# Comparative Analysis of Kazakhstan and European Approaches for the Design of Shallow Foundations
## 2 Review of the Design Codes
### Elastic settlement  
SP RK applies the method of layer summation for the determination of the elastic settlement of shallow foundations:  
\[s=\beta\sum_{i=1}^{n}\frac{\sigma_{zp,i}\cdot h_{i}}{E_{i}}, \tag{8}\]  
where \(\beta=0.8\), \(h_{i}=0.6\) m for pad foundations or 0.8 m for strip foundations, \(E_{i}=7.0\) MPa.  
Adhering to EC 7, the settlement and rotation of shallow foundations should be considered for the serviceability limit state (SLS) design. The elastic settlement of shallow foundations on cohesive and non-cohesive soil is determined by means of the adjusted elasticity theory provided in Anne F of EC 7:  
\[s=pBf/E_{m}, \tag{9}\]  
Figure 2: Design Approaches in the European member states for the design of shallow foundations.  
where \(B=1.5\) m for pad foundations or 2.0 m for strip foundations and \(E_{m}=7.0\) MPa. The SLS partial factors for actions and material properties are equal to unity for the determination of the settlement of shallow foundations. The settlement coefficient is determined using the following equation [15]:  
\[f=\Big{(}1-v^{2}\Big{)}I_{p}, \tag{10}\]  
where \(v\) is the Poisson's ratio of soil and \(I_{p}\) is the influence factor for settlement. The Poisson's ratio for the Nur-Sultan city soil profile is assumed to be equal to 0.325 for a long-term design situation [16].  
**3. Application of the Design Codes in Kazakhstan**  
With reference to the site investigation data obtained from [PERSON] and [PERSON] [16], the soil profiles and soil properties for Nur-Sultan were studied. Based on the analysis of soil properties performed at the construction sites, the whole city territory was divided into uniform zones using \"Geographic information database\" software. The soil profile of Nur-Sultan mainly consists of three layers, including loam, sandy gravel, and clay, with the depth varying depending on the soil profile type (Figure 3). The zoning of three different types of Nur-Sultan soil profiles is provided on the map (Figure 4). Table 3 summarizes the soil properties for Nur-Sultan city used in this study.  
The given example is presented to compare two independently developed codes of practice in terms of their conservativeness for the design of shallow foundations. The design problem shown in Figure 3 requires the identification of the bearing capacity and the elastic settlement of shallow foundations designed in Nur-Sulttan in Kazakhstan, adhering to EC 7 and SP RK for a long-term design situation.  
The bearing capacity and the elastic settlement were determined for two types of shallow foundations (i.e., strip foundations with B = 2 m and L = 10 m and pad foundations with B = 1.5 m and L = 2 m). The foundation depth is considered to be 1 m below the ground surface for both design cases. The ground water level is assumed to be located 2 m below the existing ground surface [16]. The given load condition requires the variable load to be 0.25 times that of the permanent load (\(LL=0.25 DL\)). The simplified analysis does not consider tilt or rotation over the foundation base.