## 2 Stability Analysis of Weak Slope under the Protection of Polymer Curing Agent
### Finite Element Analysis of Polymer Curing Agent Protection
#### 2.2.4 Deformation and Stability Analysis of Slope  
The strength reduction finite element method was used to analyze the rock and soil mass with protection and without protection. The slope under natural conditions was taken as the initial slope and its deformation law under the gravity stress was analyzed [35; 36; 37]. (1) Deformation law of weak slope without the protection of curing agent under natural conditions  
The unprotected slope in the natural state was analyzed and the horizontal displacement (X-direction displacement) and the vertical displacement (Y-direction displacement) were obtained. The displacement nephograms in the X and Y directions are shown in Figure 3.  
From the calculation results of ANSYS, it can be seen that the slope constitutive model is in a state of convergence in the initial state. Therefore, the slope is in a safe state. From the analysis of the calculated X- and Y-direction displacement nephograms, it can be found that the horizontal displacement of the first-stage slope wall gradually increased with the increase of slope height. The horizontal displacements at the foot and the top of slope are 7.6 mm and 17.6 mm, respectively. The horizontal displacements of the horizontal wall of the second- and third-stage slopes gradually decreased with the increase of the slope height. They were 8.6 mm and 6.3 mm, respectively, at the foot of slope and both 4.3 mm at the top of slope. They were different in the inner side and outer side of the \begin{table}
\begin{tabular}{c c c c c c c} \hline \hline
**Reduction Factor F** & **E (GPa)** & **\(\
u\)** & **\(\gamma\) (kN/m3)** & **\(C_{n}\) (MPa)** & **\(\varphi_{n}\) (\({}^{\circ}\))** & **Remarks** \\ \hline
1.2 & 0.57 & 0.23 & 24.6 & 0.117 & 28.6 & \\
1.4 & 0.57 & 0.23 & 24.6 & 0.100 & 24.5 & \\
1.6 & 0.57 & 0.23 & 24.6 & 0.088 & 21.4 & Does not set \\
1.8 & 0.57 & 0.23 & 24.6 & 0.078 & 19.1 & curing agent \\
2.0 & 0.57 & 0.23 & 24.6 & 0.070 & 17.2 & layer \\
2.2 & 0.57 & 0.23 & 24.6 & 0.064 & 15.6 & \\ \hline
1.2 & 1.00 & 0.25 & 23.5 & 0.167 & 38.2 & \\
1.4 & 1.00 & 0.25 & 23.5 & 0.143 & 32.7 & \\
1.6 & 1.00 & 0.25 & 23.5 & 0.125 & 28.6 & \\
1.8 & 1.00 & 0.25 & 23.5 & 0.111 & 25.4 & Set curing \\
2.0 & 1.00 & 0.25 & 23.5 & 0.100 & 22.9 & agent layer \\
2.2 & 1.00 & 0.25 & 23.5 & 0.091 & 20.8 & \\
2.4 & 1.00 & 0.25 & 23.5 & 0.083 & 19.1 & \\
2.6 & 1.00 & 0.25 & 23.5 & 0.077 & 17.6 & \\
2.8 & 1.00 & 0.25 & 23.5 & 0.071 & 16.4 & \\ \hline \hline \end{tabular}
\end{table} 
Table 2: Parameter values of geotechnical materials under different reduction coefficients. Figure 3: Displacement nephograms: (**a**) X direction; (**b**) Y direction. slope platform. The horizontal displacement of the outer side was larger than that of the inner side. The settlement rate of the surface settlement displacement in the vertical direction was related to the vertical height. The higher the height was, the slower the settlement rate was. The settlement value was inversely proportional to the height. When the height increased, the settlement value gradually decreased. The maximum settlement value at the top of slope was 3.1 mm. Stability analysis of weak slope before and after protection by reduction factor method  
The cohesion and internal friction angles of the slope rock and the soil mass were changed by changing the reduction factor. Different deformations of the rock and the soil mass with protection and without protection were simulated. According to the ANSYS software, the results of calculation and analysis are shown in Figures 4 and 5. According to the protection methods used in the physical engineering and the material parameters obtained from the indoor test, the finite element analyses of the weak rock slope with the protection of the new polymer curing agent and without it were carried out by changing the strength reduction factor respectively. Analysis results are as follows:  
Figure 4: \(X\)-direction and Y-direction displacements of the unprotected slope with a changed reduction factor.