## 4 Results and Discussion
### Discussion
#### 4.2.1 Landslides  
The potential landslide area 8 was used as an example. This landslide is located on the left bank of the Minjiang River, with geographical coordinates of \(103^{\circ}43^{\prime}14.66^{\prime\prime}\) E and \(31^{\circ}49^{\prime}39.35^{\prime\prime}\) N. The slope is steep, and the relative relief is 1157 m. The velocity map of the landslide is shown in Figure 8a. The deformation velocity of the landslide is between \(-46.5\) mm/y and \(39.87\) mm/y. There is a lack of coherence points at the top and bottom of the slope, which is attributed to the large deformation of the rock and soil at the top and manual excavation at the bottom [55; 56]. The deformation rate in the middle of the slope is substantially higher than that on both sides and is the main deformation zone. Therefore, field investigations were conducted in this area. It was found that the slope exhibited local deformation, and cracks were well developed and widely distributed; many small-scale collapses and landslides were observed. The survey point in Figure 8b is located at the top of the slope. The landslide occurred due to the influence of rainfall and earthquakes [57], and the trailing edge was exposed, resulting in a large tensile crack with a width of about 5 m. A lot of gravel was observed, and the dominant particle size was about 20 cm. The field investigation showed that the sliding distance was about 40 m. The downward sliding of the rock and soil destroyed the road and guardails, formed cracks, caused economic losses, and threatened traffic safety [58]. The rock, soil, and gravel that did down the slope were mostly accumulated on the inside of the road in a fan shape, as shown in Figure 8c. The top of the accumulated material was gravel, particles were mostly smaller than 0.2 m, and the bottom consisted of soil or gravel with smaller particles. Figure 8d,e show two small-scale collapses, with heights of about 10 m. The surface and the bottom of the slope was covered by gravel due to the failure of the rock mass, and the particle size was mostly less than 0.2 m. The road below the slope was affected by the collapse, exhibiting cracks with widths of 2-6 cm and tens of meters in length. In Figure 8e, a dangerous rock mass is observed at the height of about 6 m. This relatively large area may collapse due to rainfall and other factors, causing potential harm. During the investigation, many small-scale landslides were observed; Figure 8f shows a small landslide at the bottom of the slope. Part of the retaining wall was destroyed due to sliding rock and soil. In addition, the landslide caused serious damage to the road and formed tension cracks. As shown in Figure 8g, the cracks extended along the road with a length of about 35 m and a width of up to 0.4 m. The same phenomenon occurred at the toe of \begin{table}
\begin{tabular}{c c c c c c} \hline \hline
**The Number** & **Type** & **The Number** & **Type** & **The Number** & **Type** \\
**of Disasters** & **Type** & **of Disasters** & **Type** & **of Disasters** & **Type** \\ \hline
1 & landslide & 10 & landslide & 19 & landslide \\
2 & landslide & 11 & landslide & 20 & landslide \\
3 & landslide & 12 & landslide & 21 & collapse \\
4 & landslide & 13 & landslide & 22 & collapse \\
5 & landslide & 14 & collapse & 23 & landslide \\
6 & landslide & 15 & collapse & 24 & landslide \\
7 & landslide & 16 & collapse & 25 & collapse \\
8 & landslide & 17 & landslide & 26 & landslide \\
9 & landslide & 18 & landslide & & \\ \hline \hline \end{tabular}
\end{table} 
Table 2: Classification of the geological hazards. the slope, as shown in Figure 8h. The photo shows a retaining wall with a height of about 3.2 m. The retaining wall was pushed forward by the force of the downward movement of the upper accumulation layer and the downward collapse of boulders. The retaining wall had many penetrating cracks. If the accumulated layer continues to move downward, the retaining wall will likely collapse.