# Numerical Simulation Analysis of Slope Instability and Failure of Limestone Mine in Weibei

Authors: Kuiming Liu; Hui Li; Shihui Pang; Meng Mi; Jianping Chen; Kui Sun
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

Weibei area is the largest limestone resource area in Shaanxi Province, which is an important boundary to distinguish the climate difference between the south and the north of China, and also a significant ecological safety protection barrier in the northwest of China. The complex geological environment and harsh environment make the mining area have serious geological disaster hidden danger. Based on the site engineering geological data of typical limestone quarry slope in Weibei, this paper constructs a three-dimensional geological model, uses FLAC3D software to simulate excavation, and analyzes the stress and strain law of the quarry slope. SlopeLE software was used to analyze the safety factor of slope stability and the potential slip surface before and after taking reinforcement measures. The results show the following: (1) Limestone is the main rock component of the mine, followed by mudstone. The joint and fissure are developed, the rock mass is broken, and the hidden danger of engineering geological disaster is high. (2) There is a sliding trend in both sides during excavation, and the maximum vertical displacement is 2.1 cm. (3) If the slope is reinforced according to the design scheme, the slope stability safety factor will be increased from 1.062 to 1.203 in a stable state, which greatly improves the stability of the slope and provides a guarantee for human and financial resources.


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## Body

## 1. Introduction

Weibei area in Shaanxi Province is the dividing line of climate between the north and south of China and an important ecological security barrier. It has many functions, such as regulating climate, conserving soil and water, and maintaining biodiversity. The Party Central Committee and the State Council attach great importance to the mine geological environment protection and management planning in Weibei area. With the continuous extension of open-pit mining, the stability of open-pit slope is more and more concerned by mining enterprises, and the potential safety problems caused by slope instability are more and more prominent [1]. Moreover, the geological environment of Weibei limestone mining area is complex, which is affected by the external environment. There are serious geological disasters in the mining area. Especially in recent years, the mining area has developed rapidly, but there is a lack of long-term monitoring and control of the geological environment in the mining area, so the geological environment in the mining area has deteriorated sharply, and geological disasters occur frequently, which seriously threatens the safety of people in the mining area and the development of mining resources [2–4].The numerical calculation method [5–20] is widely used in geotechnical engineering. It can present the realistic slope and its geological environment, strata, and lithology and whether there is joint surface in the computer software and analyze the failure mechanism according to the results of simulation calculation. At present, a series of numerical methods have been developed for different types of sliding bodies, such as finite difference method (FDM) and finite volume method (FVM). In terms of model establishment and control theory, such as discrete element (DEM), discontinuous deformation (DDA), Dan, smoothed particle flow (SPH), particle flow program (PFC), and tsunami ball, some numerical simulation software came into being, such as FLAC, UDEC, PFC, 3DEC, and geo slope. Among them, FLAC3D numerical simulation software [21–28] is good at analyzing large deformation problems in geotechnical engineering, and it adopts display calculation method, which can ensure that better calculation results can be obtained even without convergence of calculation.Zhu et al. [29] put forward a constitutive model that can reflect the working principle of yielding anchor cable and successfully realized the numerical simulation method of yielding anchor cable slope reinforcement by combining FLAC3D software and FORTRAN programming language. Gao et al. [30] used the discrete element method to study the deformation and failure characteristics of a total of 270 slope models under different working conditions. Wang et al. [31] proposed that the most effective methods for studying the influence of rainfall factors on slope stability are indoor and outdoor experiments and numerical simulation methods. Tan et al. [32] used the discrete element method to carry out the full-time dynamic analysis of the slope rock mass and discussed the dynamic response law and stability of the slope rock mass under the action of earthquake. Yang et al. [33] used numerical simulation to determine the critical length of instability failure during excavation of a multilayer soft interbedded rock slope. Liu et al. [34] used discrete element UDEC software to simulate the antidipping soft and hard rock mass interbedded slope and systematically studied the deformation and failure mechanism of its seismic response. Chen et al. [35] used FLAC3D to establish a numerical model of a large-scale open-air slope, and through three-dimensional numerical simulation revealed the mechanical environment of a large-scale open-air slope, and discussed the movement and deformation, stress distribution, and failure mechanism of surrounding rock. Gu et al. [36] proposed that three-dimensional numerical simulation is more targeted for the deformation analysis of irregular section slope, and the influence of section morphology change on slope deformation can be considered. The calculated results are highly consistent with the actual deformation state.FLAC3D can very accurately simulate the flow and plastic failure of materials and can be used for foundation design and slope stability. It has great advantages in solving geotechnical engineering problems and has been recognized by many scholars [37, 38]. Therefore, this paper will use FLAC3D numerical simulation method to carry out numerical simulation analysis on the slope of limestone quarry in Weibei area to reproduce and analyze the specific process of slope deformation and failure.


## 2. Regional Geological Features

### 2.1. Physical Geographic Features

Xianyang City is located in the south of Taiao of Shaanxi-Gansu-Ningxia. From the fold fault band of Shaanxi-Gansu-Ningxia sag to the north and south of the two III structural units, the structure changes from strong to weak, from complex to simple, and Jinghe-Lishan fault basically crosses Xianyang City. Baoji City is located at the western end of the Weihe Fault Depression. The east-west and northwest-trending fault structures are extremely developed. The Guguan-Yangpingzhen fault runs through Baoji and develops northward, and the Longxian-Mazhao fault is located between Xianyang and Baoji, developing in the northeast direction. The distribution of structural faults in Weibei area is shown in Figure1. Groundwater in this mine area mainly includes quaternary unconsolidated pore, fissure water, bedrock fissure water, and carbonate pore water, and its recharge is mainly by atmospheric rainfall.Figure 1
Geological structure characteristics in Weibei area.


