# Effect of Coalbed Methane Well Fracturing on Slope Stability of Open-Pit Coal Mine: A Case Study of Shengli East No. 2 Open-Pit Coal Mine

Authors: Qingzhong Zhu; Bo Wang; Xin Zhao; Chunchun Liu; Qing Yu; Liwen Zhang; Tao Hou; Guangjie Sang
Journal: Advances in Civil Engineering
 (2020)

---

## Abstract

The impact of hydraulic fracture from CBM well fracturing on slope stability of the Shengli East No. 2 open-pit coal mine is analyzed by numerical simulation and limit equilibrium methods. The interference effect of coalbed methane (CBM) well fracturing on slope stability of the open-pit coal mine promotes the coordinated development of CBM, and open-pit coal is discussed before and after coal mining. It shows that nearly horizontal fractures are formed in the coal seam due to CBM well fracturing, of which the dynamic facture length and propping fracture length are 137.2 m and 105.2 m, respectively. Moreover, the dynamic fracture height is 137.2 m and propping fracture height is 130.6 m. At the location of perforation, the dynamic fracture width is 0.873 cm and average propping fracture width is 0.111 cm. The CBM well fracturing barely imposed any effect on slope stability before open-pit coal mining. The maximum vertical displacement at the toe of slope induced by fracturing is 0.293 mm. In situations with and without CBM well fracturing, vertical stress distributions in the toe, top, and interior of slope have no obvious difference. There is some extent of vertical stress increase within the interior of slope, which is merely 0.2 MPa higher than that in the condition of initial in situ stress equilibrium. The presence of hydraulic fractures has little effect on the overall displacement of slope during coal mining; and there is no obvious difference between the slope stability during coal mining and the slope stability impacted by fracturing. According to the results of limit equilibrium method and numerical simulation, the overall slope stability coefficient is 1.5–1.97, which accords with the requirements of theDesign Code for Open-Pit Mine of Coal Industry (GB50197-2015). Therefore, more attentions should be paid to the ways of excavation and sloping during coal mining, avoiding slope instability caused by excavation.


---

## Body

## 1. Introduction

As an important way to alleviate the imbalance between the supply and demand of oil and gas and the safe production of coal resources [1–3], CBM development and utilization can also facilitate the optimization of national energy structure and the reduction of greenhouse gas emissions [4]. In order to enhance the exploration and development of CBM resources, the state council issued the Several Opinions on Speeding up the Extraction and Utilization of Coalbed Methane (Coal Mine Gas) (GBF [2006] No. 47) and the Ministry of Land and Resources issued the Notice on Strengthening the Management on Comprehensive Exploration and Mining of Coal and Coalbed Methane Resources (GTZF [2007] No. 96). They explicitly specify some principles on coal resource development and utilization, including the policies concerning extraction before mining and the concurrence of governance and utilization, the adoption of various encouraging and supporting measures to prevent coal mine gas accidents, the efficient utilization of energy resources, and the effective protection of ecological environment. Some scientific issues concerning the coordinated development, orderly connection, positive interaction of CBM and coal resource, and interference effect evaluation between these two kinds of resources during development activities have attracted considerable attention [5]. As the key to the efficient development of CBM, CBM well fracturing may impact the mining of coal mine (underground mine), as the high-strength fracture reformation of CBM wells may induce adverse effects on the coal seam, coal roof and floor, roadway support and layout, mine ventilation, mine waterproofing, comprehensive mechanized mining, etc. [6–9]. Slope stability analysis is a major issue for open-pit mining [10–12]. Some previous studies on slope stability of open-pit coal mines proposed that the alterant or influential factors for stress state and strength property of slope rock mass mainly include lithology, rock mass structure, hydrological effect, weathering, earthquake, natural stress, topographic features, and human activities.The impact of CBM development on the stability of open-pit coal mines is mainly due to the large number of cracks generated during the fracturing process. Many people have done a lot of research on the influence of cracks on the stability of open-pit coal mine slopes. Wang discovered in the study of Shenglidong No. 2 open-pit coal mine that due to the influence of factors such as structure, local slope steepness, and groundwater, the resulting single-step loose rupture has little effect on open-pit mining in the coal mine [13]; Chen et al. found that the vertical pull of cracks in the open-pit of the open-pit mine has a greater impact on the slope stability, and as the depth of the crack increases, the displacement of the rock mass in the slope also becomes larger [14].However, researches about the effect of CBM development on slope stability of open-pit coal mines are less, and there is no practical engineering experience for reference. By taking the Shengli East No. 2 open-pit coal mine as a case study, the 3D modeling of fracture geometry caused by the CBM well fracturing was achieved by the Fracpro PT software, and the impact of CBM well fracturing on slope instability before and after open-pit coal mining was simulated by the FLAC3D software. The evaluations of physical and mechanical property changes of the strata after CBM well fracturing and their influence on slope stability of coal mine provide guidance for the collaborative development and utilization of CBM and coal resources in the study area as well as engineering experience for similar projects.


## 2. Engineering Geology Background

Shengli Coal Field is one of the coal basins to the west of the Greater Khingan Range and is located within the Wunite Fault Zone in the east end of Erlian Depression (also known as Erlian Basin Group). There are 9 major and minor normal faults with a strike of about N60°E in the study area and the axis of Shengli Syncline passing through the north of central Shengli East No. 2 Open-Pit Mine. A normal fault F68 in the south slope is likely to form a natural lateral boundary for sliding body.The main coal bearing stratum of Shengli East No. 2 Open-Pit Coal Mine is the 6# coal seam of Shengli formation of Bayanhua Cluster of the lower Cretaceous System in the Mesozoic group. The 6# coal seam is characterized by complex architecture with continuous and stable plane distribution and has a buried depth of 30.85–623.00 m, thickness of 1.95–228.30 m, average thickness of 61.43 m, gas content of 1.0–3.6 m3/t, and permeability of 0.6–6 mD [15–17]. The CBM and coal resources have been exploited in the area. For the target 6# coal seam, four CBM exploration wells have been completed, two of which have been in the stage of production; in addition, two new wells are about to be drilled. The overall well spacing is about 300 m × 300 m (Figure 1).Figure 1
Distribution of CBM wells and pit in Shengli East No. 2 Open-Pit Coal Mine.


## 3. Simulation of Fracture Architecture Induced by CBM Well Fracturing

Considering the tested mechanical parameters of coal and the floor and roof strata in the study area, a 3D fracturing model was established for fracture architecture after CBM well fracturing in No. 2 Open-Pit Mine in the east of Shengli Coalfield by using the Fracpro PT software, which has commonly been used in hydraulic fracturing design and analysis. Based on the 3D rock deformation and the 2D flow of fracturing fluid in horizontal and vertical directions along fractures, the continuity equation of fracturing fluid flow in fractures, pressure drop equation, and te mathematical control equations of fracture propagation including fracture width equation and fracture height equation were established [18]. The related fracture simulation parameters are shown in Table 1.Table 1
The input optimization parameters for Fracpro PT software simulation.
ParameterValueUnitReservoir thickness50mReservoir pressure4.69MPaReservoir pressure gradient0.0081MPa/mPermeability0.24mDFormation coefficient1.27mD·mYoung’s modulus3,500MPaPoisson’s ratio0.3—Reservoir temperature27.43°CThe simulation parameters were determined by the construction parameters of implemented wells, including the coal reservoir depth of about 450 m, the utilization of active hydraulic fracturing fluid with 450 m3 of injection in each segment, the addition of 40 m3 of sand into each section, the construction displacement of 8.1 m3/min, the fracturing construction duration of 60 min, and the pressure drop measurement for 60 min after construction.Figure2 shows the diagrammatic sketch of fracturing area in the 6# coal seam. The simulation results show the dominant cracking of horizontal fractures within coal seam during fracturing due to its shallow buried depth. The fracture length, i.e., the dynamic fracture length, is 137.2 m, and the propping fracture length is 105.2 m; the dynamic fracture height is 137.2 m, and the propping fracture height is 130.6 m; the dynamic fracture width, i.e., the uplifted height of the strata in vertical direction, is 0.873 cm at the location of perforation, and the average propping fracture width is 0.111 cm; the average fracture conductivity is 97.67 mD·m; the dimensionless conductivity is 18.57.Figure 2
A sketch map of the section crossing 6# coal seam with fracturing reformation in Shengli East No. 2 Open-Pit Coal Mine.


