## 4 Simulation Results  
### Stability of Slopes  
In this paper, the reduced material strength can be expressed as [13]:  
\[c^{\prime}=\frac{c}{K_{SRF}} \tag{17}\]  
\[\phi^{\prime}=\arctan\frac{\tan\phi}{K_{SRF}} \tag{18}\]  
where \(c\) and \(c^{\prime}\) denote cohesion and reduced cohesion, respectively, \(\phi\) and \(\phi^{\prime}\) denote internal friction angle and reduced internal friction angle, respectively, and \(K_{SRF}\) reparents the reduction factor, which varies from 1 and increases by 0.1 each time until damage occurs on the slope.  
We monitored the variation in maximum displacement as the reduction factor increased, as shown in Figure 3.  
From Figure 4, we can see that when the reduction factor equals 1.4, the pure soil slope undergoes significant displacement while the SRM slope is still in a stable state. At = 1.7, the displacement of the SRM slope remains small until SFR = 1.8, when the SRM slope undergoes significant displacement. In other words, the coefficients of safety for the pure soil slope and the SRM slope are 1.4 and 1.8, respectively, which proves that the stability of the SRM is better than that of the pure soil slope and that the stones are beneficial for maintaining the stability of the slope in terms of the composition of the slope.  
In terms of the tendency of slope displacements, the characteristics of pure soil slopes and SRM slopes are also different. When a pure soil slope is unstable and has large displacements, the displacements always stabilize very quickly, i.e., the movement time is shorter, in most cases reaching the maximum displacement at 5 s, and the displacements show a linear pattern during the growth phase. The SRM slope is characterized by an increase in displacement as the time step progresses and a decrease in the rate of increase, indicating that landslides continue for a longer duration following the instability of the SRM slope. Another distinctive feature is that the displacement curves of pure soil slopes  
\begin{table}
\begin{tabular}{c c c} \hline \hline
**Parameters** & **Soil** & **Stone** \\ \hline \(\rho/\left(\text{kg}/\text{m}^{3}\right)\) & 1800 & 2410 \\ \(E/\text{MPa}\) & 50 & 20,000 \\ \(\
u\) & 0.35 & 0.2 \\ \(\phi/^{\circ}\) & 24 & 42 \\ \(c/\text{kPa}\) & 10 & 900 \\ \(\psi/^{\circ}\) & 24 & 42 \\ \hline \hline \end{tabular}
\end{table}
Table 1: Mechanical parameters of the SRM slope.  
all have a consistent form, consisting of two phases, a linear growth phase, and a horizontal stability phase. The SRM slope displacement curves show two different forms on both sides of the reduction factor equal to 2.0.  
Figure 4: Curves of the maximum displacement of the slope over time for different reduction factors. (**A**) Maximum displacement variation curve for pure soil slopes; (**B**) Maximum displacement variation curve for SRM slopes.  
In terms of maximum displacement, the maximum displacement of an SRM slope is less than that of a pure soil slope with the same reduction factor, or it is stable without any displacement at all. Even when the SRM slope is given a reduction factor of 2.5, the maximum displacement is less than that of a pure soil slope with a reduction factor equal to 2.0.  
Figure 5 plots the plastic zone distribution and displacement distribution clouds for homogeneous soil slopes and SRM slopes at a reduction factor of 1.4 and 1.8, respectively.  
According to Figure 5, we can find the following features: The plastic zone distribution of SRM slope and pure soil slope is different at instability. The shear zone of pure soil slope is circular, continuous, and smooth, extending from the foot to the top of the slope. The plastic zone of the SRM slope is interlaced, with one central shear zone running to the top of the slope and the rest of the shear zones interlaced with it, showing obvious rock-winding characteristics. From the displacement cloud map, the displacement distribution of the pure soil slope is also smooth and continuous, while the displacement distribution of the SRM slope shows a layered character.