## 4 Results  
### Simulation Results of Slopes with Different Freeze-Thaw Cycles  
According to the freeze-thaw temperature curve and damage evolution function in Figure 9, a coupled simulation of freeze-thaw cycles was performed on the dump site slope model, and the slope stability of 1, 3, 5, 10, and 20 freeze-thaw cycles was analyzed. Figure 15 and Table 3 show the slope landslide conditions under different freeze-thaw cycle conditions and the strength reduction coefficient. Under the condition of one freeze-thaw cycle, when the reduction coefficient gradually increased to 1.60, a large-scale landslide occurred on the slope, affecting the entire slope, and the maximum particle displacement reached 18.82 m. Under 3, 5, 10, and 20 freeze-thaw cycles, the dumpsite slope model produced large displacement landslides exceeding 10 m when the reduction coefficient reached 1.50, 1.50, 1.30, and 1.20, respectively, and the maximum particle displacement was 11.30 m, 16.58 m, 11.93 m, and 12.53 m. Comparing the landslide conditions of each slope under different freeze-thaw cycles, it can be observed that the landslide area and slip surface are the same, indicating that freeze-thaw cycles will affect the stability coefficient of the slope but will not have a significant impact on the shape of the landslide. Under the influence of freeze-thaw cycles, the slope of the dump site shows an increase in cracks and a decrease in contact bonds on a microscopic scale. Numerical simulations were performed for this angle, and the results are shown in Figures 11 and 12. From the slope model, after freezing and thawing, it can be found that the area with the most dense cracks is on the left side of the upper working flat plate. There are fewer cracks on the right side of the flat plate, the lower working flat plate, and the slope surface. For each position of the slope model, measuring points are set up as shown in Figure 16 ranging  
Figure 15: Slope displacement under different freeze–thaw cycle conditions. \begin{table}
\begin{tabular}{c c c c c c c} \hline \hline
**Number of Freeze–Thaw Cycles** & **0** & **1** & **3** & **5** & **10** & **20** \\ \hline Discount Factor & 1.95 & 1.60 & 1.50 & 1.50 & 1.30 & 1.20 \\ Maximum particle displacement (m) & 21.58 & 18.82 & 11.30 & 16.58 & 11.93 & 12.53 \\ \hline \hline \end{tabular}
\end{table} 
Table 3: Slope damage under different freeze–thaw cycle conditions. from No. 1 to 8; the stress at each measuring point is monitored; and the stress in the x and y directions is obtained as shown in Table 4. In the slope model, the stress in the shallow soil area (measurement points 1-6) is small, in the range of 10 kPa to 70 kPa, especially at measurement points 1 and 2; this stress is very small compared to the deep soil at Nos. 7 and 8. During the freeze-thaw cycle, the frozen volume of water particles becomes larger, exerting greater stress on the surrounding rock and soil. Because the shallow soil has a smaller original stress and is loosely consolidated, the influence of the freeze-thaw cycle will generate more cracks in this area. The deep soil has greater stress and tighter consolidation. The freeze-thaw cycle under the same conditions has less impact, and the number of cracks in this area is smaller. According to Figure 17, as the number of freeze-thaw cycles gradually increases, the cracks generated in the slope model also increase, and the number of model contacts decreases. When the freeze-thaw cycle increases from 0 to 1, the number of cracks increases by 1931, and the number of contacts decreases by 1102, representing the largest changes. From 1 freeze-thaw cycle to 10, the number of cracks increases by 941, and the number of contacts decreases by 416. When the number of freeze-thaw cycles increases from 10 to 20, the number of cracks increases by 648, and the number of contacts decreases by 345. It can be seen that the number of cracks increases, and the number of contacts decreases by 345. The greater the number of freeze-thaw cycles, the smaller the damage to the slope.