## 4. Simulation Method, Principle, and Model Establishment for Slope Instability before Open-Pit Coal Mining

### 4.1. Principles of FLAC3D Analysis and Computation

The FLAC3D program adopts the fast Lagrangian method in mathematics and obtains the step solutions to all motion equations and constitutive equation of the model based on the explicit difference. The constitutive equation is derived from the basic definition of stress and strain and Hooke’s law, while for the motion balance equation, the Cauchy’s equation of motion is directly applied, which is derived from Newton’s law of motion.In this paper, the degree and extent of impact imposed by CBM well fracturing were evaluated in views of the damage degree of lithology in CBM development area, the changes in physical and mechanical properties of strata after fracturing, and the mine slope stability. As the fractures for simulation analysis exist in 6# Coal seam, 6# coal was taken as a separate group for modeling. Elevation and strata are different for models before and after excavation. To analyze the impact of fractures cracking on slope stability before excavation, the fractures were modeled by the contact surface unit in FLAC3D software; while for slope after coal excavation, the null model in FLAC3D software was used to simulate the slope excavation process and to analyze the impact of fractures on slope stability before and during coal excavation.


### 4.2. Model Establishment

#### 4.2.1. Analysis of Simulation Results before Coal Mining

According to the stratigraphic conditions of study area, a numerical simulation model was established about the southern slope of the mine pit, in order to evaluate the impact of the nearly horizontal deep fractures induced by CBM exploration well fracturing on slope stability [19, 20]. The strata were divided into 8 layers through reasonable simplification (Table 2). As the fractures for simulation analysis exist in 6# coal seam, 6# coal was taken as a separate group for modeling. For the facilitation of fracturing model establishment, the fractures were divided into 3 layers with elevations of −200 m, −220 m, and −240 m, respectively, and the contact surface unit was adopted for fracturing modeling [21, 22].Table 2
Geometric parameters of the model.
Designation of layerThickness (m)Depth (m)Topsoil layer4040Pliocene layer5090Upper coal and rock layer100190Coalbed no. 660250Middle coal and rock layer150400Mudstone layer90490Lower coal and rock layer260750Conglomerate layer120870This slope is 40 m in height, and the slope angle is 24°. Since the model dimensions would influence the calculation results to a certain extent, the adopted distance from slope toe to the left boundary is 60 m, the distance from slope top to the right boundary is 150 m, and the longitudinal length on slope top is 600 m. The thickness between the slope top and the bottom stratum is 870 m. The boundary conditions were set as a fixed bottom surface, horizontal constraints on both left and right sides, and a free boundary in the upper surface. According to Mohr–Coulomb criterion, the initial stress field was considered as a self-weight stress field, and the computation convergence criterion is that the unbalanced force ratio meets the solution requirements of 10−5.The spatial scope of the model is from top to bottom on the ground, and the dimensions are 600 m × 300 m × 870 m (length × width × height) (Figure3). By the adoption of hexahedral and wedge-shaped units within FLAC3D, a total of 1,267,200 units and 1,306,074 nodes were divided.Figure 3
Numerical model of the southern slope of Shengli East No. 2 Open-Pit Coal Mine.


#### 4.2.2. Simulation of Coal Seam Mining after Fracturing

According to the engineering background, a numerical simulation model was established with reasonable simplification for the southern slope of the mine pit in the study area, so as to reasonably evaluate the impact of the nearly horizontal deep fractures induced by CBM exploration well on slope stability after coal mining. For the selected slope of the pit being mined, the strata were divided into 5 layers through reasonable simplification (Table3). As the fractures for simulation analysis exist in 6# coal seam, 6# coal was taken as a separate group for modeling. For the facilitation of fracturing model establishment, the fractures were divided into 3 layers with elevations of −350 m, −370 m, and −390 m, respectively.Table 3
Geometric parameters of the model.
Designation of layerThickness (m)Topsoil layer90Coalbed no. 410Middle rock layer240Coalbed no. 660Bedrock layer100For the slope which is 400 m in height and has an angle of 24°, a numerical model was established based on plane strain status. Since the model dimensions would influence the calculation results to a certain extent, the adopted distance from slope toe to the right boundary is 200 m, the distance from slope toe to the left boundary is 1800 m, the distance from slope top to the left boundary is 900 m, and the longitudinal length on slope top is 300 m. The thickness between the slope top and the bottom stratum is 500 m. The boundary conditions were set as a fixed lower part, horizontal constraints on both left and right sides, and a free boundary in the upper part. According to Mohr–Coulomb criterion, the initial stress field was considered as a self-weight stress field, and the computation convergence criterion is that the unbalanced force ratio meets the solution requirements of 10−6.By the adoption of hexahedral and wedge-shaped units within FLAC3D, a total of 16,400 units and 18,942 nodes were divided. The simulation was performed at the following steps: (a) model establishment and initial in situ stress balance; (b) CBM well fracturing; (c) slope excavation and stability calculation. The slope excavation is calculated using the assigned null model (Figure4).Figure 4
Numerical model of the slope after mining on the southern side of the pit.


## 4.1. Principles of FLAC3D Analysis and Computation

The FLAC3D program adopts the fast Lagrangian method in mathematics and obtains the step solutions to all motion equations and constitutive equation of the model based on the explicit difference. The constitutive equation is derived from the basic definition of stress and strain and Hooke’s law, while for the motion balance equation, the Cauchy’s equation of motion is directly applied, which is derived from Newton’s law of motion.In this paper, the degree and extent of impact imposed by CBM well fracturing were evaluated in views of the damage degree of lithology in CBM development area, the changes in physical and mechanical properties of strata after fracturing, and the mine slope stability. As the fractures for simulation analysis exist in 6# Coal seam, 6# coal was taken as a separate group for modeling. Elevation and strata are different for models before and after excavation. To analyze the impact of fractures cracking on slope stability before excavation, the fractures were modeled by the contact surface unit in FLAC3D software; while for slope after coal excavation, the null model in FLAC3D software was used to simulate the slope excavation process and to analyze the impact of fractures on slope stability before and during coal excavation.


