## 4 Results and Discussion  
The performed comparative analysis of the Kazakhstan and European approaches shows the similarities and differences between the applied methods for the geotechnical design of raft, pile, and piled raft foundations. It was performed by determining the over-design factor (ODF), representing the degree of safety of the designed foundations. The following condition must be satisfied:  
\[\mathrm{ODF}=\frac{\mathrm{R_{d}}}{\mathrm{E_{d}}}\geq 1 \tag{18}\]  
where \(\mathrm{R_{d}}\) is the design resistance (kN) and \(\mathrm{E_{d}}\) is the design effect of actions (kN). The values of vertical load acting on the raft and pile foundations were calculated based on the assumption that the ODF for the Kazakhstan approach was equal to unity (Table 7). Considering the standard structure design and the assumed relationship between the permanent and variable loads (Live Load = 0.25*Dead Load), the vertical load acting on raft and pile foundations adhering to the European approach was identified. Figure 4 shows the ODF values for the Kazakhstan and European approaches to raft and pile foundations. For the Kazakhstan approach, the ODF was assumed to be equal to unity, whereas the ODF for the European approach was greater by 6% to 38% for both raft \begin{table}
\begin{tabular}{c c c} \hline
**Applied Load** & **Raft Foundation** & **Pile Foundation** \\ \hline Permanent load (kN) & 60,500 & 240 \\ \hline Variable load (kN) & 15,100 & 60 \\ \hline \end{tabular}
\end{table} 
Table 7: Loads applied on the designed foundations. and pile foundations. The difference in the ODF results is attributed to the application of partial safety factors on permanent and variable loads for the determination of the design resistance in the different design approaches (i.e., DA1-1, DA1-2, DA2, and DA3) of EC 7. The obtained values of vertical load applied on the designed foundations allowed for the calculation of both the bearing resistance and elastic settlement of raft and pile foundations for SP RK and EC 7. First, the design bearing resistance of the raft foundation was defined by Equations (10) and (12), adhering to the Kazakhstan and European approaches, respectively. As the design problem involves the consideration of cohesive soil, the Kazakhstan approach determines the bearing resistance based on mainly the liquidity index (Figures S1 and S2), whereas the European approach calculates it by considering primarily the undrained shear strength of the soil. A comparison of the design approaches shows that both of the equations apply dimensionless coefficients considering the effective cohesion, overburden pressure, and unit weight of soil for the design of a raft foundation (i.e., M\({}_{\gamma}\), M\({}_{q}\), and M\({}_{c}\) for SP RK and N\({}_{\gamma}\)b\({}_{\gamma}\)s\({}_{\gamma}\)i\({}_{\gamma}\), N\({}_{q}\)b\({}_{q}\)s\({}_{q}\)i\({}_{q}\), and N\({}_{c}\)b\({}_{c}\)s\({}_{c}\)i\({}_{c}\) for EC 7). The Kazakhstan and European approaches calculate the bearing resistance of a pile foundation by summing the design resistances of the soil under the pile base and on the pile shaft, as indicated in Equations (1) and (4). However, SP RK applies the partial factors on operational conditions under the pile base and on the surface of the pile shaft (i.e., \(\gamma_{\text{CR}}\) and \(\gamma_{\text{cf}}\)) and EC 7 uses the partial factors on the base and shaft resistances (i.e., \(\gamma_{\text{b}}\) and \(\gamma_{\text{s}}\)) when calculating the pile foundation bearing resistance. The Kazakhstan approach applies a reduction factor when calculating the bearing resistance of a pile foundation, as provided in Equation (2). By contrast, the European approach directly calculates the factored geotechnical resistance of the pile foundation by using the factored strength parameters. Second, the elastic settlement of the raft foundation was determined by Equations (11) and (13).