### 2.2. Mine Geological Environmental Problems

In the dual role of nature, man-made behaviors often make mine geological disasters occur frequently, which will make the mine geological ecological environment deteriorate and cause economic losses. At the same time, it will greatly threaten the survival and development of human beings and also endanger the mineral resources on which human beings depend for survival and development. At present, there are many kinds of mines in China, with a wide distribution area, which has a great impact on the national development and people’s life. In recent years, the mine hazards in Weibei area have also shown an upward trend. The goaf collapse, landslide, collapse, soil erosion, debris flow, and other geological disasters occur frequently, which has become the most important types of hazards. There are 9 mine geological disasters, including 3 small- and medium-sized landslides, 6 collapses, and hidden dangers. Small- and medium-sized geological disasters are the main types of geological disasters in Weibei area, accounting for 72% of the total, while large- and medium-sized geological disasters account for 28%. The open-pit limestone mining process not only caused great damage to the landscape, but also formed a large area of high steep rock faces, pits, vegetation stripping, and exposed rocks, full of greens, and was extremely inconsistent with the surrounding emerald-covered landforms. Moreover, according to statistics, mine waste in the Weibei area currently has a total of 350 × 104 t, all of which are waste rock slag, with an annual output of 30 × 104 t and an annual utilization of 10 × 104 t (Figure 2).Figure 2
Main geological disasters in Weibei area. (a) Vegetation stripping. (b) Exposed rock. (c) High rock surface. (d) Landslide.
(a)(b)(c)(d)


## 2.1. Physical Geographic Features

Xianyang City is located in the south of Taiao of Shaanxi-Gansu-Ningxia. From the fold fault band of Shaanxi-Gansu-Ningxia sag to the north and south of the two III structural units, the structure changes from strong to weak, from complex to simple, and Jinghe-Lishan fault basically crosses Xianyang City. Baoji City is located at the western end of the Weihe Fault Depression. The east-west and northwest-trending fault structures are extremely developed. The Guguan-Yangpingzhen fault runs through Baoji and develops northward, and the Longxian-Mazhao fault is located between Xianyang and Baoji, developing in the northeast direction. The distribution of structural faults in Weibei area is shown in Figure1. Groundwater in this mine area mainly includes quaternary unconsolidated pore, fissure water, bedrock fissure water, and carbonate pore water, and its recharge is mainly by atmospheric rainfall.Figure 1
Geological structure characteristics in Weibei area.


## 2.2. Mine Geological Environmental Problems

In the dual role of nature, man-made behaviors often make mine geological disasters occur frequently, which will make the mine geological ecological environment deteriorate and cause economic losses. At the same time, it will greatly threaten the survival and development of human beings and also endanger the mineral resources on which human beings depend for survival and development. At present, there are many kinds of mines in China, with a wide distribution area, which has a great impact on the national development and people’s life. In recent years, the mine hazards in Weibei area have also shown an upward trend. The goaf collapse, landslide, collapse, soil erosion, debris flow, and other geological disasters occur frequently, which has become the most important types of hazards. There are 9 mine geological disasters, including 3 small- and medium-sized landslides, 6 collapses, and hidden dangers. Small- and medium-sized geological disasters are the main types of geological disasters in Weibei area, accounting for 72% of the total, while large- and medium-sized geological disasters account for 28%. The open-pit limestone mining process not only caused great damage to the landscape, but also formed a large area of high steep rock faces, pits, vegetation stripping, and exposed rocks, full of greens, and was extremely inconsistent with the surrounding emerald-covered landforms. Moreover, according to statistics, mine waste in the Weibei area currently has a total of 350 × 104 t, all of which are waste rock slag, with an annual output of 30 × 104 t and an annual utilization of 10 × 104 t (Figure 2).Figure 2
Main geological disasters in Weibei area. (a) Vegetation stripping. (b) Exposed rock. (c) High rock surface. (d) Landslide.
(a)(b)(c)(d)


## 3. FLAC3D Numerical Simulation Analysis of Limestone Mine Slope Instability Caused by Excavation

### 3.1. Introduction to FLAC3D

With the continuous progress of science and technology, the numerical simulation method has been applied to geotechnical engineering by more and more experts and scholars. It can simulate and analyze the failure mechanism of real slope and its geological environment, stratum, lithology, and joint surface in computer software. FLAC3D is a fast three-dimensional Lagrangian analysis program, which uses explicit Lagrangian algorithm and hybrid discrete partition technology to simulate the three-dimensional mechanical properties of geotechnical materials. The program can simulate the failure and plastic flow of the geological body under the strength and yield limit, especially suitable for analyzing the gradual failure and instability process of slope and simulating the large deformation of slope. In summary, the main calculation process of FLAC3D includes repetitive processes such as modeling, calculation solution, result review, and recommissioning (Figure3), which can monitor the change process of a point’s displacement, velocity, acceleration, stress, and other parameters.Figure 3
The modeling process.The choice of constitutive model is an important step that affects the accuracy of numerical simulation. The FLAC3D software contains 12 constitutive models, including the Mohr–Coulomb plastic model, which are suitable for the mechanical properties of different engineering materials. The Mohr–Coulomb model is one of the most widely used models in slope stability analysis. It has the advantages of less requirements for relevant material parameters and easy access. Therefore, the Mohr–Coulomb constitutive model is used to simulate the mechanical properties and progressive failure process of the rock-soil mass of the bottom slope.The stress on each surface of the model and the displacement constraints in each direction are important factors that affect the final calculation results of the numerical model. According to the different purposes of different models, displacement constraints in different directions are added. For the numerical simulation model, the specific boundary displacement constraint expression is as follows:(1)
Apply horizontal displacement constraints on the left, right, front, and back of the model, and set the initial displacement to zero.(2)
Set the horizontal and vertical initial displacements of the top and bottom boundaries of the model to be zero.The stress condition of the model is determined by the stress condition, and the horizontal displacement constraint condition is taken in theX direction:(1)ux=0=0,ux=401=0.Take the horizontal displacement constraint condition in theY direction:(2)uy=0=0,uy=390=0.Set the vertical displacement constraint conditions on the top and bottom boundaries:(3)uz=0=0.When considering the geological structural stress, the load applied to the model is the structural stress. According to the field measured data, the stress servo control program is used to generate the initial ground stress. There are 6 boundaries in this model, where all nodes on theZ-axis speed plane are fixed at the bottom boundary, the X-axis speed of the model is fixed at the left and right twice, and the Y-axis speed model is fixed at the front and rear sides (Figure 4).Figure 4
Boundary constraint condition.According to the lithology and engineering geological characteristics of the simulation area, fully considering the size effect, the final size of the model is 401 m × 390 m × 318 m, and the grid densification is carried out in the key research area. Finally, a total of 225 733 grids are established, and the overall model of four times of distributed excavation is established. The third and fourth excavation are two steps of the open pit, respectively. The model information and excavation sequence are shown in Figure5.Figure 5
Model size and excavation sequence.