## 4.2. Model Establishment

### 4.2.1. Analysis of Simulation Results before Coal Mining

According to the stratigraphic conditions of study area, a numerical simulation model was established about the southern slope of the mine pit, in order to evaluate the impact of the nearly horizontal deep fractures induced by CBM exploration well fracturing on slope stability [19, 20]. The strata were divided into 8 layers through reasonable simplification (Table 2). As the fractures for simulation analysis exist in 6# coal seam, 6# coal was taken as a separate group for modeling. For the facilitation of fracturing model establishment, the fractures were divided into 3 layers with elevations of −200 m, −220 m, and −240 m, respectively, and the contact surface unit was adopted for fracturing modeling [21, 22].Table 2
Geometric parameters of the model.
Designation of layerThickness (m)Depth (m)Topsoil layer4040Pliocene layer5090Upper coal and rock layer100190Coalbed no. 660250Middle coal and rock layer150400Mudstone layer90490Lower coal and rock layer260750Conglomerate layer120870This slope is 40 m in height, and the slope angle is 24°. Since the model dimensions would influence the calculation results to a certain extent, the adopted distance from slope toe to the left boundary is 60 m, the distance from slope top to the right boundary is 150 m, and the longitudinal length on slope top is 600 m. The thickness between the slope top and the bottom stratum is 870 m. The boundary conditions were set as a fixed bottom surface, horizontal constraints on both left and right sides, and a free boundary in the upper surface. According to Mohr–Coulomb criterion, the initial stress field was considered as a self-weight stress field, and the computation convergence criterion is that the unbalanced force ratio meets the solution requirements of 10−5.The spatial scope of the model is from top to bottom on the ground, and the dimensions are 600 m × 300 m × 870 m (length × width × height) (Figure3). By the adoption of hexahedral and wedge-shaped units within FLAC3D, a total of 1,267,200 units and 1,306,074 nodes were divided.Figure 3
Numerical model of the southern slope of Shengli East No. 2 Open-Pit Coal Mine.


### 4.2.2. Simulation of Coal Seam Mining after Fracturing

According to the engineering background, a numerical simulation model was established with reasonable simplification for the southern slope of the mine pit in the study area, so as to reasonably evaluate the impact of the nearly horizontal deep fractures induced by CBM exploration well on slope stability after coal mining. For the selected slope of the pit being mined, the strata were divided into 5 layers through reasonable simplification (Table3). As the fractures for simulation analysis exist in 6# coal seam, 6# coal was taken as a separate group for modeling. For the facilitation of fracturing model establishment, the fractures were divided into 3 layers with elevations of −350 m, −370 m, and −390 m, respectively.Table 3
Geometric parameters of the model.
Designation of layerThickness (m)Topsoil layer90Coalbed no. 410Middle rock layer240Coalbed no. 660Bedrock layer100For the slope which is 400 m in height and has an angle of 24°, a numerical model was established based on plane strain status. Since the model dimensions would influence the calculation results to a certain extent, the adopted distance from slope toe to the right boundary is 200 m, the distance from slope toe to the left boundary is 1800 m, the distance from slope top to the left boundary is 900 m, and the longitudinal length on slope top is 300 m. The thickness between the slope top and the bottom stratum is 500 m. The boundary conditions were set as a fixed lower part, horizontal constraints on both left and right sides, and a free boundary in the upper part. According to Mohr–Coulomb criterion, the initial stress field was considered as a self-weight stress field, and the computation convergence criterion is that the unbalanced force ratio meets the solution requirements of 10−6.By the adoption of hexahedral and wedge-shaped units within FLAC3D, a total of 16,400 units and 18,942 nodes were divided. The simulation was performed at the following steps: (a) model establishment and initial in situ stress balance; (b) CBM well fracturing; (c) slope excavation and stability calculation. The slope excavation is calculated using the assigned null model (Figure4).Figure 4
Numerical model of the slope after mining on the southern side of the pit.


## 4.2.1. Analysis of Simulation Results before Coal Mining

According to the stratigraphic conditions of study area, a numerical simulation model was established about the southern slope of the mine pit, in order to evaluate the impact of the nearly horizontal deep fractures induced by CBM exploration well fracturing on slope stability [19, 20]. The strata were divided into 8 layers through reasonable simplification (Table 2). As the fractures for simulation analysis exist in 6# coal seam, 6# coal was taken as a separate group for modeling. For the facilitation of fracturing model establishment, the fractures were divided into 3 layers with elevations of −200 m, −220 m, and −240 m, respectively, and the contact surface unit was adopted for fracturing modeling [21, 22].Table 2
Geometric parameters of the model.
Designation of layerThickness (m)Depth (m)Topsoil layer4040Pliocene layer5090Upper coal and rock layer100190Coalbed no. 660250Middle coal and rock layer150400Mudstone layer90490Lower coal and rock layer260750Conglomerate layer120870This slope is 40 m in height, and the slope angle is 24°. Since the model dimensions would influence the calculation results to a certain extent, the adopted distance from slope toe to the left boundary is 60 m, the distance from slope top to the right boundary is 150 m, and the longitudinal length on slope top is 600 m. The thickness between the slope top and the bottom stratum is 870 m. The boundary conditions were set as a fixed bottom surface, horizontal constraints on both left and right sides, and a free boundary in the upper surface. According to Mohr–Coulomb criterion, the initial stress field was considered as a self-weight stress field, and the computation convergence criterion is that the unbalanced force ratio meets the solution requirements of 10−5.The spatial scope of the model is from top to bottom on the ground, and the dimensions are 600 m × 300 m × 870 m (length × width × height) (Figure3). By the adoption of hexahedral and wedge-shaped units within FLAC3D, a total of 1,267,200 units and 1,306,074 nodes were divided.Figure 3
Numerical model of the southern slope of Shengli East No. 2 Open-Pit Coal Mine.


## 4.2.2. Simulation of Coal Seam Mining after Fracturing

According to the engineering background, a numerical simulation model was established with reasonable simplification for the southern slope of the mine pit in the study area, so as to reasonably evaluate the impact of the nearly horizontal deep fractures induced by CBM exploration well on slope stability after coal mining. For the selected slope of the pit being mined, the strata were divided into 5 layers through reasonable simplification (Table3). As the fractures for simulation analysis exist in 6# coal seam, 6# coal was taken as a separate group for modeling. For the facilitation of fracturing model establishment, the fractures were divided into 3 layers with elevations of −350 m, −370 m, and −390 m, respectively.Table 3
Geometric parameters of the model.
Designation of layerThickness (m)Topsoil layer90Coalbed no. 410Middle rock layer240Coalbed no. 660Bedrock layer100For the slope which is 400 m in height and has an angle of 24°, a numerical model was established based on plane strain status. Since the model dimensions would influence the calculation results to a certain extent, the adopted distance from slope toe to the right boundary is 200 m, the distance from slope toe to the left boundary is 1800 m, the distance from slope top to the left boundary is 900 m, and the longitudinal length on slope top is 300 m. The thickness between the slope top and the bottom stratum is 500 m. The boundary conditions were set as a fixed lower part, horizontal constraints on both left and right sides, and a free boundary in the upper part. According to Mohr–Coulomb criterion, the initial stress field was considered as a self-weight stress field, and the computation convergence criterion is that the unbalanced force ratio meets the solution requirements of 10−6.By the adoption of hexahedral and wedge-shaped units within FLAC3D, a total of 16,400 units and 18,942 nodes were divided. The simulation was performed at the following steps: (a) model establishment and initial in situ stress balance; (b) CBM well fracturing; (c) slope excavation and stability calculation. The slope excavation is calculated using the assigned null model (Figure4).Figure 4
Numerical model of the slope after mining on the southern side of the pit.


