profile of the area was determined from CPTu, SPT-T, and seismic tests. These tests provide similar results in terms of resistance variation with depth. However, the CPTu test offers more detailed information on resistance variations and the transition of profile properties.
* The materials identified in the profile of the studied area, ordered from greatest to least presence in the deposit, were interpreted as sandy soils; sandy silts; silty sands; silty sands; clays silts; sand with gravel; and, to a lesser extent, clay soils.
* Through the piezocone test, it is possible to determine the classification of the soil stratigraphic profile based on its mechanical behavior characteristics on-site, including strength, stiffness, and the pore pressures induced by penetration. When comparing this stratigraphic profile with one obtained through soil sampling and laboratory tests, the conventional method for soil classification has demonstrated that it is a reasonably accurate approximation.  
* The soils composing the studied deposit contain varying percentages of silty material. However, these soils exhibit rapid pore pressure dissipation, making it possible, in most of the profile, to estimate parameters that characterize them using typical correlations for sandy soils.
* Based on the geological studies consulted in the area of influence and the results of field and laboratory tests analyzed in this research, it can be inferred that the deposit in the study area is composed of non-cemented material.
* The soil comprising the studied deposit exhibits varying percentages of clayey material in the first 4 m and sandy material up to 25 m. However, these soils experience rapid pore pressure dissipation, allowing for the estimation of characteristic parameters through typical correlations for sandy soils for most of the profile.
* According to the \(G_{\text{o}}\) stiffness tests (seismic CPTu) conducted in the field, the initial calculations of the design parameters indicate that the studied deposit shows greater stiffness in the section from 5 to 11 m than in the shallower layers, with friction angles between 35 and 40 degrees.  
Conceptualization, J.d.J.A.B. and M.M.F.; methodology, J.d.J.A.B. and M.M.F.; software, J.d.J.A.B.; validation, Y.E.N.d.I.R. and M.M.F.; formal analysis, J.d.J.A.B.; investigation, J.d.J.A.B.; resources, M.M.F. and Y.E.N.d.I.R.; data curation, J.d.J.A.B.; writing--original draft preparation, J.d.J.A.B.; writing--review and editing, M.M.F. and Y.E.N.d.I.R.; visualization, J.d.J.A.B.; supervision, M.M.F.; project administration, M.M.F.; funding acquisition, M.M.F. and Y.E.N.d.I.R. All authors have read and agreed to the published version of the manuscript.  
VALE Catedra under Rail Project and The Fundacion Universitaria Los Libertadores--Colombia (FULL) (Project N\({}^{\circ}\) ING-39-24) funded the APC.  
Not applicable.  
Data Availability Statement: Data are contained within the article.  
The authors thank the VALE Catedra Under Rail for providing financial support to develop this research, and Damasco Penna-Engenharia Geotecnica for carrying out the geotechnical site investigation.  
The authors declare no conflicts of interest.