### 3.2. Numerical Simulation Analysis of Slope Stability under Excavation Conditions

Under the influence of its own load, the stratum in natural state will be affected by the relevant stress. Therefore, before excavation, the linear elastic model should be used to carry out the self-balance under the condition of gravity field, and then the calculation should be carried out in the elastic-plastic stage of Moore Coulomb model, with the maximum unbalanced force less than the convergence criterion 1e−5 N as the end mark.Figure6 shows the stress-strain nephogram in Z direction after the initial in situ stress of limestone mine, in which the cold color indicates larger strain and the warm color indicates smaller strain. Figure (6a) is the stress nephogram of Z-direction generated by initial in situ stress. It is obvious that the stress field in the mine presents a relatively uniform distribution, which is consistent with the actual situation. It can be seen from Figure 6(b) that, after the initial in situ stress, its Z-axis displacement gradually increases from the bottom to the top, and the displacement field is evenly distributed. The maximum settlement is 4.48 cm, which mainly occurs at the top of the terrain on the right upper part of the mine. It shows that the consolidation settlement of the model is sufficient under natural condition.Figure 6
Stress-strain nephogram after initial in situ stress. (a)Z-direction stress nephogram and (b) Z-direction strain nephogram.
(a)(b)


#### 3.2.1. First Excavation

After the in situ stress is balanced, the displacement field and velocity field generated are reset to zero, and the Mohr–Coulomb model is used to simulate the stress and strain state of the studied mine in the excavation area. The following is the stress and strain cloud diagram after the first excavation of the mine after the ground stress is generated, as shown in Figures7 and 8.Figure 7
Stress nephogram after first excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 8
Strain nephogram after first excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the excavation is completed, the stress around the excavation area is released and the stress value is reduced due to the unloading effect (Figure7). The stress concentration phenomenon at the foot of the excavation slope can be clearly seen from the stress nephogram in X and Y directions. The stress in the surface of the mine excavation area is mainly between −1.18 MPa and 0.51 MPa, and the stress in Z direction is mainly between −1.35 MPa and −0.71 MPa. The initial stress state is basically maintained in the position away from the mine excavation area.As shown in Figure8, after the excavation of the first layer, obvious rebound occurs in the excavation area, in which the displacement rebound amount in Z direction at the foot of the slope in the excavation area is the largest, with the maximum displacement of 0.11 cm. The slope top in the excavation area presents the trend of sliding in X direction, with the maximum displacement of 0.19 cm. In the displacement vector diagram (the displacement vector cloud diagram can represent the displacement size and the direction of the overall displacement), the arrow direction represents the displacement direction of the solution unit.


#### 3.2.2. Second Excavation

After the balance of the first excavation, the second excavation is simulated, and the stress-strain nephogram is shown in Figures9 and 10.Figure 9
Stress nephogram after second excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 10
Strain nephogram after second excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the second excavation, the stress distribution is similar to that of the first excavation, and there is obvious stress concentration at the foot of the slope (Figure9). The stress distribution in Z direction is relatively uniform, and the stress value increases gradually from surface to core. The stress in X direction is mainly between −0.23 MPa and 0.67 MPa, and the stress in Z direction is mainly between −2.23 MPa and 0.11 MPa.There is a small amount ofX-direction displacement on the slope outside the excavation area in Figure 10, which shows the trend of sliding to both sides. The maximum displacement on the left side of the excavation area is 0.53 cm, and the maximum displacement on the right side is 0.59 cm. In the excavation area, there is a positive displacement in Z direction, because the slope rebounds due to the unloading effect in the excavation area. In the center of the excavation area, the displacement rebound in Z direction is the largest, and the maximum displacement in Z direction is 1.56 cm.


#### 3.2.3. Third Excavation

After the second excavation balance, the third excavation simulation of the mine is carried out, that is, the excavation of the first step. The stress-strain nephogram is shown in Figures11 and 12.Figure 11
Stress nephogram after third excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 12
Strain nephogram after third excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the third excavation, the stress distribution is different from that of the first two (Figure11). There are obvious stress concentrations at the toe of the excavation and the residual toe of the second excavation; the maximum stress concentration at the toe of the upper slope is 0.42 MPa, and the maximum stress concentration at the bottom is 0.59 MPa, which shows that the stress concentration in the lower layer is more serious than that in the upper layer. The stress distribution in Z direction is relatively uniform, and the stress value increases gradually from the surface to inner core. The stress in X direction is mainly between −0.52 MPa and −0.18 MPa, and the stress in Z direction is mainly between −0.19 MPa and −0.01 MPa.Besides the first step excavation area and the second excavation area, the slope still showsX-direction sliding (Figure 12). The maximum displacement on the left side of the upper excavation area is 0.23 cm, and the maximum displacement on the right side is 0.54 cm; the maximum displacement on the left side of the lower second excavation area is 0.58 cm, and the maximum displacement on the right side is 0.62 cm. Within the excavation area, the maximum displacement caused by the bottom heave is 0.6 cm in the upper layer and 1.6 cm in the lower layer. The overall analysis shows that the excavation of the first step has less impact on the upper mine than on the lower mine. The reason may be that the excavation has less soil and the impact is not enough to offset the effect of large-scale excavation.


#### 3.2.4. Fourth Excavation

After the third excavation balance, the first step of the quarry has been formed. Continue to carry out the fourth excavation simulation of the mine, that is, the excavation of the second step. The stress-strain nephogram is shown in Figures13 and 14.Figure 13
Stress nephogram after forth excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 14
Strain nephogram after forth excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the excavation of the second step, the stress distribution is similar to that of the first step (Figure13). There is an obvious stress concentration at the foot of the second step and the first step; the maximum stress concentration in the upper layer is 0.29 MPa, and the maximum stress concentration in the lower layer is 0.79 MPa. It can be seen that the stress concentration in the lower layer is still more serious than that in the upper layer. The stress distribution in Z direction is relatively uniform, and the stress value increases gradually from surface to core. The stress in X direction is mainly between −0.78 MPa and −0.15 MPa, and the stress in Z direction is mainly between −0.21 MPa and −0.02 MPa.After the excavation of the second step in Figure14, the slope outside the excavation area still shows X-direction sliding; the maximum displacement on the left side of the excavation area is 0.72 cm, and the maximum displacement on the right side is 0.75 cm. Within the excavation area, the maximum displacement of the floor heave caused by the excavation of the second step is 2.1 cm, the maximum value appears in the center of the excavation area, and the floor heave does not appear in the excavation area of the first step.