## 5. Simulation of Slope Instability due to CBM Well Fracturing in Open-Pit Coal Mining

### 5.1. Simulation of Slope Instability before Open-Pit Coal Mining

#### 5.1.1. Determination of Computation Model Parameters

Physical and mechanical parameters of overburden rock were determined on the basis of coal-bearing strata distribution. Effect of fracturing on rock and soil mass mainly manifested as structure damage and is expressed as the great decrease in cohesion, which can even drop to zero. Therefore, a residual cohesion value of zero was adopted in this study. Parameters of the rock and soil mass are shown in Table4.Table 4
Material parameters of the geological model.
Type of layerBulk density (kg/m3)Bulk modulus (MPa)Shear modulus (MPa)Tensile strength (MPa)Cohesion (MPa)Friction angle (°)Topsoil layer1,80012.55.810.1318Pliocene layer2,3001,3901,0401.82.324Upper coal and rock layer1,5004,7803,7408.71.3227Coalbed no. 61,5004,7803,7408.71.3227Middle coal and rock layer1,5004,7803,7408.71.3227Mudstone layer2,2001,3901,0001.52.021Lower coal and rock layer1,5004,7803,7408.71.3227Conglomerate layer2,6007,5506,1401.878.5637Coal mass fracture layer0000015


#### 5.1.2. Simulation Results

(1) Recovery of Initial Stress Field. As a major controlling factor for mechanical properties of rock mass, the initial stress field is also one of the important stress sources for rock mass deformation and failure when the ambient condition changes. Since the survey and evaluation area is a mountain with greatly changing terrain slope, obvious difference of stress field variation exists in horizontal and vertical directions. The numerical simulation results show that the vertical stress imposed on strata gradually increases from top to bottom under self-weight stress of the rock and soil mass. The vertical stress reaches a maximum value of about 14.2 MPa at elevation −870 m, and its minimum value is near the ground surface, as shown in Figure 5. The rock and soil mass is in tensile state at the slope shoulder, forming a tension zone; the slope toe is in a compression state, forming the maximum shear stress concentrated zone; and the slope surface has a tensile state, which is actually in a two-way stress state as the lateral pressure closes to zero. Therefore, the rock and soil mass is under concentrated stress at slope shoulder and toe, while the stress distribution is relatively scattered on slope surface. The vertical tensile stress value achieves its maximum value, about 3.93 MPa, at the slope shoulder.Figure 5
Cloud chart of the overall vertical stress after initial in situ stress balance.The stress and strain states after the balance of self-weight stress in the numerical model are similar to those of the survey and evaluation area.(2) Simulation Results of Fracturing. Impact of fractures in 6# coal seam related to CBM well fracturing on the strata is indicated by a cloud chart of vertical stress for the model after fracturing (Figure 6). The vertical stress in strata mainly concentrates in the vicinity of the three fractures in 6# coal seam and gradually reduces as it diffuses towards the rock mass interior. Stress distributions of the three fractures are similar and with limited range of influence. The maximum and minimum vertical stresses near the fractures are 69.30 MPa and 10 MPa, respectively. Stress distribution is gradually scattered towards the overlying rock and soil mass above fractures and eventually becomes consistent with the overall stress field of rock and soil mass. Vertical stress state of other strata has no obvious alteration. As shown in the cloud chart of vertical displacement for the model after fracturing (Figure 7), vertical displacement occurs on the rock mass above hydraulic fractures, which reaches a maximum value of 0.5 mm. The overall displacement of rock mass above fractures is larger than that of the lower rock mass, which acquires a maximum vertical displacement of 0.250 mm. For the hydraulic fractures formed in coal seam, the vertical displacement gradually decreases from center to both sides and the maximum vertical displacement in central part is 2.21 mm. Furthermore, for the three fractures, the vertical displacement of a fracture increases with the decrease of its spatial location.Figure 6
Cloud chart of vertical stress for the model after fracturing.Figure 7
Cloud chart of vertical displacement for the model after fracturing.The vertical stress states within the slope toe, slope top, and interior of slope after fracturing are shown in cloud chart of vertical stress (Figure8). It is clear that the vertical stress distribution within the interior of slope was not influenced by the nearly horizontal deep fractures induced by CBM exploration well fracturing. Compared with the initial stress field distribution, the vertical stress field distribution almost has no alteration as the maximum shear stress concentrated zone related to self-weight of rock and soil mass is still at slope toe. The toe and top of slope are still in stress concentration state, while the stress distribution is relatively scattered on slope surface. The maximum vertical tensile stress value, about 3.93 MPa, occurs on slope shoulder. However, conspicuous difference of stress field exists at the same location within the interior of slope, where the vertical stress value of about 14.4 MPa is 0.2 MPa higher than that in the initial stress field. From the cloud chart of vertical displacement for slope after fracturing (Figure 9), vertical displacement of rock and soil mass decreases gradually from slope top to slope toe. The maximum vertical displacement is 0.294 mm at slope top and the minimum vertical displacement is 0.275 mm at slope toe, and the difference between them is about 0.018 mm.Figure 8
Cloud chart of vertical stress after fracturing.Figure 9
Cloud chart of vertical displacement for the slope after fracturing.


### 5.2. Simulation of Slope Instability during Open-Pit Coal Mining

#### 5.2.1. Determination of Parameters for Computation Model

Physical and mechanical parameters of overburden rock were selected according to the synthetic columnar of coal seam within the proposed line site. Effect of fracturing on rock and soil mass mainly manifested as structure damage and is expressed as the great decrease of cohesion, which can even drop to zero. Therefore, a residual cohesion value of zero was adopted in this study. Parameters of the rock and soil mass are shown in Table5.Table 5
Material parameters of the geological model.
Type of layerBulk density (kg/m3)Bulk modulus (MPa)Shear modulus (MPa)Tensile strength (MPa)Cohesion (MPa)Friction angle (°)Topsoil layer1,80012.55.810.1318Coalbed no. 41,5004,7803,7408.71.3227Middle rock layer2,3001,3901,0401.82.324Coalbed no. 61,5004,7803,7408.71.3227Conglomerate layer2,6007,5506,1401.878.5637Coal mass fracture000000


#### 5.2.2. Simulation Results Analysis

(1) Simulation Results of Slope with Conventional Excavation. After conventional excavation of slope, a large settlement, with the maximum value of 4.146 m, formed on the surface, while no obvious settlement is observed in other parts (Figure 10). Horizontal displacement mainly occurs at the slope top and its vicinity with a maximum value of 0.45244 m (Figure 11) and is small in other parts, indicating a moving trend towards slope external. Displacement is small at the junction of slope top and slope surface; horizontal displacement extends towards the free surface at the front edge of slope top and the upper part of slope surface, and displacement is expressed as a circle distribution with the maximum value in the center where slope stability would be affected and collapse tends to occur.Figure 10
Vertical displacement of a slope after conventional excavation.Figure 11
Horizontal displacement of a slope after conventional excavation.(2) Simulation Results of Slope Excavation in the Presence of CBM Well Fracturing. The CBM development is a desorption-diffusion-seepage process, and continuous dewatering and depressurization are the main features of CBM production. During the continuous dewatering and depressurization process of coal seam, fluid in the open hole is continuously discharged, which results in the continuous pressure decrease therein and a constant release of stratum stress towards the open hole; as a result, the in situ stress within coal seam redistributes constantly and thus the internal architecture of coal seam changes. In the process of coal reservoir dewatering and depressurization, the effective stress on coal increases due to the decrease of fluid pressure as the fluid is discharged from reservoir pores and fractures; consequently, the fractures within coal seam is subject to compressional deformation, and the coal matrix expands so that the matrix particles contact and extrude with each other through their surfaces, so the porosity of coal reservoir decreases. After completion of CBM production, hydraulic fractures will exist within the whole slope.The simulation results show that no difference occurs in the vertical displacement of slope with hydraulic fractures compared with that of the conventional slope. A large settlement, with the maximum value of 4.146 m, formed on the surface, while no obvious settlement is observed in other parts (Figure12). Moreover, there is substantially no difference of horizontal displacement variation compared with that within the conventional slope without hydraulic fractures. The horizontal displacement mainly concentrates around the slope top, with a maximum value of 0.45235 m (Figure 13). Large displacement occurs on the front edge of slope top and the central part of upper slope surface, indicating a tendency for collapsing in these locations. More attentions should be paid to the slope top in slope angle design and slope protection as displacement variation of this part is more sensitive during excavation.Figure 12
Vertical displacement after slope excavation in the presence of hydraulic fractures.Figure 13
Horizontal displacement after slope excavation in the presence of hydraulic fractures.The impact of hydraulic fractures induced by CBM well fracturing on the overall displacement variation of slope is small, and the horizontal displacement difference with the conventional slope is merely 0.09 mm. Therefore, there is no obvious difference between the slope stability during coal mining and the slope stability impacted by fracturing; besides, attention should be paid to the ways of excavation and sloping during coal mining, avoiding slope instability caused by excavation.


