## 2 Experimental Program
### Cone Penetration Tests (CPT-\(u\))  
The cone penetration test is standardized by American ASTM D-5778-95 and Brazilian NBR 12069/91. The tests involve the penetration of a steel cone, forced statically into the ground, at a constant penetration speed of 2 cm/s, with simultaneous readings of the following measurements: tip resistance \(q_{\mathrm{c}}\), lateral friction resistance \(q_{\mathrm{s}}\), neutral overpressure \(u2\), cone inclination, and crimping speed. Measurements are obtained using CPTu equipment with a crimping capacity of up to 20 tf. To read neutral pressures, previously porous stone is used. The saturated stone is located at the base of the cone (reading \(u2\)). Such saturation is carried out before the test in a vacuum chamber, ensuring total deaeration of the element. Table 1 provides the piezocone experimental program (CPTu), the point's location, the test's depth, seismic depth, and dissipation (with time record).  
\begin{table}
\begin{tabular}{c c c c c c c} \hline \hline \multirow{2}{*}{**Test**} & **Location** & \multirow{2}{*}{**Location (East)**} & **Final Depth** & **Seismic Test** & \multirow{2}{*}{**Dissipation (m)**} & **Dissipation Time** \\  & **(North)** & & **(m)** & **(m)** & **(m)** \\ \hline \multirow{3}{*}{CPTu-01} & \multirow{3}{*}{7.394.136,685} & \multirow{3}{*}{323.212,532} & \multirow{3}{*}{7.49} & \multirow{3}{*}{7.50} & 2.32 & 29 \\  & & & & 3.31 & 60 \\  & & & & 5.01 & 12 \\  & & & & 7.49 & 9 \\ \hline \multirow{3}{*}{CPTu-02} & \multirow{3}{*}{7.394.112,691} & \multirow{3}{*}{323.301,811} & \multirow{3}{*}{8.25} & \multirow{3}{*}{7.00} & 2.30 & 35 \\  & & & & 5.00 & 9 \\  & & & & 8.18 & 15 \\ \hline \multirow{3}{*}{CPTu-03} & \multirow{3}{*}{7.394.075,775} & \multirow{3}{*}{323.436,296} & \multirow{3}{*}{10.17} & \multirow{3}{*}{10.00} & 3.35 & 20 \\  & & & & 4.76 & 11 \\  & & & & 5.24 & 112 \\  & & & & 10.17 & 8 \\ \hline \hline \end{tabular}
\end{table}
Table 1: Piezoone experimental program: location of point, depth of test, seismic depth, and dissipation.  
Figure 3: Location of experimental site and characteristics: experimental points 01, 02, and 03.  
The pore pressure dissipation test allows the excess pore pressure induced by penetration (\(\Delta\)u) to dissipate over time. In clean sands, it will dissipate immediately, while in finer materials such as clays, more time will be required for the induced pore pressure to dissipate until it reaches a point (\(\Delta\)u\({}^{\prime}\)), which is the hydrostatic pressure.  
When penetration is stopped, the time it takes for the induced pore pressure to decrease can be measured. In clays, where the time for this to occur can be very long, it calculates the coefficient of consolidation and hydraulic conductivity. Specifically, these calculations often utilize the time when the induced pore pressure reduces to 50%. Figure 3 presents the location of experimental field points for standard penetration and piezocone tests. The link between points 01 and 03 lies in the nearby structures of interest. For example, in location 01 piles will be built in the future for static and dynamic load testing; in location 02 there is a pedestrian bridge that is being monitored; and in location 03 there is a heavy road load bridge that is being monitored as well.