### 3.3. Stress-Strain Monitoring and Slope Reinforcement Location Selection

In order to compare the stress concentration and displacement difference between the first step and the second step more intuitively, and to strengthen the slope effectively, the monitoring points are set up for the numerical model. A total of 13 strain monitoring points are arranged, including 6 first steps and 7 second steps, which are evenly distributed in the area with obvious stress concentration at the foot of the slope, 1.5 m high from the step, and the distance between the two monitoring points is 30 m (the influence range of reinforcement is 30 m). A total of 41 displacement monitoring points are arranged, including 14 first steps and 27 second steps. The height from the step is 5 m, and the distance between the two monitoring points is 30 m, as shown in Figure15.Figure 15
Arrangement of stress and strain monitoring points.As shown in Figures16(a) and 16(b) stress-strain monitoring curves, the stress and strain of monitoring points are in an increasing state after the completion of the first three excavations. After the fourth excavation, because part of the soil of the first step was excavated, the stress concentration became smaller, while the maximum stress concentration appeared at the foot of the second step, and the floor heave also increased. It can be concluded that the best reinforcement monitoring point is near the corner of the second step, followed by the foot of the first step.Figure 16
Stress strain monitoring curve. (a) Stress monitoring curve and (b) strain monitoring curve.
(a)(b)


## 3.1. Introduction to FLAC3D

With the continuous progress of science and technology, the numerical simulation method has been applied to geotechnical engineering by more and more experts and scholars. It can simulate and analyze the failure mechanism of real slope and its geological environment, stratum, lithology, and joint surface in computer software. FLAC3D is a fast three-dimensional Lagrangian analysis program, which uses explicit Lagrangian algorithm and hybrid discrete partition technology to simulate the three-dimensional mechanical properties of geotechnical materials. The program can simulate the failure and plastic flow of the geological body under the strength and yield limit, especially suitable for analyzing the gradual failure and instability process of slope and simulating the large deformation of slope. In summary, the main calculation process of FLAC3D includes repetitive processes such as modeling, calculation solution, result review, and recommissioning (Figure3), which can monitor the change process of a point’s displacement, velocity, acceleration, stress, and other parameters.Figure 3
The modeling process.The choice of constitutive model is an important step that affects the accuracy of numerical simulation. The FLAC3D software contains 12 constitutive models, including the Mohr–Coulomb plastic model, which are suitable for the mechanical properties of different engineering materials. The Mohr–Coulomb model is one of the most widely used models in slope stability analysis. It has the advantages of less requirements for relevant material parameters and easy access. Therefore, the Mohr–Coulomb constitutive model is used to simulate the mechanical properties and progressive failure process of the rock-soil mass of the bottom slope.The stress on each surface of the model and the displacement constraints in each direction are important factors that affect the final calculation results of the numerical model. According to the different purposes of different models, displacement constraints in different directions are added. For the numerical simulation model, the specific boundary displacement constraint expression is as follows:(1)
Apply horizontal displacement constraints on the left, right, front, and back of the model, and set the initial displacement to zero.(2)
Set the horizontal and vertical initial displacements of the top and bottom boundaries of the model to be zero.The stress condition of the model is determined by the stress condition, and the horizontal displacement constraint condition is taken in theX direction:(1)ux=0=0,ux=401=0.Take the horizontal displacement constraint condition in theY direction:(2)uy=0=0,uy=390=0.Set the vertical displacement constraint conditions on the top and bottom boundaries:(3)uz=0=0.When considering the geological structural stress, the load applied to the model is the structural stress. According to the field measured data, the stress servo control program is used to generate the initial ground stress. There are 6 boundaries in this model, where all nodes on theZ-axis speed plane are fixed at the bottom boundary, the X-axis speed of the model is fixed at the left and right twice, and the Y-axis speed model is fixed at the front and rear sides (Figure 4).Figure 4
Boundary constraint condition.According to the lithology and engineering geological characteristics of the simulation area, fully considering the size effect, the final size of the model is 401 m × 390 m × 318 m, and the grid densification is carried out in the key research area. Finally, a total of 225 733 grids are established, and the overall model of four times of distributed excavation is established. The third and fourth excavation are two steps of the open pit, respectively. The model information and excavation sequence are shown in Figure5.Figure 5
Model size and excavation sequence.


## 3.2. Numerical Simulation Analysis of Slope Stability under Excavation Conditions

Under the influence of its own load, the stratum in natural state will be affected by the relevant stress. Therefore, before excavation, the linear elastic model should be used to carry out the self-balance under the condition of gravity field, and then the calculation should be carried out in the elastic-plastic stage of Moore Coulomb model, with the maximum unbalanced force less than the convergence criterion 1e−5 N as the end mark.Figure6 shows the stress-strain nephogram in Z direction after the initial in situ stress of limestone mine, in which the cold color indicates larger strain and the warm color indicates smaller strain. Figure (6a) is the stress nephogram of Z-direction generated by initial in situ stress. It is obvious that the stress field in the mine presents a relatively uniform distribution, which is consistent with the actual situation. It can be seen from Figure 6(b) that, after the initial in situ stress, its Z-axis displacement gradually increases from the bottom to the top, and the displacement field is evenly distributed. The maximum settlement is 4.48 cm, which mainly occurs at the top of the terrain on the right upper part of the mine. It shows that the consolidation settlement of the model is sufficient under natural condition.Figure 6
Stress-strain nephogram after initial in situ stress. (a)Z-direction stress nephogram and (b) Z-direction strain nephogram.
(a)(b)


### 3.2.1. First Excavation

After the in situ stress is balanced, the displacement field and velocity field generated are reset to zero, and the Mohr–Coulomb model is used to simulate the stress and strain state of the studied mine in the excavation area. The following is the stress and strain cloud diagram after the first excavation of the mine after the ground stress is generated, as shown in Figures7 and 8.Figure 7
Stress nephogram after first excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 8
Strain nephogram after first excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the excavation is completed, the stress around the excavation area is released and the stress value is reduced due to the unloading effect (Figure7). The stress concentration phenomenon at the foot of the excavation slope can be clearly seen from the stress nephogram in X and Y directions. The stress in the surface of the mine excavation area is mainly between −1.18 MPa and 0.51 MPa, and the stress in Z direction is mainly between −1.35 MPa and −0.71 MPa. The initial stress state is basically maintained in the position away from the mine excavation area.As shown in Figure8, after the excavation of the first layer, obvious rebound occurs in the excavation area, in which the displacement rebound amount in Z direction at the foot of the slope in the excavation area is the largest, with the maximum displacement of 0.11 cm. The slope top in the excavation area presents the trend of sliding in X direction, with the maximum displacement of 0.19 cm. In the displacement vector diagram (the displacement vector cloud diagram can represent the displacement size and the direction of the overall displacement), the arrow direction represents the displacement direction of the solution unit.


