## 3 Review of the Design Codes  
### Pile Foundation Design  
The design procedure for a single pile adhering to the Kazakhstan approach is provided in SP RK 5.01-103-2013--Pile foundations [18]. The bearing resistance of a single driven pile is calculated as a summation of soil resistances under the pile base and on the shaft surface, referring to Equation (1). The parameters for Equation (1) are explained in Table 2.  
\[\mathrm{F_{d}}=\gamma_{c}\left(\gamma_{c\mathrm{R}}\mathrm{R}\mathrm{A}+ \mathrm{u}\sum\gamma_{c\mathrm{f}}\mathrm{f_{i}}\mathrm{h_{i}}\right) \tag{1}\] \begin{table}
\begin{tabular}{c c c} \hline
**Noitation** & **Description** & **Value** & **Notes** \\ \hline \(\gamma_{c}\) & Partial factor on operational conditions & 0.7 & Taken from Table 8 of SP RK 5.01-103-2013 \\ \hline R & Design resistance of soil under the pile base (kPa) & 6000 & \
\begin{tabular}{c} Taken from Table 1 of SP RK 5.01-103-2013 \\ (Figure S1 in the Supplementary Data) \\ \end{tabular} \\ \hline A & Cross-sectional area of pile base, m\({}^{2}\) & 0.05 & - \\ \hline u & Outer perimeter of pile shaft, m & 1.2 & - \\ \hline \(\mathrm{f_{i}}\) & Design resistance of \#th soil layer on the pile shaft (kPa) & To be calculated &
\begin{tabular}{c} Taken from Table 2 of SP RK 5.01-103-2013 \\ (Figure S2 in the Supplementary Data) \\ \end{tabular} \\ \hline \(\mathrm{h_{i}}\) & Thickness of \#th soil layer in contact with pile shaft, m & To be calculated & - \\ \hline \(\gamma_{c\mathrm{R}}\) & Partial factor on operational conditions of soil under & 1 & \\  & the pile base & & Taken from Table 3 (SP RK 5.01-103-2013) \\ \hline \(\gamma_{c\mathrm{f}}\) & Partial factor on operational conditions of soil on the surface & 1 & \\  & of pile shaft & & \\ \hline \end{tabular}
\end{table} 
Table 2: Description of parameters in SP RK 5.01-103-2013—Pile foundations. \begin{table}
\begin{tabular}{c c c} \hline
**Soil Type** & **Loam** & **Note** \\ \hline Water content (w), \% & 19.10 & \\ \hline Effective friction angle, (\(\mathrm{\varphi^{\prime}}\)), \(\mathrm{\SIUnitSymbolDegree}\) & 22.00 & \\ \hline Modulus of deformation (E), MPa & 7.00 & \\ \hline Liquid limit (LL), \% & 30.00 & \\ \hline Plastic limit (PL), \% & 18.00 & \\ \hline Plasticity index (PL), \% & 12.00 & \\ \hline Liquidity index (LI) & 0.09 & \\ \hline Unit weight (\(\mathrm{\gamma_{c}}\)), \(\mathrm{kN/m^{3}}\) & 19.42 & \\ \hline Saturated unit weight (\(\mathrm{\gamma_{sat}}\)), \(\mathrm{kN/m^{3}}\) & 20.10 & \\ \hline Effective cohesion (\(\mathrm{c^{\prime}}\)), kPa & 15.00 & \\ \hline Undrained shear strength (\(c_{u}\)), kPa & 118.00 &
\begin{tabular}{c} Determined as the average value of Cangir and Dipova [15], \\ Schofield and Wroth [16], Wroth and Wood [17] \\ \end{tabular} \\ \hline \end{tabular}
\end{table} 
Table 1: Soil engineering properties in Nur-Sultan city. According to SP RK 5.01-103-2013--Pile foundations, a single-pile design should satisfy the following condition:  
\[\mathrm{N}\leq\frac{\mathrm{F_{d}}}{\gamma_{\mathrm{k}}} \tag{2}\]  
where N is the design load applied on the pile (kN); \(\mathrm{F_{d}}\) is the design bearing resistance of the pile (kN); and \(\gamma_{\mathrm{k}}\) is the reliability coefficient. The elastic settlement of a single pile is determined in accordance with Anne G of SP RK 5.01-103-2013--Pile foundations using the following equation:  
\[\mathrm{s}=\beta\frac{\mathrm{N}}{\mathrm{G_{1}1}} \tag{3}\]  
where N is the vertical load applied on the pile (MN); \(\mathrm{G_{1}}\) is the shear modulus of soil (MPa); 1 is the pile length (m); and \(\beta\) is a dimensionless coefficient. The procedure for the design of a pile foundation is outlined in Section 7 of Eurocode 7 [19].