## 4 Discussion  
The identified differences between the model with or without subsoil attest to the significant impact of the subsoil on deformations and stress distribution in the structure and prove the need to take this effect into account in design calculations. The demonstrated results are an excerpt of the most important results and are presented in order to indicate the occurring differences. As a result of the conducted work, it was determined that for loess, the use of direct oedometric test results in numerical calculations results in obtaining settlements much larger than in reality. Oedometric constrained moduli reached \(E_{eod}<10\) MPa, which is consistent with the results of other researchers [64; 65; 29; 66; 67; 24; 68; 69]. However, settlements calculated using FEM with these parameters significantly exceed the values measured in reality. The results coincident with the actual displacements were obtained with the parameters from CPT and SDMT tests. Constrained moduli from in situ tests are at a similar level in the range of \(30\div 60\) MPa; therefore, settlements estimated using them give similar results. The values of oedometric moduli are the lowest, while \(M_{DMT}\) are slightly higher (by about 10%) than \(M_{CPT}\), which is in line with the adopted assumptions of the trend of the stiffness degradation curve (Figure 2). The values of settlement determined in the numerical analyses differ slightly from the measured values. No direct parameters of the Modified Cam-Clay model are obtained from CPT and SDMT field tests. These parameters were derived in the process of transformation of the results. According to the author, despite the use of a greater number of simplifications and transformations in relation to direct oedometric tests, this procedure is appropriate, as it enables obtaining values of settlements more similar to actual ones. The author conducted a similar analysis for a tall building in Lublin situated on a foundation slab. With similar calculation assumptions, the obtained calculation results were consistent with the real building settlement measurements [18]. The analysis is difficult to compare with the results of other researchers, because for the loess of the Naleczow Plateau, such a detailed FEM analysis of the cooperation of the subsoil with the building was not performed. On the other hand, referring to the results of analysis for loess in other regions of the world, [PERSON] and [PERSON] [17] analysed the settlement of buildings erected on loess in Belgrade (Serbia). Those buildings settled much more, from a few to even more than 40 cm. However, they were loess with different parameters, much lower q\({}_{c}\) in the range of 1.0-3.0 MPa and with a weight from 12.6 to 17.2 kN/m\({}^{3}\), so much lower than the analysed ones. [PERSON] et al. [70] conducted analyses of the settlement of a silo located in the loess near the village of Novi Sad in Serbia. They also obtained a settlement of more than 20 cm. However, also in this case, they were loess with a much lower weight of 12.6-14.1 kN/m\({}^{3}\) and q\({}_{c}\) in the range of 1.9-3.5 MPa. Large loess covers lie in China. Analyses including FEM calculations for the improved loess subsoil were presented in [71]. The subsoil was improved due to the collapsing nature of loess. The soil was also characterized by a low weight, approximately 15.1 kN/m\({}^{3}\). In all these examples the loess was characterized by a relatively low density, which is due to the macroporosity. The analysed loess in Lublin, in the foundation zone and below had a weight of 18.1 kN/m\({}^{3}\) and a q\({}_{c}\) in the range of 5.0-8.0 MPa. Thus, they were characterized by much higher parameters. According to the author, significant settlement should be associated mainly with macropores, i.e., low soil density. The analysed loess, despite a similar origin, are characterized by much more favourable geotechnical parameters compared to those deposits from other parts of the world.