### 3.2.2. Second Excavation

After the balance of the first excavation, the second excavation is simulated, and the stress-strain nephogram is shown in Figures9 and 10.Figure 9
Stress nephogram after second excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 10
Strain nephogram after second excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the second excavation, the stress distribution is similar to that of the first excavation, and there is obvious stress concentration at the foot of the slope (Figure9). The stress distribution in Z direction is relatively uniform, and the stress value increases gradually from surface to core. The stress in X direction is mainly between −0.23 MPa and 0.67 MPa, and the stress in Z direction is mainly between −2.23 MPa and 0.11 MPa.There is a small amount ofX-direction displacement on the slope outside the excavation area in Figure 10, which shows the trend of sliding to both sides. The maximum displacement on the left side of the excavation area is 0.53 cm, and the maximum displacement on the right side is 0.59 cm. In the excavation area, there is a positive displacement in Z direction, because the slope rebounds due to the unloading effect in the excavation area. In the center of the excavation area, the displacement rebound in Z direction is the largest, and the maximum displacement in Z direction is 1.56 cm.


### 3.2.3. Third Excavation

After the second excavation balance, the third excavation simulation of the mine is carried out, that is, the excavation of the first step. The stress-strain nephogram is shown in Figures11 and 12.Figure 11
Stress nephogram after third excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 12
Strain nephogram after third excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the third excavation, the stress distribution is different from that of the first two (Figure11). There are obvious stress concentrations at the toe of the excavation and the residual toe of the second excavation; the maximum stress concentration at the toe of the upper slope is 0.42 MPa, and the maximum stress concentration at the bottom is 0.59 MPa, which shows that the stress concentration in the lower layer is more serious than that in the upper layer. The stress distribution in Z direction is relatively uniform, and the stress value increases gradually from the surface to inner core. The stress in X direction is mainly between −0.52 MPa and −0.18 MPa, and the stress in Z direction is mainly between −0.19 MPa and −0.01 MPa.Besides the first step excavation area and the second excavation area, the slope still showsX-direction sliding (Figure 12). The maximum displacement on the left side of the upper excavation area is 0.23 cm, and the maximum displacement on the right side is 0.54 cm; the maximum displacement on the left side of the lower second excavation area is 0.58 cm, and the maximum displacement on the right side is 0.62 cm. Within the excavation area, the maximum displacement caused by the bottom heave is 0.6 cm in the upper layer and 1.6 cm in the lower layer. The overall analysis shows that the excavation of the first step has less impact on the upper mine than on the lower mine. The reason may be that the excavation has less soil and the impact is not enough to offset the effect of large-scale excavation.


### 3.2.4. Fourth Excavation

After the third excavation balance, the first step of the quarry has been formed. Continue to carry out the fourth excavation simulation of the mine, that is, the excavation of the second step. The stress-strain nephogram is shown in Figures13 and 14.Figure 13
Stress nephogram after forth excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 14
Strain nephogram after forth excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the excavation of the second step, the stress distribution is similar to that of the first step (Figure13). There is an obvious stress concentration at the foot of the second step and the first step; the maximum stress concentration in the upper layer is 0.29 MPa, and the maximum stress concentration in the lower layer is 0.79 MPa. It can be seen that the stress concentration in the lower layer is still more serious than that in the upper layer. The stress distribution in Z direction is relatively uniform, and the stress value increases gradually from surface to core. The stress in X direction is mainly between −0.78 MPa and −0.15 MPa, and the stress in Z direction is mainly between −0.21 MPa and −0.02 MPa.After the excavation of the second step in Figure14, the slope outside the excavation area still shows X-direction sliding; the maximum displacement on the left side of the excavation area is 0.72 cm, and the maximum displacement on the right side is 0.75 cm. Within the excavation area, the maximum displacement of the floor heave caused by the excavation of the second step is 2.1 cm, the maximum value appears in the center of the excavation area, and the floor heave does not appear in the excavation area of the first step.


## 3.2.1. First Excavation

After the in situ stress is balanced, the displacement field and velocity field generated are reset to zero, and the Mohr–Coulomb model is used to simulate the stress and strain state of the studied mine in the excavation area. The following is the stress and strain cloud diagram after the first excavation of the mine after the ground stress is generated, as shown in Figures7 and 8.Figure 7
Stress nephogram after first excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 8
Strain nephogram after first excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the excavation is completed, the stress around the excavation area is released and the stress value is reduced due to the unloading effect (Figure7). The stress concentration phenomenon at the foot of the excavation slope can be clearly seen from the stress nephogram in X and Y directions. The stress in the surface of the mine excavation area is mainly between −1.18 MPa and 0.51 MPa, and the stress in Z direction is mainly between −1.35 MPa and −0.71 MPa. The initial stress state is basically maintained in the position away from the mine excavation area.As shown in Figure8, after the excavation of the first layer, obvious rebound occurs in the excavation area, in which the displacement rebound amount in Z direction at the foot of the slope in the excavation area is the largest, with the maximum displacement of 0.11 cm. The slope top in the excavation area presents the trend of sliding in X direction, with the maximum displacement of 0.19 cm. In the displacement vector diagram (the displacement vector cloud diagram can represent the displacement size and the direction of the overall displacement), the arrow direction represents the displacement direction of the solution unit.


## 3.2.2. Second Excavation

After the balance of the first excavation, the second excavation is simulated, and the stress-strain nephogram is shown in Figures9 and 10.Figure 9
Stress nephogram after second excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 10
Strain nephogram after second excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the second excavation, the stress distribution is similar to that of the first excavation, and there is obvious stress concentration at the foot of the slope (Figure9). The stress distribution in Z direction is relatively uniform, and the stress value increases gradually from surface to core. The stress in X direction is mainly between −0.23 MPa and 0.67 MPa, and the stress in Z direction is mainly between −2.23 MPa and 0.11 MPa.There is a small amount ofX-direction displacement on the slope outside the excavation area in Figure 10, which shows the trend of sliding to both sides. The maximum displacement on the left side of the excavation area is 0.53 cm, and the maximum displacement on the right side is 0.59 cm. In the excavation area, there is a positive displacement in Z direction, because the slope rebounds due to the unloading effect in the excavation area. In the center of the excavation area, the displacement rebound in Z direction is the largest, and the maximum displacement in Z direction is 1.56 cm.


