## 4 Results and Discussion
### Laboratory Tests Results  
Soil samples were taken during the pressuremeter tests and analysed for identification in the laboratory. Table 9 summarises the number of samples taken for each borehole and the depths explored.  
\begin{table}
\begin{tabular}{c c c c c c} \hline \hline \multirow{2}{*}{**N\({}^{\circ}\)**} & **Borehole** & **Test Depth** & \multicolumn{2}{c}{**SPT**} & \multicolumn{2}{c}{**Classification**} \\  & **N\({}^{\circ}\)** & **(m)** & **Resistance** & **N\({}^{\circ}\)** & **Meanular Soil** & **Cohesive Soil (A–F)** \\ \hline
1 & & 3.8–4.25 & N = 2 & Fine, fair reddish black sand & 1 & \\ \hline
2 & SP7 & 4.25–14.05 & 3 \(\leq\) N \(\leq\) 4 & Fine sand with thin layers of plant debris & 2 & \\ \hline
3 & & 14.05–18.45 & N = 2 & Gray fine sand & 3 & \\ \hline
1 & & 4.05–6.50 & N = 2 & Fine sand with thin layers of clay with trace & 1 & \\ \hline
2 & & 6.50–8.75 & N = 1 & Clay with alternating thin layers of fine sand & A \\ \hline
3 & & 8.75–10.03 & N = 3 & Peat with fine sand & 2 & \\ \hline
4 & & 10.03–19.03 & 4 \(\leq\) N \(\leq\) 8 & Fine sand with thin layers of clay with plant debris & 2 & \\ \hline
5 & & 19.03–22.24 & N = 4 & Clay with thin layers of fine sand & B \\ \hline
6 & & 22.24–23.94 & N = 6 & Fine sand alternating with thin clay layers & 2 & \\ \hline
7 & & 23.94–25.64 & N = 23 & Clay with thin layers of fine sand & & D \\ \hline
8 & & 25.64–39.60 & 12 \(\leq\) N \(\leq\) 24 & Mixture of fine, fair coarse and gravly sand & & \\ \hline
9 & & 39.60–41.80 & N = 28 & Fine to fair sand with plant debris & 3 & \\ \hline \hline \end{tabular}
\end{table}
Table 8: _Cont._  
\begin{table}
\begin{tabular}{c c c} \hline \hline
**Borehole N\({}^{\circ}\)** & **N\({}^{\circ}\) of Samples** & **Depth (m)** \\ \hline \multirow{4}{*}{Borehole SP1} & \multirow{4}{*}{4} & UD1 (6.25 to 8.00) \\ \cline{3-3}  & & UD2 (10.10 to 11.10) \\ \cline{3-3}  & & UD3 (19.40 to 20.40) \\ \cline{3-3}  & & UD4 (6.25 to 8.00) \\ \hline \multirow{4}{*}{Borehole SP2} & \multirow{4}{*}{5} & UD1 (7.65 to 9.20) \\ \cline{3-3}  & & UD2 (13.45 to 14.95) \\ \cline{3-3}  & & UD3 (20.20 to 23.70) \\ \cline{3-3}  & & UD4 (27.0 to 28.50) \\ \cline{3-3}  & & UD5 (35.50 to 37.00) \\ \hline \multirow{4}{*}{Borehole SP3} & \multirow{4}{*}{7} & UD1 (7.65 to 9.20) \\ \cline{3-3}  & & UD2 (13.45 to 14.95) \\ \cline{3-3}  & & UD3 (20.20 to 23.70) \\ \cline{3-3}  & & UD4 (27.0 to 28.50) \\ \cline{3-3}  & & UD5 (34.75 to 36.25) \\ \cline{3-3}  & & UD6 (40.06 to 41.56) \\ \cline{3-3}  & & UD7 (40.86 to 42.36) \\ \hline \hline \end{tabular}
\end{table}
Table 9: List of samples taken per borehole.  
The results of the laboratory tests are presented in Table 10, confirming the clayey and sandy nature of the soil revealed by the pressure and penetrometric soundings; moreover, they show that the earth pressure on the future building platform will be quite high, taking into account the wet density which varies from 1.28 t/m\({}^{3}\) to 2.5 t/m\({}^{3}\). The Atterberg limits of the clayey soils encountered show that they are plastic, which translates into a very high deformability and constitutes a poor anchoring ground for the foundations of the structure.  
\begin{table}
\begin{tabular}{c c c} \hline
**Borehole N\({}^{\circ}\)** & **N\({}^{\circ}\) of Samples** & **Depth (m)** \\ \hline  & & UD1 (6.23 to 7.73) \\  & & UD2 (12.42 to 13.92) \\  & & UD3 (17.17 to 18.67) \\  & & UD4 (22.06 to 23.56) \\  & & UD5 (27.41 to 28.91) \\ \hline  & & UD1 (6.9 to 8.40) \\  & & UD2 (11.0 to 12.50) \\  & & UD3 (15.05 to 16.55) \\  & & UD4 (21.24 to 22.74) \\  & & UD5 (24.84 to 26.34) \\  & & UD6 (30.52 to 32.02) \\  & & UD7 (39.71 to 41.21) \\  & & UD8 (39.71 to 41.21) \\ \hline  & & UD1 (7.10 to 8.60) \\  & & UD2 (12.83 to 14.33) \\  & & UD3 (16.18 to 17.68) \\  & & UD4 (21.48 to 22.98) \\  & & UD5 (26.41 to 27.91) \\  & & UD6 (32.13 to 33.63) \\ \hline  & & UD1 (2.55 to 8.60) \\  & & UD2 (15.08 to 16.58) \\  & & UD3 (25.04 to 27.14) \\  & & UD4 (32.09 to 34.39) \\ \hline \end{tabular}
\end{table}
Table 9: _Cont._