## 4 Findings and Discussion
### Finite Element Models with Various Large-Scale Cases  
To determine the compression load-settlement relationship for the large-scale cases with the validated finite element method, a series of numerical simulations were performed. In the simulations, the finite element model on a small scale described in detail earlier was employed by scaling up based on the values presented in Table 7. In other words, the finite element model was re-established 10 times by increasing the diameter (D = 2 m to 20 m) and thickness (t = 0.1 m to 1 m) of the foundation. For each case (i.e., Case 1 to Case 10), the compression loads predicted by the dimensional analysis were treated as a vertical compression load, and the load-settlement curves under the effect of those loads were obtained (Figure 7).  
\begin{table}
\begin{tabular}{c c c c c c c} \hline \hline  & \multicolumn{6}{c}{Measured Numerical Data of Physical Small-Scale Test} \\ \hline q & s & t & A & \(\sigma\) & D & g \\ (kN) & (m) & (m) & (m\({}^{2}\)) & (kN/m\({}^{2}\)) & (m) & (m/s\({}^{2}\)) \\ \hline
110.776 & 0.0317 & 0.03 & 0.283 & 391.79 & 0.60 & 9.807 \\ \hline  & & \(\pi_{1}=g/(\sigma D^{2})\); & \(\pi_{2}=s/D\); & \(\pi_{3}=t/D\); & \(\pi_{4}=A/D^{2}\) & \\ \hline \multicolumn{6}{c}{Predicted numerical data for different large-scale cases} \\ \hline q & s & t & A & \(\sigma\) & D & g \\ (kN) & (m) & (m) & (m\({}^{2}\)) & (kN/m\({}^{2}\)) & (m) & (m/s\({}^{2}\)) \\ \hline Case 1 & 1230.84 & 0.106 & 0.10 & 3.14 & 391.79 & 2.00 & 9.807 \\ \hline Case 2 & 4923.38 & 0.212 & 0.20 & 12.57 & 391.79 & 4.00 & 9.807 \\ \hline Case 3 & 11,077.60 & 0.317 & 0.30 & 28.27 & 391.79 & 6.00 & 9.807 \\ \hline Case 4 & 19,693.51 & 0.423 & 0.40 & 50.27 & 391.79 & 8.00 & 9.807 \\ \hline Case 5 & 30,771.11 & 0.529 & 0.50 & 78.54 & 391.79 & 10.00 & 9.807 \\ \hline Case 6 & 44,310.40 & 0.635 & 0.60 & 113.10 & 391.79 & 12.00 & 9.807 \\ \hline Case 7 & 60,311.38 & 0.741 & 0.70 & 153.94 & 391.79 & 14.00 & 9.807 \\ \hline Case 8 & 78,774.04 & 0.847 & 0.80 & 201.06 & 391.79 & 16.00 & 9.807 \\ \hline Case 9 & 99,698.40 & 0.952 & 0.90 & 254.47 & 391.79 & 18.00 & 9.807 \\ \hline Case 10 & 123,084.44 & 1.058 & 1.00 & 314.16 & 391.79 & 20.00 & 9.807 \\ \hline \hline \end{tabular}
\end{table}
Table 7: Prediction of ultimate compression load and settlement values via dimensional analysis for different large-scale cases.  
Figure 6: Predicted compression load–settlement curves by DA for different large-scale cases.  
Numerical analyses consisted of three phases: (i) the initial phase, where initial geometry configuration was created and initial conditions were generated, such as effective stresses without any structural elements, (ii) the construction phase, where the rigid foundation was activated, and (iii) the loading phase, where the axial compression load was activated. While a fine mesh density with a refinement around the structural element was used in the simulations, the boundaries of the finite element model were kept at a sufficient distance of 5D for all directions to avoid boundary effects. The boundary distances adopted are adequate for this investigation, since the displacement arrows obtained from the simulations for Case 1 did not reach the model boundaries, as seen in Figure 8. In addition, the characteristics of soft clay and rigid foundation given in Table 5 were considered in the large-scale simulations, as in the small-scale simulations, since they are intrinsic properties.