## 3.2.3. Third Excavation

After the second excavation balance, the third excavation simulation of the mine is carried out, that is, the excavation of the first step. The stress-strain nephogram is shown in Figures11 and 12.Figure 11
Stress nephogram after third excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 12
Strain nephogram after third excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the third excavation, the stress distribution is different from that of the first two (Figure11). There are obvious stress concentrations at the toe of the excavation and the residual toe of the second excavation; the maximum stress concentration at the toe of the upper slope is 0.42 MPa, and the maximum stress concentration at the bottom is 0.59 MPa, which shows that the stress concentration in the lower layer is more serious than that in the upper layer. The stress distribution in Z direction is relatively uniform, and the stress value increases gradually from the surface to inner core. The stress in X direction is mainly between −0.52 MPa and −0.18 MPa, and the stress in Z direction is mainly between −0.19 MPa and −0.01 MPa.Besides the first step excavation area and the second excavation area, the slope still showsX-direction sliding (Figure 12). The maximum displacement on the left side of the upper excavation area is 0.23 cm, and the maximum displacement on the right side is 0.54 cm; the maximum displacement on the left side of the lower second excavation area is 0.58 cm, and the maximum displacement on the right side is 0.62 cm. Within the excavation area, the maximum displacement caused by the bottom heave is 0.6 cm in the upper layer and 1.6 cm in the lower layer. The overall analysis shows that the excavation of the first step has less impact on the upper mine than on the lower mine. The reason may be that the excavation has less soil and the impact is not enough to offset the effect of large-scale excavation.


## 3.2.4. Fourth Excavation

After the third excavation balance, the first step of the quarry has been formed. Continue to carry out the fourth excavation simulation of the mine, that is, the excavation of the second step. The stress-strain nephogram is shown in Figures13 and 14.Figure 13
Stress nephogram after forth excavation. (a)X-direction stress nephogram and (b) Z-direction stress nephogram.
(a)(b)Figure 14
Strain nephogram after forth excavation. (a)X-direction strain nephogram and (b) Z-direction strain nephogram.
(a)(b)After the excavation of the second step, the stress distribution is similar to that of the first step (Figure13). There is an obvious stress concentration at the foot of the second step and the first step; the maximum stress concentration in the upper layer is 0.29 MPa, and the maximum stress concentration in the lower layer is 0.79 MPa. It can be seen that the stress concentration in the lower layer is still more serious than that in the upper layer. The stress distribution in Z direction is relatively uniform, and the stress value increases gradually from surface to core. The stress in X direction is mainly between −0.78 MPa and −0.15 MPa, and the stress in Z direction is mainly between −0.21 MPa and −0.02 MPa.After the excavation of the second step in Figure14, the slope outside the excavation area still shows X-direction sliding; the maximum displacement on the left side of the excavation area is 0.72 cm, and the maximum displacement on the right side is 0.75 cm. Within the excavation area, the maximum displacement of the floor heave caused by the excavation of the second step is 2.1 cm, the maximum value appears in the center of the excavation area, and the floor heave does not appear in the excavation area of the first step.


## 3.3. Stress-Strain Monitoring and Slope Reinforcement Location Selection

In order to compare the stress concentration and displacement difference between the first step and the second step more intuitively, and to strengthen the slope effectively, the monitoring points are set up for the numerical model. A total of 13 strain monitoring points are arranged, including 6 first steps and 7 second steps, which are evenly distributed in the area with obvious stress concentration at the foot of the slope, 1.5 m high from the step, and the distance between the two monitoring points is 30 m (the influence range of reinforcement is 30 m). A total of 41 displacement monitoring points are arranged, including 14 first steps and 27 second steps. The height from the step is 5 m, and the distance between the two monitoring points is 30 m, as shown in Figure15.Figure 15
Arrangement of stress and strain monitoring points.As shown in Figures16(a) and 16(b) stress-strain monitoring curves, the stress and strain of monitoring points are in an increasing state after the completion of the first three excavations. After the fourth excavation, because part of the soil of the first step was excavated, the stress concentration became smaller, while the maximum stress concentration appeared at the foot of the second step, and the floor heave also increased. It can be concluded that the best reinforcement monitoring point is near the corner of the second step, followed by the foot of the first step.Figure 16
Stress strain monitoring curve. (a) Stress monitoring curve and (b) strain monitoring curve.
(a)(b)


## 4. Slope Stability Analysis Based on SlopeLE

### 4.1. Introduction of SlopeLE

It can simply calculate the stability of the slope and the remaining sliding force, or automatically search for the minimum stability coefficient or the maximum remaining sliding force of the slope, which is the most important function of the slope calculation software SlopeLE. This software is widely used because of its simple interface, simple modeling process, easy operation, and other characteristics. The intermediate data in the calculation process can also be listed item by item in the form of a list, and the table can correspond to the diagram, which provides convenience for the check work. Another advantage of SlopeLE software is that it makes full use of AutoCAD’s powerful editing functions and realizes easy and quick export and import of AutoCAD graphics data (Figure17).Figure 17
CAD and SlopeLE using flow chart.The main calculation methods of SlopeLE software are divided into Swedish section method, simplified Bishop method, transfer coefficient method, engineering group method, Spencer method, and Morgenstern-Price method. The following are three common calculation methods.


#### 4.1.1. Swedish Division

The principle of Swedish division method is very simple, and the amount of calculation is very small, so it has been widely used. It is assumed that the circular arc is a sliding surface, and the sliding body is divided into several rigid vertical soil strips. It is considered that the force between the strips is very small, which will not affect the slope sliding and can be ignored, and the safety factor can be calculated only through the balance of the whole moment of sliding soil. Therefore, the stability safety factorFS under the Swedish slice method (without considering pore water pressure) can be written as(4)Fs=∑​cili+Wicosαitanφi∑Wisinαi.Here,ci and φi are, respectively, the shear strength indexes of the bottom of the ith soil strip. Wi, Li, and αi are the total weight (natural bulk density for water and saturated bulk density for water), the bottom length, and the bottom dip angle of the soil strip I, respectively.


#### 4.1.2. Simplify Bishop’s Method

The Bishop method is simple and has high accuracy. It is regarded as the best method to calculate the safety factor of circular sliding surface and is the most popular method in engineering. The difference between the method and the simple method is that the horizontal force between the soil strips is taken into consideration.(5)Fs=MrMs=∑Nitanφi+cili∑Wisinαi,where Mr and Ms are antiskid moment and sliding moment, respectively, and Ni, Wi, φi, and αi are, respectively, the bottom normal force, gravity, friction angle, and bottom dip angle of the ith soil strip. ci and li are the cohesive force and bottom length of the i-th soil strip, respectively.


