## 1 Introduction
One of the widely used field tests for assessing soil behavior is the piezocone test since it allows at least three measurements to be obtained in the same penetration: tip resistance (\(q_{\mathrm{c}}\)), pore pressures (\(u2\)), and sleeve friction (\(q_{\mathrm{s}}\)). Furthermore, if specific sensors are attached, it is possible to determine shear wave velocity measurements within the soil mass [4]. In soft clays and silts and in overwater work, the measured \(q_{\mathrm{c}}\) must be corrected for pore water pressures acting on the cone geometry, thus obtaining the corrected cone resistance, \(q_{\mathrm{t}}\), as defined by Equation (1):  
\[q_{t}=q_{\mathrm{c}}+u2(1-a) \tag{1}\]  
where '\(a\)' is the net area ratio determined from laboratory calibration with a typical value between 0.70 and 0.85. In sandy soils, \(q_{\mathrm{c}}=q_{\mathrm{t}}\). Considering the attractiveness of the CPTu test, the interpretation methodologies adopted in this research will be restricted to results obtained from the piezocone test with seismic readings (S-CPTu). The cone penetration test does not allow for sample collection; therefore, material identification is carried out through empirical correlations between the measurements provided by the test. Currently, the most widely used proposals consider the combination of normalized parameters proposed by [PERSON] [5]. In the case of conducting piezocone tests with shear wave velocity (Vs) readings, [PERSON] et al. [6] proposed a graphical methodology for soil characterization and behavior evaluation based on normalized cone resistance (\(Q_{tn}\)) and the ratio between the maximum shear modulus and the cone tip resistance (\(G_{o}/q_{\mathrm{t}}\)). Also, using the combination of resistance and stiffness parameters, [PERSON] and [PERSON] [7] utilized the \(G_{\rm o}/q_{\rm c}\) (where \(q_{\rm c}\) is the tip resistance of cone) versus \(q_{\rm c1}\) space to characterize cementation and compressibility properties of granular soils, where \(q_{\rm c1}\) is defined according to Equation (2). Since cone penetration in granular soils occurs under drained conditions, the proposal utilizes cone tip resistance (\(q_{\rm c}\)) values without corrections for pore pressure effects. \[q_{\rm c1}=\left(\frac{q_{c}}{p_{a}}\right)\sqrt{\frac{p_{a}}{\sigma_{\rm o}^{ \prime}}} \tag{2}\]  
where \(p_{a}\) is the atmospheric pressure and \(\sigma_{\rm o}^{\prime}\) is the effective vertical stress acting at the depth of the test measurements. Recently, [PERSON] et al. [8] used the identical \(G_{\rm o}/q_{\rm c}\) versus \(q_{\rm c1}\) space to introduce boundaries for cemented and non-cemented sands obtained through tests conducted in calibration chambers. These boundaries indicate the classification of granular soils, composing diagonal contours that delineate the upper and lower limits for sands without aging and cementation and the upper and lower limits for sands with aging or cementation. Recent advancements in geotechnical investigations facilitated by Cone Penetration Testing (CPtu) have witnessed significant progress through groundbreaking studies. One noteworthy development involves the application of Bayesian Mixture Analysis to a comprehensive global database [9], resulting in a substantial improvement in the prediction accuracy of unit weight. Moreover, the field has seen the emergence of a sophisticated probabilistic Bayesian methodology designed to correct the strain rate associated with dynamic CPTu data [10]. This innovation not only refines the precision of measurements but also broadens the scope of dynamic CPTu applications. A straightforward yet powerful probabilistic approach has been introduced for generating geotechnical stratigraphic profiles using CPTu data [11]. This method simplifies the process, making it more accessible while retaining a robust probabilistic foundation. Another pivotal contribution comes from hydromechanical modeling, with [PERSON] et al. [12] presenting a coupled approach that sheds light on cone penetration dynamics in layered liquefiable soils.