## 5.1. Simulation of Slope Instability before Open-Pit Coal Mining

### 5.1.1. Determination of Computation Model Parameters

Physical and mechanical parameters of overburden rock were determined on the basis of coal-bearing strata distribution. Effect of fracturing on rock and soil mass mainly manifested as structure damage and is expressed as the great decrease in cohesion, which can even drop to zero. Therefore, a residual cohesion value of zero was adopted in this study. Parameters of the rock and soil mass are shown in Table4.Table 4
Material parameters of the geological model.
Type of layerBulk density (kg/m3)Bulk modulus (MPa)Shear modulus (MPa)Tensile strength (MPa)Cohesion (MPa)Friction angle (°)Topsoil layer1,80012.55.810.1318Pliocene layer2,3001,3901,0401.82.324Upper coal and rock layer1,5004,7803,7408.71.3227Coalbed no. 61,5004,7803,7408.71.3227Middle coal and rock layer1,5004,7803,7408.71.3227Mudstone layer2,2001,3901,0001.52.021Lower coal and rock layer1,5004,7803,7408.71.3227Conglomerate layer2,6007,5506,1401.878.5637Coal mass fracture layer0000015


### 5.1.2. Simulation Results

(1) Recovery of Initial Stress Field. As a major controlling factor for mechanical properties of rock mass, the initial stress field is also one of the important stress sources for rock mass deformation and failure when the ambient condition changes. Since the survey and evaluation area is a mountain with greatly changing terrain slope, obvious difference of stress field variation exists in horizontal and vertical directions. The numerical simulation results show that the vertical stress imposed on strata gradually increases from top to bottom under self-weight stress of the rock and soil mass. The vertical stress reaches a maximum value of about 14.2 MPa at elevation −870 m, and its minimum value is near the ground surface, as shown in Figure 5. The rock and soil mass is in tensile state at the slope shoulder, forming a tension zone; the slope toe is in a compression state, forming the maximum shear stress concentrated zone; and the slope surface has a tensile state, which is actually in a two-way stress state as the lateral pressure closes to zero. Therefore, the rock and soil mass is under concentrated stress at slope shoulder and toe, while the stress distribution is relatively scattered on slope surface. The vertical tensile stress value achieves its maximum value, about 3.93 MPa, at the slope shoulder.Figure 5
Cloud chart of the overall vertical stress after initial in situ stress balance.The stress and strain states after the balance of self-weight stress in the numerical model are similar to those of the survey and evaluation area.(2) Simulation Results of Fracturing. Impact of fractures in 6# coal seam related to CBM well fracturing on the strata is indicated by a cloud chart of vertical stress for the model after fracturing (Figure 6). The vertical stress in strata mainly concentrates in the vicinity of the three fractures in 6# coal seam and gradually reduces as it diffuses towards the rock mass interior. Stress distributions of the three fractures are similar and with limited range of influence. The maximum and minimum vertical stresses near the fractures are 69.30 MPa and 10 MPa, respectively. Stress distribution is gradually scattered towards the overlying rock and soil mass above fractures and eventually becomes consistent with the overall stress field of rock and soil mass. Vertical stress state of other strata has no obvious alteration. As shown in the cloud chart of vertical displacement for the model after fracturing (Figure 7), vertical displacement occurs on the rock mass above hydraulic fractures, which reaches a maximum value of 0.5 mm. The overall displacement of rock mass above fractures is larger than that of the lower rock mass, which acquires a maximum vertical displacement of 0.250 mm. For the hydraulic fractures formed in coal seam, the vertical displacement gradually decreases from center to both sides and the maximum vertical displacement in central part is 2.21 mm. Furthermore, for the three fractures, the vertical displacement of a fracture increases with the decrease of its spatial location.Figure 6
Cloud chart of vertical stress for the model after fracturing.Figure 7
Cloud chart of vertical displacement for the model after fracturing.The vertical stress states within the slope toe, slope top, and interior of slope after fracturing are shown in cloud chart of vertical stress (Figure8). It is clear that the vertical stress distribution within the interior of slope was not influenced by the nearly horizontal deep fractures induced by CBM exploration well fracturing. Compared with the initial stress field distribution, the vertical stress field distribution almost has no alteration as the maximum shear stress concentrated zone related to self-weight of rock and soil mass is still at slope toe. The toe and top of slope are still in stress concentration state, while the stress distribution is relatively scattered on slope surface. The maximum vertical tensile stress value, about 3.93 MPa, occurs on slope shoulder. However, conspicuous difference of stress field exists at the same location within the interior of slope, where the vertical stress value of about 14.4 MPa is 0.2 MPa higher than that in the initial stress field. From the cloud chart of vertical displacement for slope after fracturing (Figure 9), vertical displacement of rock and soil mass decreases gradually from slope top to slope toe. The maximum vertical displacement is 0.294 mm at slope top and the minimum vertical displacement is 0.275 mm at slope toe, and the difference between them is about 0.018 mm.Figure 8
Cloud chart of vertical stress after fracturing.Figure 9
Cloud chart of vertical displacement for the slope after fracturing.


## 5.1.1. Determination of Computation Model Parameters

Physical and mechanical parameters of overburden rock were determined on the basis of coal-bearing strata distribution. Effect of fracturing on rock and soil mass mainly manifested as structure damage and is expressed as the great decrease in cohesion, which can even drop to zero. Therefore, a residual cohesion value of zero was adopted in this study. Parameters of the rock and soil mass are shown in Table4.Table 4
Material parameters of the geological model.
Type of layerBulk density (kg/m3)Bulk modulus (MPa)Shear modulus (MPa)Tensile strength (MPa)Cohesion (MPa)Friction angle (°)Topsoil layer1,80012.55.810.1318Pliocene layer2,3001,3901,0401.82.324Upper coal and rock layer1,5004,7803,7408.71.3227Coalbed no. 61,5004,7803,7408.71.3227Middle coal and rock layer1,5004,7803,7408.71.3227Mudstone layer2,2001,3901,0001.52.021Lower coal and rock layer1,5004,7803,7408.71.3227Conglomerate layer2,6007,5506,1401.878.5637Coal mass fracture layer0000015