#### 4.1.3. Transfer Coefficient Method

Since computers were not widely used in the past, the explicit solution of the transfer coefficient (KT load increase) appeared, and the transfer coefficient was simplified. Assume that the safety factor in the transfer coefficient is 1, which simplifies the calculation and is more convenient to solve. It has been widely used in China, and a lot of experience has been obtained in how to value the safety factor. Because the explicit method adopts the method of increasing the sliding force, the calculation error is large. The specific calculation formula is as follows:(6)residual sliding force:Ei=Ei−1×ψi−1+Fs×Ti−RiwhenTi<0,Fs=1;whenEi<0,Ei=0,transfer coefficient:ψi−1=cosαi−1−αi−sinαi−1−αi×tanφi.The implicit solution of the transfer coefficient method (R/K strength reduction) is also called the strength reduction safety factor method. In the stability analysis using the implicit solution method, the slip surface strength parameter is firstly reduced byFs times until the residual slip force of the last band is 0. At this point, the safety factor of the strength reduction is the stability factor of the landslide. The specific calculation formula is as follows:(7)residual sliding force:Ei=Ei−1×ψi−1+Ti−RiFswhenEi<0,Ei=0,transfer coefficient:ψi−1=cosαi−1−αi−sinαi−1−αi×tanφiFs.


### 4.2. Calculation of the Safety Factor of Mine Slope Stability

In the analysis of slope stability by many experts and scholars, the safety factor is generally used as the main standard to measure the stability of the slope, and according to this standard to carry out the corresponding slope treatment. Therefore, the value of the safety factor of the slope can have the most direct impact on the safety and engineering benefits of the slope. Generally speaking, the ratio of antisliding force and sliding force along the assumed sliding surface is called the safety factor of slope stability. According to article 9.4.6 of code for investigation of landslide prevention and control engineering, the stable state of slope should be determined according to its safety factor of stability according to Table1.Table 1
Slope stability state grading table.
Stability factor fsFs < 1.001.0 ≤ Fs < 1.051.05 ≤ Fs < 1.15Fs ≥ 1.15Slope steady stateUnstableUnderstableBasically stableStableIn order to investigate the slope stability and safety state of Weibei limestone mine research area, the study is divided into five parts along its strike, geological characteristics, and joint distribution (Figure18). The most dangerous position of each part is taken to calculate the slope safety factor, the numerical value is compared and analyzed, and corresponding treatment measures are taken. It can be seen from Figure 18 that the safety factor of slope stability at Part 4 is the smallest, FS = 1.062, which is between under stable and basically stable state. The FS of the other four parts are 1.119, 1.123, 1.093, and 1.165, respectively, which are basically stable, and the results are the same as those of FLAC3D numerical simulation part above. Therefore, the dangerous slope of Part 4 is reinforced.Figure 18
Safety factor of mine slope stability.Figure19 shows the solution of safety factor of the fourth dangerous slope after reinforcement. The NPR constant resistance and large deformation anchor cable is used to reinforce the slope. The incident angle is 25°, the length is 30 m, and the preloading force is 30 T. Finally, FS = 1.203, and the slope is in a stable state.Figure 19
Safety factor after reinforcement.


## 4.1. Introduction of SlopeLE

It can simply calculate the stability of the slope and the remaining sliding force, or automatically search for the minimum stability coefficient or the maximum remaining sliding force of the slope, which is the most important function of the slope calculation software SlopeLE. This software is widely used because of its simple interface, simple modeling process, easy operation, and other characteristics. The intermediate data in the calculation process can also be listed item by item in the form of a list, and the table can correspond to the diagram, which provides convenience for the check work. Another advantage of SlopeLE software is that it makes full use of AutoCAD’s powerful editing functions and realizes easy and quick export and import of AutoCAD graphics data (Figure17).Figure 17
CAD and SlopeLE using flow chart.The main calculation methods of SlopeLE software are divided into Swedish section method, simplified Bishop method, transfer coefficient method, engineering group method, Spencer method, and Morgenstern-Price method. The following are three common calculation methods.


### 4.1.1. Swedish Division

The principle of Swedish division method is very simple, and the amount of calculation is very small, so it has been widely used. It is assumed that the circular arc is a sliding surface, and the sliding body is divided into several rigid vertical soil strips. It is considered that the force between the strips is very small, which will not affect the slope sliding and can be ignored, and the safety factor can be calculated only through the balance of the whole moment of sliding soil. Therefore, the stability safety factorFS under the Swedish slice method (without considering pore water pressure) can be written as(4)Fs=∑​cili+Wicosαitanφi∑Wisinαi.Here,ci and φi are, respectively, the shear strength indexes of the bottom of the ith soil strip. Wi, Li, and αi are the total weight (natural bulk density for water and saturated bulk density for water), the bottom length, and the bottom dip angle of the soil strip I, respectively.


### 4.1.2. Simplify Bishop’s Method

The Bishop method is simple and has high accuracy. It is regarded as the best method to calculate the safety factor of circular sliding surface and is the most popular method in engineering. The difference between the method and the simple method is that the horizontal force between the soil strips is taken into consideration.(5)Fs=MrMs=∑Nitanφi+cili∑Wisinαi,where Mr and Ms are antiskid moment and sliding moment, respectively, and Ni, Wi, φi, and αi are, respectively, the bottom normal force, gravity, friction angle, and bottom dip angle of the ith soil strip. ci and li are the cohesive force and bottom length of the i-th soil strip, respectively.


### 4.1.3. Transfer Coefficient Method

Since computers were not widely used in the past, the explicit solution of the transfer coefficient (KT load increase) appeared, and the transfer coefficient was simplified. Assume that the safety factor in the transfer coefficient is 1, which simplifies the calculation and is more convenient to solve. It has been widely used in China, and a lot of experience has been obtained in how to value the safety factor. Because the explicit method adopts the method of increasing the sliding force, the calculation error is large. The specific calculation formula is as follows:(6)residual sliding force:Ei=Ei−1×ψi−1+Fs×Ti−RiwhenTi<0,Fs=1;whenEi<0,Ei=0,transfer coefficient:ψi−1=cosαi−1−αi−sinαi−1−αi×tanφi.The implicit solution of the transfer coefficient method (R/K strength reduction) is also called the strength reduction safety factor method. In the stability analysis using the implicit solution method, the slip surface strength parameter is firstly reduced byFs times until the residual slip force of the last band is 0. At this point, the safety factor of the strength reduction is the stability factor of the landslide. The specific calculation formula is as follows:(7)residual sliding force:Ei=Ei−1×ψi−1+Ti−RiFswhenEi<0,Ei=0,transfer coefficient:ψi−1=cosαi−1−αi−sinαi−1−αi×tanφiFs.


