## 3 Results and Discussion
### Piezocone Test Results and Soil Classification
small-strain shear modulus, \(G_{\rm max}\), for various values of confining pressure. The moduli ranged from 130 MPa (for \(\sigma_{3}\) equal to 100 kPa) to 220 MPa (for \(\sigma_{3}\) equal to 300 kPa). In concordance with Figure 6, the values of \(G_{\rm o}\) are close to those studied herein. Taking as a guideline the boundaries defined by [PERSON] et al. [8], theoretical results of \(q_{\rm c}\) and \(G_{\rm o}\) for sands and clays were produced based on formulations developed from calibration chamber tests. Formulations were selected that allowed the determination of these parameters based on the intrinsic properties of these materials, such as friction angle and relative density for sands and OCR for clays. Thus, by varying the values of these properties, it was possible to identify changes within the \(G_{\rm o}/q_{\rm c}\) versus \(Q_{m}\) space, attributing a behavioral trend similar to the analysis performed from laboratory tests, as presented in Figure 7. While evaluating the test results from different types of deposits, it was observed that between the regions defined for sandy and clayey soils there exists a transitional region corresponding to intermediate silty soils, following a smooth transition and with the same trend as the boundary lines. Thus, it was found that the slope of the boundary lines is a combination of void ratio, mean stress, and soil critical state parameters and is not influenced by the soil type. Vertical lines were introduced to delineate transitions between different materials, which, like the lower boundary line for clays, are empirical, established from field test results, and are used to complement the classification system [4]. It is also noted in Figure 7 that a large percentage of the estimated shear modulus data fits satisfactorily within the limits established in the proposal by [PERSON] et al. [8], supporting the previously shown soil classification result, which considers the soil in the studied area as freshly deposited, without aging or cementation. It is observed that a small percentage of the data falls below the lower limit of uncemented sandy soils, likely due to soils located near the surface, thus representing more recent depositions. In the proposed classification system (Figure 7), the natural cementation process can be adequately identified as it induces an increase in the maximum shear modulus of the soil (\(G_{\rm o}\)), although the strength remains relatively constant. On the other hand, the aging process tends to increase both the stiffness and strength due to particle interlocking. Figure 6: Comparison between \(G_{\rm o}\) measured with accelerometers and \(G_{\rm o}\) estimated with [35] for SCPTu-01, SCPTu-02, and SCPTu-03. Consequently, data points for cemented and aging sands are situated in the upper part of the region defined for uncomented sands. This situation justifies a higher value for the coefficient \(q_{\text{c1}}\), which defines the upper boundary for cemented soils. A similar behavior was also observed in the analysis of laboratory test results for cemented materials studied by [PERSON] [8] and [PERSON] et al. [4]. Evaluating the test results from different types of deposits, it was observed that a transitional region corresponding to intermediate silty soils exists between the regions defined for sandy and clayey soils. This transition occurs smoothly and follows the same trend as the boundary lines. Thus, it was noted that the slope of the boundary lines is a combination of the soil's void ratio, mean stress, and critical state parameters, seemingly unaffected by the soil type. Vertical transition lines were introduced to delineate transitions between distinct materials. Similar to the lower limit line for clays, these lines are empirical, established based on field test results, and are used to complement the classification system. Figure 8 presents the proof of the dissipation of pore pressure during CPTu testing.