## 5.1.2. Simulation Results

(1) Recovery of Initial Stress Field. As a major controlling factor for mechanical properties of rock mass, the initial stress field is also one of the important stress sources for rock mass deformation and failure when the ambient condition changes. Since the survey and evaluation area is a mountain with greatly changing terrain slope, obvious difference of stress field variation exists in horizontal and vertical directions. The numerical simulation results show that the vertical stress imposed on strata gradually increases from top to bottom under self-weight stress of the rock and soil mass. The vertical stress reaches a maximum value of about 14.2 MPa at elevation −870 m, and its minimum value is near the ground surface, as shown in Figure 5. The rock and soil mass is in tensile state at the slope shoulder, forming a tension zone; the slope toe is in a compression state, forming the maximum shear stress concentrated zone; and the slope surface has a tensile state, which is actually in a two-way stress state as the lateral pressure closes to zero. Therefore, the rock and soil mass is under concentrated stress at slope shoulder and toe, while the stress distribution is relatively scattered on slope surface. The vertical tensile stress value achieves its maximum value, about 3.93 MPa, at the slope shoulder.Figure 5
Cloud chart of the overall vertical stress after initial in situ stress balance.The stress and strain states after the balance of self-weight stress in the numerical model are similar to those of the survey and evaluation area.(2) Simulation Results of Fracturing. Impact of fractures in 6# coal seam related to CBM well fracturing on the strata is indicated by a cloud chart of vertical stress for the model after fracturing (Figure 6). The vertical stress in strata mainly concentrates in the vicinity of the three fractures in 6# coal seam and gradually reduces as it diffuses towards the rock mass interior. Stress distributions of the three fractures are similar and with limited range of influence. The maximum and minimum vertical stresses near the fractures are 69.30 MPa and 10 MPa, respectively. Stress distribution is gradually scattered towards the overlying rock and soil mass above fractures and eventually becomes consistent with the overall stress field of rock and soil mass. Vertical stress state of other strata has no obvious alteration. As shown in the cloud chart of vertical displacement for the model after fracturing (Figure 7), vertical displacement occurs on the rock mass above hydraulic fractures, which reaches a maximum value of 0.5 mm. The overall displacement of rock mass above fractures is larger than that of the lower rock mass, which acquires a maximum vertical displacement of 0.250 mm. For the hydraulic fractures formed in coal seam, the vertical displacement gradually decreases from center to both sides and the maximum vertical displacement in central part is 2.21 mm. Furthermore, for the three fractures, the vertical displacement of a fracture increases with the decrease of its spatial location.Figure 6
Cloud chart of vertical stress for the model after fracturing.Figure 7
Cloud chart of vertical displacement for the model after fracturing.The vertical stress states within the slope toe, slope top, and interior of slope after fracturing are shown in cloud chart of vertical stress (Figure8). It is clear that the vertical stress distribution within the interior of slope was not influenced by the nearly horizontal deep fractures induced by CBM exploration well fracturing. Compared with the initial stress field distribution, the vertical stress field distribution almost has no alteration as the maximum shear stress concentrated zone related to self-weight of rock and soil mass is still at slope toe. The toe and top of slope are still in stress concentration state, while the stress distribution is relatively scattered on slope surface. The maximum vertical tensile stress value, about 3.93 MPa, occurs on slope shoulder. However, conspicuous difference of stress field exists at the same location within the interior of slope, where the vertical stress value of about 14.4 MPa is 0.2 MPa higher than that in the initial stress field. From the cloud chart of vertical displacement for slope after fracturing (Figure 9), vertical displacement of rock and soil mass decreases gradually from slope top to slope toe. The maximum vertical displacement is 0.294 mm at slope top and the minimum vertical displacement is 0.275 mm at slope toe, and the difference between them is about 0.018 mm.Figure 8
Cloud chart of vertical stress after fracturing.Figure 9
Cloud chart of vertical displacement for the slope after fracturing.


## 5.2. Simulation of Slope Instability during Open-Pit Coal Mining

### 5.2.1. Determination of Parameters for Computation Model

Physical and mechanical parameters of overburden rock were selected according to the synthetic columnar of coal seam within the proposed line site. Effect of fracturing on rock and soil mass mainly manifested as structure damage and is expressed as the great decrease of cohesion, which can even drop to zero. Therefore, a residual cohesion value of zero was adopted in this study. Parameters of the rock and soil mass are shown in Table5.Table 5
Material parameters of the geological model.
Type of layerBulk density (kg/m3)Bulk modulus (MPa)Shear modulus (MPa)Tensile strength (MPa)Cohesion (MPa)Friction angle (°)Topsoil layer1,80012.55.810.1318Coalbed no. 41,5004,7803,7408.71.3227Middle rock layer2,3001,3901,0401.82.324Coalbed no. 61,5004,7803,7408.71.3227Conglomerate layer2,6007,5506,1401.878.5637Coal mass fracture000000


### 5.2.2. Simulation Results Analysis

(1) Simulation Results of Slope with Conventional Excavation. After conventional excavation of slope, a large settlement, with the maximum value of 4.146 m, formed on the surface, while no obvious settlement is observed in other parts (Figure 10). Horizontal displacement mainly occurs at the slope top and its vicinity with a maximum value of 0.45244 m (Figure 11) and is small in other parts, indicating a moving trend towards slope external. Displacement is small at the junction of slope top and slope surface; horizontal displacement extends towards the free surface at the front edge of slope top and the upper part of slope surface, and displacement is expressed as a circle distribution with the maximum value in the center where slope stability would be affected and collapse tends to occur.Figure 10
Vertical displacement of a slope after conventional excavation.Figure 11
Horizontal displacement of a slope after conventional excavation.(2) Simulation Results of Slope Excavation in the Presence of CBM Well Fracturing. The CBM development is a desorption-diffusion-seepage process, and continuous dewatering and depressurization are the main features of CBM production. During the continuous dewatering and depressurization process of coal seam, fluid in the open hole is continuously discharged, which results in the continuous pressure decrease therein and a constant release of stratum stress towards the open hole; as a result, the in situ stress within coal seam redistributes constantly and thus the internal architecture of coal seam changes. In the process of coal reservoir dewatering and depressurization, the effective stress on coal increases due to the decrease of fluid pressure as the fluid is discharged from reservoir pores and fractures; consequently, the fractures within coal seam is subject to compressional deformation, and the coal matrix expands so that the matrix particles contact and extrude with each other through their surfaces, so the porosity of coal reservoir decreases. After completion of CBM production, hydraulic fractures will exist within the whole slope.The simulation results show that no difference occurs in the vertical displacement of slope with hydraulic fractures compared with that of the conventional slope. A large settlement, with the maximum value of 4.146 m, formed on the surface, while no obvious settlement is observed in other parts (Figure12). Moreover, there is substantially no difference of horizontal displacement variation compared with that within the conventional slope without hydraulic fractures. The horizontal displacement mainly concentrates around the slope top, with a maximum value of 0.45235 m (Figure 13). Large displacement occurs on the front edge of slope top and the central part of upper slope surface, indicating a tendency for collapsing in these locations. More attentions should be paid to the slope top in slope angle design and slope protection as displacement variation of this part is more sensitive during excavation.Figure 12
Vertical displacement after slope excavation in the presence of hydraulic fractures.Figure 13
Horizontal displacement after slope excavation in the presence of hydraulic fractures.The impact of hydraulic fractures induced by CBM well fracturing on the overall displacement variation of slope is small, and the horizontal displacement difference with the conventional slope is merely 0.09 mm. Therefore, there is no obvious difference between the slope stability during coal mining and the slope stability impacted by fracturing; besides, attention should be paid to the ways of excavation and sloping during coal mining, avoiding slope instability caused by excavation.