## 4.1.1. Swedish Division

The principle of Swedish division method is very simple, and the amount of calculation is very small, so it has been widely used. It is assumed that the circular arc is a sliding surface, and the sliding body is divided into several rigid vertical soil strips. It is considered that the force between the strips is very small, which will not affect the slope sliding and can be ignored, and the safety factor can be calculated only through the balance of the whole moment of sliding soil. Therefore, the stability safety factorFS under the Swedish slice method (without considering pore water pressure) can be written as(4)Fs=∑​cili+Wicosαitanφi∑Wisinαi.Here,ci and φi are, respectively, the shear strength indexes of the bottom of the ith soil strip. Wi, Li, and αi are the total weight (natural bulk density for water and saturated bulk density for water), the bottom length, and the bottom dip angle of the soil strip I, respectively.


## 4.1.2. Simplify Bishop’s Method

The Bishop method is simple and has high accuracy. It is regarded as the best method to calculate the safety factor of circular sliding surface and is the most popular method in engineering. The difference between the method and the simple method is that the horizontal force between the soil strips is taken into consideration.(5)Fs=MrMs=∑Nitanφi+cili∑Wisinαi,where Mr and Ms are antiskid moment and sliding moment, respectively, and Ni, Wi, φi, and αi are, respectively, the bottom normal force, gravity, friction angle, and bottom dip angle of the ith soil strip. ci and li are the cohesive force and bottom length of the i-th soil strip, respectively.


## 4.1.3. Transfer Coefficient Method

Since computers were not widely used in the past, the explicit solution of the transfer coefficient (KT load increase) appeared, and the transfer coefficient was simplified. Assume that the safety factor in the transfer coefficient is 1, which simplifies the calculation and is more convenient to solve. It has been widely used in China, and a lot of experience has been obtained in how to value the safety factor. Because the explicit method adopts the method of increasing the sliding force, the calculation error is large. The specific calculation formula is as follows:(6)residual sliding force:Ei=Ei−1×ψi−1+Fs×Ti−RiwhenTi<0,Fs=1;whenEi<0,Ei=0,transfer coefficient:ψi−1=cosαi−1−αi−sinαi−1−αi×tanφi.The implicit solution of the transfer coefficient method (R/K strength reduction) is also called the strength reduction safety factor method. In the stability analysis using the implicit solution method, the slip surface strength parameter is firstly reduced byFs times until the residual slip force of the last band is 0. At this point, the safety factor of the strength reduction is the stability factor of the landslide. The specific calculation formula is as follows:(7)residual sliding force:Ei=Ei−1×ψi−1+Ti−RiFswhenEi<0,Ei=0,transfer coefficient:ψi−1=cosαi−1−αi−sinαi−1−αi×tanφiFs.


## 4.2. Calculation of the Safety Factor of Mine Slope Stability

In the analysis of slope stability by many experts and scholars, the safety factor is generally used as the main standard to measure the stability of the slope, and according to this standard to carry out the corresponding slope treatment. Therefore, the value of the safety factor of the slope can have the most direct impact on the safety and engineering benefits of the slope. Generally speaking, the ratio of antisliding force and sliding force along the assumed sliding surface is called the safety factor of slope stability. According to article 9.4.6 of code for investigation of landslide prevention and control engineering, the stable state of slope should be determined according to its safety factor of stability according to Table1.Table 1
Slope stability state grading table.
Stability factor fsFs < 1.001.0 ≤ Fs < 1.051.05 ≤ Fs < 1.15Fs ≥ 1.15Slope steady stateUnstableUnderstableBasically stableStableIn order to investigate the slope stability and safety state of Weibei limestone mine research area, the study is divided into five parts along its strike, geological characteristics, and joint distribution (Figure18). The most dangerous position of each part is taken to calculate the slope safety factor, the numerical value is compared and analyzed, and corresponding treatment measures are taken. It can be seen from Figure 18 that the safety factor of slope stability at Part 4 is the smallest, FS = 1.062, which is between under stable and basically stable state. The FS of the other four parts are 1.119, 1.123, 1.093, and 1.165, respectively, which are basically stable, and the results are the same as those of FLAC3D numerical simulation part above. Therefore, the dangerous slope of Part 4 is reinforced.Figure 18
Safety factor of mine slope stability.Figure19 shows the solution of safety factor of the fourth dangerous slope after reinforcement. The NPR constant resistance and large deformation anchor cable is used to reinforce the slope. The incident angle is 25°, the length is 30 m, and the preloading force is 30 T. Finally, FS = 1.203, and the slope is in a stable state.Figure 19
Safety factor after reinforcement.


## 5. Conclusions

Due to the extremely harsh engineering geological conditions of the limestone mine in Weibei, the slope caused by blasting quarrying in the early stage is seriously deformed and the gravel piles up in large quantities, especially the slope near the south and north stope. Both research approaches of engineering geology in mining areas and the comprehensive treatment measures of limestone slope are of certain significance to the development of mining technology and enrichment of scientific theories. They are summarized as follows:(1)
A three-dimensional mechanical calculation model for the main stope of Weibei Limestone Mine was established, in which a total of 13 strain monitoring points and 41 displacement monitoring points were set up. According to comprehensive judgment criteria such as displacement cloud diagram, stress cloud diagram, and the convergence of numerical calculations, and referring to the stress-strain monitoring curve, the analysis and calculation results show that the excavation of the main stope according to the original design will produce greater stress concentration at the slope toe of the excavation area. The final excavation may cause overall instability and damage.(2)
Use SlopeLE software to analyze the stability and safety status of the slope in the study area of Weibei Limestone Mine. The mine is divided into 5 parts along its strike, geological characteristics and joint distribution, and the most dangerous position of each part is taken to solve the slope safety factor. The minimum safety factor for slope stability isFs = 1.062, and the rock mass is between the understable state and the basic stable state, so reinforcement measures are taken for it, and Fs = 1.203 after reinforcement.



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*Source: 5991348-2021-10-21.xml*