## 3 Stability Analyses for the Initially Designed Geometry
### Results of the Stability Analyses  
Over time, the literature has been enriched with numerous methods for stability analyses, developed by academics and researchers in the field, among which we mention: methods based on the limit equilibrium concept [1; 2; 3; 4; 5; 6; 7; 8; 9; 10]; methods based on finite element/difference method [3; 4; 7; 8; 9; 10; 12; 13; 49] (which is a modern and accurate one, able to be applied to complex structures); methods based on 3D analyses [29; 40; 41; 50; 51; 52; 53; 54] (forinstantaneous along the sliding surface is accepted. The transmission of the sliding can be analyzed in two situations: progressive sliding, when failure occurs in the middle of the slope, due to compressive stress; regressive sliding, when failure occurs at the base of the slope and is transmitted to the top [66]. The program automatically calculates the stability coefficients, using several methods based on the limit equilibrium theory. According to this theory, the sliding mass is divided into vertical strips and the stability of the slope is analyzed in the hypotheses of a limit equilibrium between active and passive forces [65]. The results of the stability analyses performed for the individual slopes, as well as for different step systems, are presented in Table 7 and Figures 11-15. Figure 11: Stability analysis for T1 (h = 25 m, \(\alpha=48^{\circ}\)). Figure 12: Stability analysis for T3 (h = 25 m, \(\alpha=52^{\circ}\)). Figure 13: Stability analysis for T5 (h = 30 m, \(\alpha=53^{\circ}\)). As a result of carrying out the stability analyses for the designed situation, the following conclusions can be drawn:  
* The stability analyses in this paragraph were carried out for the designed conditions, the geometry considered for the analysis section to be achieved at the end of 2023, and took into account the stratigraphic columns received from the Jilt North open pit;
* For most situations, the lowest values of the stability factor were determined by [PERSON]'s method;
* For the T1 step, the stability analyses highlighted a sub-unit value of the stability factor, i.e., a slope below the equilibrium limit. The main reasons are represented by the relatively unfavorable geometrical elements (height of 25 m and inclination of 48\({}^{\circ}\)), but also by the physical-mechanical characteristics of the rocks in the structure of the slope. In order to solve the problem of the stability of this step, a reshaping of the initially designed geometric elements is necessary, by using a scientific method, which guarantees the continuation of extractive activities in safe conditions;
* In the case of the T3 step, following the performance of stability analyses, it was found that there is the possibility of materializing a critical sliding surface, which starts from approx. 5 m away from the edge of the upper berm and passes close to the tip of the slope. Such a slide, although superficial, can cause interruptions in the productive  
Figure 14: Stability analysis for T6 (h = 26 m, \(\alpha\) = 53\({}^{\circ}\)). Figure 15: Stability analyses of different step systems. activity and, implicitly, economic losses.