## 5.2.1. Determination of Parameters for Computation Model

Physical and mechanical parameters of overburden rock were selected according to the synthetic columnar of coal seam within the proposed line site. Effect of fracturing on rock and soil mass mainly manifested as structure damage and is expressed as the great decrease of cohesion, which can even drop to zero. Therefore, a residual cohesion value of zero was adopted in this study. Parameters of the rock and soil mass are shown in Table5.Table 5
Material parameters of the geological model.
Type of layerBulk density (kg/m3)Bulk modulus (MPa)Shear modulus (MPa)Tensile strength (MPa)Cohesion (MPa)Friction angle (°)Topsoil layer1,80012.55.810.1318Coalbed no. 41,5004,7803,7408.71.3227Middle rock layer2,3001,3901,0401.82.324Coalbed no. 61,5004,7803,7408.71.3227Conglomerate layer2,6007,5506,1401.878.5637Coal mass fracture000000


## 5.2.2. Simulation Results Analysis

(1) Simulation Results of Slope with Conventional Excavation. After conventional excavation of slope, a large settlement, with the maximum value of 4.146 m, formed on the surface, while no obvious settlement is observed in other parts (Figure 10). Horizontal displacement mainly occurs at the slope top and its vicinity with a maximum value of 0.45244 m (Figure 11) and is small in other parts, indicating a moving trend towards slope external. Displacement is small at the junction of slope top and slope surface; horizontal displacement extends towards the free surface at the front edge of slope top and the upper part of slope surface, and displacement is expressed as a circle distribution with the maximum value in the center where slope stability would be affected and collapse tends to occur.Figure 10
Vertical displacement of a slope after conventional excavation.Figure 11
Horizontal displacement of a slope after conventional excavation.(2) Simulation Results of Slope Excavation in the Presence of CBM Well Fracturing. The CBM development is a desorption-diffusion-seepage process, and continuous dewatering and depressurization are the main features of CBM production. During the continuous dewatering and depressurization process of coal seam, fluid in the open hole is continuously discharged, which results in the continuous pressure decrease therein and a constant release of stratum stress towards the open hole; as a result, the in situ stress within coal seam redistributes constantly and thus the internal architecture of coal seam changes. In the process of coal reservoir dewatering and depressurization, the effective stress on coal increases due to the decrease of fluid pressure as the fluid is discharged from reservoir pores and fractures; consequently, the fractures within coal seam is subject to compressional deformation, and the coal matrix expands so that the matrix particles contact and extrude with each other through their surfaces, so the porosity of coal reservoir decreases. After completion of CBM production, hydraulic fractures will exist within the whole slope.The simulation results show that no difference occurs in the vertical displacement of slope with hydraulic fractures compared with that of the conventional slope. A large settlement, with the maximum value of 4.146 m, formed on the surface, while no obvious settlement is observed in other parts (Figure12). Moreover, there is substantially no difference of horizontal displacement variation compared with that within the conventional slope without hydraulic fractures. The horizontal displacement mainly concentrates around the slope top, with a maximum value of 0.45235 m (Figure 13). Large displacement occurs on the front edge of slope top and the central part of upper slope surface, indicating a tendency for collapsing in these locations. More attentions should be paid to the slope top in slope angle design and slope protection as displacement variation of this part is more sensitive during excavation.Figure 12
Vertical displacement after slope excavation in the presence of hydraulic fractures.Figure 13
Horizontal displacement after slope excavation in the presence of hydraulic fractures.The impact of hydraulic fractures induced by CBM well fracturing on the overall displacement variation of slope is small, and the horizontal displacement difference with the conventional slope is merely 0.09 mm. Therefore, there is no obvious difference between the slope stability during coal mining and the slope stability impacted by fracturing; besides, attention should be paid to the ways of excavation and sloping during coal mining, avoiding slope instability caused by excavation.


## 6. Evaluation of Slope Stability in the Presence of Hydraulic Fractures

Considering the fact that the formed pit slopes during open-pit coal mining are classified as large-scale slope and the existence of hydraulic fractures induced by CBM well fracturing, it is necessary to evaluate the slope stability during excavation. In this paper, stability evaluation is conducted with the numerical method and limit equilibrium method. Slope stability in the presence of hydraulic fractures can be evaluated by FLAC3D software, and the stability coefficient can be calculated with the limit equilibrium method. By comparing the results obtained from both methods, the accuracy of slope stability evaluation in the presence of hydraulic fractures can be improved.


### 6.1. Numerical Simulation of Slope Stability

Slope stability is evaluated based on the numerical model of the slope after pit mining. The overall stability coefficients calculated by numerical simulation software are 1.93 and 1.89 for the slope excavations into 4# coal seam and 6# coal seam, respectively. The calculation results are shown in Figure14.Figure 14
Numerical simulation results of slope stability evaluation. Stability evaluation of slope with slope excavation into (a) 4# coal seam and (b) 6# coal seam.
(a)(b)The minimum slope stability coefficient of 1.89 conforms to theDesign Criterion for Open-Pit Mine of Coal Industry GB50197-2015 (Table 6), in which the safety stability coefficient is specified to be greater than 1.5.Table 6
Requirements of slope stability coefficients.
Type of slopeService yearsStability coefficientSlope on which there are particularly important buildings or whose sliding may cause major loss of life or property>20>1.5Final slope of the mining site>201.3–1.5Nonworking slope<101.1-1.210–201.2-1.3>201.3–1.5Working slopeTemporary1.05–1.2Slope of external dump>201.2–1.5Slope of internal dump<101.2≥101.3


### 6.2. Theoretical Calculation of Slope Stability by Limit Equilibrium Method

#### 6.2.1. Principle of Limit Equilibrium Method

Principles of the limit equilibrium analysis method for rigid bodies include the exclusive consideration of limit equilibrium state of failure surface (sliding surface), regardless of the deformation and failure of sliding rock and soil mass, the control of cohesion and friction angle (c, φ value) on strength of failure surface (sliding surface) whose failure follows the Coulomb criterion, and the simplification of slope failure onto a plane with normal stress and shear stress acting on the sliding surface. Based on the basic principles of limit equilibrium of rigid body, the following equilibrium equation is obtained:(1)Ks=antisliding  forcesliding force=RE,where Ks is the landslide stability coefficient. As a kind of calculation theory, the limit equilibrium method for rigid bodies involves many calculation methods, such as the Sweden slice method, Bishop slice method, and transfer coefficient method (or residual thrust method) which have been widely used in China’s engineering practices. In the transfer coefficient method, the sliding surface is assumed to be a broken line and is divided into stripes (Figure 15). The angles between individual blocks and the horizontal surface are α1, α2, …, αn from the rear edge of the sliding slope to its front edge. It is assumed that the pushing force Ei of block i is parallel to the sliding surface of this block (i = 1, 2, …, n), and then for each block, the Ei can be calculated as(2)Ei=Wi′sinαi+PWi−1−PWicosαi−1Kstgφi·Wi′cosαi−Ui−PWi−1−PWisinαi+CiLi+Ei−1cosαi−1−αi−tgφiKssinαi−1−αi,where Ri=tgφi·Wi′cosαi−Ui−PWi−1−PWisinαi+CiLi, Ri is the antisliding force of the block i, MPa; Ei is the pushing force of the block i, MPa; Ei – 1 is the pushing force of the block i − 1, MPa; Wi is the gravity of the block i, MPa; Li is the bottom surface length of the block i, m; PWi is the lateral pressure of block i imposed by groundwater, MPa; Ui is the uplift pressure of block i imposed by groundwater, MPa; Ci is the effective cohesion of bottom surface of block i, kPa; φi is the internal friction angle of bottom surface of block i, kPa; and αi is the the angle between the bottom of block i and the horizontal plane, °.Figure 15
Sketch maps of force imposed on the slide blocki.


