# A Novel Approach Proposal for Estimation of Ultimate Being Capacity Based on Pile Loading Test Data
## 2 Materials and Methods
### Study Parameters
\begin{table}
\begin{tabular}{c c c c c c c c c c} \hline \hline \multirow{2}{*}{\begin{tabular}{c} **Test Pile** \\ **No** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Groundwater** \\ **Level** \\ \end{tabular} } & \multirow{2}{*}{**Ground Conditions**} & \multirow{2}{*}{**z**} & \multirow{2}{*}{\(\mathbf{c^{\prime}}\)} & \multirow{2}{*}{\(\mathbf{c_{u}}\)} & \multirow{2}{*}{\(\mathbf{\Phi^{\prime}}\)} & \multirow{2}{*}{\(\mathbf{E_{50}}\)} & \multirow{2}{*}{\(\mathbf{\mathbf{v}}\)} & \multirow{2}{*}{\(\mathbf{N_{a(wg)}}\)} \\ \cline{3-4} \cline{6-11}  & & & & & & & & & \\ \cline{3-4} \cline{6-11}  & \(\pm\)0.00 & \begin{tabular}{c} Weather rock \\ Sandy silty clay \\ \end{tabular} & 16.00–36.00 & 30.53 & - & 19.38 & 387.60 & 0.25 & - \\  & & 16.00–36.00 & - & 160 & - & 160 & 0.495 & 38 \\ \hline \multirow{2}{*}{2} & \multirow{2}{*}{\(\pm\)0.00} & \begin{tabular}{c} Weather rock \\ Sandy silty clay \\ Sandy silty clay \\ \end{tabular} & 0.00–2.50 & 22.22 & - & 22.96 & 405.9 & 0.25 & - \\  & & 2.50–7.30 & - & 84 & - & 84 & 0.495 & 20 \\  & & 2.50–7.30 & - & 135 & - & 135 & 0.495 & 32 \\ \hline \multirow{2}{*}{3} & \multirow{2}{*}{\(\pm\)0.00} & \begin{tabular}{c} Weather rock \\ Sandy silty clay \\ Sandy silty clay \\ \end{tabular} & 0.00–2.00 & 22.22 & - & 22.96 & 405.9 & 0.25 & - \\  & & 2.50–7.30 & - & 84 & - & 84.0 & 0.495 & 20 \\  & & 2.50–7.30 & - & 135 & - & 135.0 & 0.495 & 32 \\  & & 2.50–7.30 & - & 135 & - & 135.0 & 0.495 & 32 \\ \hline \multirow{2}{*}{4} & \multirow{2}{*}{\(\pm\)0.00} & \begin{tabular}{c} Weather rock \\ Sandy silty clay \\ Sandy silty clay \\ \end{tabular} & 0.00–8.00 & 18.08 & - & 25.79 & 425 & 0.25 & - \\  & & 8.00–11.00 & - & 78 & - & 78 & 0.495 & 18 \\  & & 11.00–20.00 & - & 147 & - & 147 & 0.495 & 34 \\ \hline \multirow{2}{*}{5} & \multirow{2}{*}{\(\pm\)0.00} & \begin{tabular}{c} Sandy silty clay \\ Sandy silty clay \\ \end{tabular} & 0.00–7.50 & 31.09 & & 21.25 & 436.4 & 0.25 & - \\  & & 7.50–34.00 & & 185 & - & 185 & 0.495 & 43 \\ \hline \multirow{2}{*}{6} & \multirow{2}{*}{\(\pm\)0.00} & \begin{tabular}{c} Weather rock \\ Sandy silty clay \\ \end{tabular} & 0.00–24.00 & 0 & - & 38 & 50 & 0.30 & - \\  & & 24.00–26.00 & - & 180 & - & 180 & 0.495 & - \\ \hline \multirow{2}{*}{7} & \multirow{2}{*}{6.50} & \
\begin{tabular}{c} Clay \\ Clay \\ Clay \\ Clay \\ \end{tabular} & 0–2.80 & 17 & & 17 & 0.495 & 4 \\  & & 2.80–8.00 & 26 & & 26 & 0.495 & 6 \\  & & 2.50–11.00 & 73 & & 73 & 0.495 & 17 \\  & & 2.10.0–19.50 & 91 & & 91 & 0.495 & 21 \\  & & 19.50–22.00 & 130 & & 130 & 0.495 & 30 \\  & & 22.00–25.00 & 95 & & 95 & 0.495 & 22 \\ \hline \multirow{2}{*}{8} & \multirow{2}{*}{6.00} &
\begin{tabular}{c} Clay \\ Clay \\ Clay \\ \end{tabular} & 0–2.95 & 13 & & 13 & 0.495 & 3 \\  & & 2.95–7.65 & 26 & & 26 & 0.495 & 6 \\  & & 7.65–15.15 & 69 & & 69 & 0.495 & 16 \\  & & 15.15–20.15 & 104 & & 104 & 0.495 & 24 \\  & & 20.15–30.30 & 117 & & 117 & 0.495 & 27 \\ \hline \hline \end{tabular}
\end{table} 
Table 2: Idealized ground conditions of test piles, which are the basis for finite element calculations and theoretical calculations. The Poisson ratio (\(\
u_{\rm p}\)) of the concrete (piles) is taken as 0.20 as specified by the TS500 standard. Some of the parameters assigned for the soil types in the finite element software (Plaxis 2D) are specified in the following items: In finite element software;  
The pile-soil interface strength parameter coefficient (\(R_{\rm int}\)) was taken as 0.70 for soils. 1.00 was taken for weathered rocks. This value means that the soil strength parameters are reduced at that rate only at the soil-pile interface. The secant modulus (E\({}_{50}\)ref) in the hardening soil model was accepted as equal to the modulus of elasticity. The power (m) value was taken as 1.00 in all soil models created with hardening soil.