## 8 Conclusions  
In this paper, the models of bedding slope and toppling slope of rock slope are established by numerical simulation. On this basis, the deformation characteristics of the traditional row pile supporting scheme are analyzed, and the concept of sectionalized support control is innovatively proposed in view of the limitations of the traditional scheme. The following conclusions could be drawn based on the comprehensive results of the above studies:  
1. For bedding rock slopes, the failure on the bedding rock side is prone to be affected by karst caves and thus changes the final sliding path to form a broken line landslide, while arc-shaped toppling failure is prone to be formed on the toppling rock side.
2. For bedding rock foundation pits, it is recommended to use prestressed anchor cables in conjunction with the anchor cables, which can reduce the maximum displacement by about 12%, while the anchor cable spacing needs to be strictly controlled to maximize the supporting effect of the anchor cables. However, the additional bending load from anchor cables on the pile body on the toppling rock side should be taken into consideration.
3. For the foundation pit side slope with a long longitudinal distance, the sectionalized support of the retaining pile could effectively restrict the deformation of the retaining structure and the range of rock landslides. Taking three times the spacing of piles as an example, the maximum displacement of the retaining piles in the bedding direction can be reduced by about 13% under the same spacing of piles.
4. On the basis of spatial effect support, the top of the foundation pit on the bedding rock side can be provided with a tie beam for overall reinforcement to maintain the integrity of the support structure. The tie beam can replace the anchor cable, and its support effect can reduce the maximum horizontal displacement by 13% compared with the pile anchor support in the toppling slope.
5. For the foundation pit side slope with sectionalized support, if the requirement of final displacement control on the bedding rock side could not be met, prestressed anchor cables could be set above the slip surface, which can further control the deformation of the pile body, while the toppling rock side slope can basically meet the maximum displacement requirements by adopting the sectionalized support design. At the same time, the spacing of piles in the bedding rock side can be extended by 0.5 times as that of the toppling side.
6. When using anti-sliding piles to divide the foundation pit section, it is necessary to calculate the stability against sliding of the anti-sliding piles so as to ensure that the integral damage will not occur.
7. From the results of monitoring and numerical simulation, the foundation pit of Sanhuan South Road Station is in a safe state. If the traditional pile-anchor support method is adopted, the spacing between piles can be enlarged by three times or the local stability can be improved by using the sectional support method.  
Conceptualization, formal analysis, data curation, and writing, J.X.; supervision, funding acquisition, Y.W. All authors have read and agreed to the published version of the manuscript.  
This work was supported by the National Natural Science Foundation of China (Grant Nos. 52074264 and 51174194) and the National Key Research and Development Program of China (Grant No. 2016 YFC0600903).  
Not applicable.  
The data used to support the findings of this study are available from the corresponding author upon request.  
The authors declare no conflict of interest.