#### 6.2.2. Slope Conditions

According to the engineering background, strata in slope of the pit after mining are reasonably simplified and divided into 4 layers. The designation and thickness of each layer are shown in Table7.The slope has a height of 400 m and an angle of 24°, with the soft layer distributing within depths of 108 m∼119 m. A normal fault F68 developed in the slope. Rocks within fault zone were extremely broken and have poor strength index. Therefore, the fault is likely to form a natural lateral boundary for sliding body. When 6# coal seam is being mined, it can form a potential slip surface with fault F68 and the weak layer under 4# coal seam; when 4# coal seam is being mined, it can also form a potential slip surface with the fault. The hydraulic fractures induced by CBM well fracturing can be considered as joint fractures in the stratum. During mining of 6# coal seam, the fractures can also be potential sliding surfaces. The sliding surface was determined to be in the center of 6# coal seam. Slope stability can be evaluated with consideration of the most unfavorable state of fracture connection.Table 7
Strata division for slope stability calculation and physical and mechanical parameters for sliding slope stability calculation.
Designation of layerThickness (m)Natural bulk density (kg/m3)Cohesion (MPa)Friction angle (°)Topsoil layer1002,0000.1318Coalbed no. 4101,5001.3227Soft layer101,8000.1318Middle rock layer2202,3002.0216# coal seam601,5001.3227Bedrock layer1002,6008.5637


#### 6.2.3. Calculation Results and Analysis

For the evaluation of rock and soil mass stability, the sliding surfaces with various shapes should be assumed firstly; then the ultimate resistance should be determined by the sliding surfaces; and the stability coefficient can be obtained afterwards. In the stability calculation, the measured longitudinal section was taken as the calculation section, and local calculations were carried out for the upper sliding slope (case 1: sliding surface of soft layer) and the lower sliding slope (case 2a: with fracturing surface of 6# coal seam, and case 2b: with sliding surface of 6# coal seam, whose parameters are the same) as shown in Figure16.Figure 16
Sketch maps of stability calculation of all slide blocks.Based on the geological mapping of measured profile, drilling, trenching, and aboveground works, together with the structural analysis of sliding slope bodies, the issue of sliding slope stability is simplified into calculations within a 2D space. With a comprehensive consideration of the physical and mechanical property differences between the sliding body and weak zone in longitudinal and horizontal directions, subdivision is conducted in combination of surface slope shape and potential sliding surface variation. Calculation was conducted with the transfer coefficient method. The calculation process is shown in Tables8–10, and the calculation results are shown in Table 11.Table 8
Stability calculation for southern slope (case 1: sliding surface of soft layer).
No. of sliding blocksLength of sliding sectionLi (m)CohesionCi (kPa)Internal friction angleψi (°)Inclination of sliding surfaceαi (°)Self-weight of sliding bodyWi′ (kN)Stability coefficientKsResidual sliding forceEi (kN)150.00130.018.0067.009,923.201.975,195240.00130.018.0059.0025,567.801.9722,130323.60130.018.0053.0026,397.001.9738,531433.79130.018.0042.0052,607.001.9763,134520.00130.018.007.0043,800.561.9742,591620.00130.018.006.0042,567.021.9738,610720.00130.018.006.0039,761.901.9734,924820.00130.018.006.0036,404.341.9731,438920.00130.018.005.0033,219.381.9727,4601020.00130.018.005.0030,715.701.9723,7711120.00130.018.005.0025,617.001.9720,4741220.00130.018.003.0023,598.921.9716,3721320.00130.018.002.0023,366.981.9711,9671420.00130.018.002.0016,503.061.978,5031567.06130.018.002.0032,984.001.97−208Table 9
Stability calculation for southern slope (case 2a: fracturing surface of 6# coal seam).
No. of sliding blocksLength of sliding sectionLi (m)CohesionCi (kPa)Internal friction angleψi (°)Inclination of sliding surfaceαi (°)Self-weight of sliding bodyWi′ (kN)Stability coefficientKsResidual sliding forceEi (kN)190.280.0027.0059.004,104.681.632,854252.310.0027.0042.0069,059.381.6332,534329.200.0027.0034.0059,580.811.6348,575443.270.0027.0045.0086,640.251.6392,593546.260.0027.0054.0092,356.51.63153,653665.180.0027.0038.00196,023.81.63206,480772.780.0027.0033.00314,633.51.63288,402876.800.0027.0032.00361,499.11.63381,918919.020.0027.0029.0094,074.961.63394,8381073.860.0027.0029.00321,2951.63462,2201164.410.0027.002.00285,943.61.63265,9401274.530.0027.002.00286,016.51.63186,0181391.410.0027.002.00278,881.91.63108,0901494.420.0027.002.00204,797.41.6350,86215132.700.0027.002.00174,479.51.632,108Table 10
Stability calculation for southern slope (case 2b: sliding surface of 6# coal seam).
No. of sliding blocksLength of sliding sectionLi (m)CohesionCi (kPa)Internal friction angleψi (°)Inclination of sliding surfaceαi (°)Self-weight of sliding bodyWi′ (kN)Stability coefficientKsResidual sliding forceEi (kN)190.280.0027.0059.004,264.601.622,965252.310.0027.0042.0071,750.001.6233,802329.200.0027.0034.0061,902.141.6250,468443.270.0027.0045.0090,015.841.6296,201546.260.0027.0054.0095,954.811.62159,639665.180.0027.0038.00203,661.121.62214,525772.780.0027.0033.00326,891.961.62299,638876.800.0027.0032.00375,583.441.62396,798919.020.0027.0029.0097,740.221.62410,2211073.860.0027.0029.00333,812.991.62480,2291164.410.0027.002.00297,084.231.62276,3011274.530.0027.002.00297,160.011.62193,2651391.410.0027.002.00289,747.471.62112,3011494.420.0027.002.00212,776.481.6252,84415132.700.0027.002.00181,277.421.622,190Table 11
Stability calculation results of the sectional sliding slope.
CaseLoad combinationTransfer coefficient methodSafety coefficient1Self-weight + sliding surface of coalbed no. 41.971.52aSelf-weight + fracturing surface of coalbed no. 61.631.52bSelf-weight + sliding surface of coalbed no. 61.621.5As the assumed sliding surfaces are with great uncertainty, so the safety coefficients obtained from the sliding surfaces may have great variations. Among the calculated safety coefficients, the minimum value is the most reasonable one that approximates to the solution for slope stability evaluation, and the related failure surface is the most dangerous sliding surface for slope. The calculated stability coefficients in the two cases range from 1.62 to 1.97, which meet the requirements of theDesign Code for Open-pit Mine of Coal Industry GB50197-2015. In the situation with hydraulic fractures, the slope stability coefficient decreases at the location where fault surface is exposed by mining of 6# coal seam, whereas the impact of CBM well fracturing on the overall slope stability is small.


## 6.1. Numerical Simulation of Slope Stability

Slope stability is evaluated based on the numerical model of the slope after pit mining. The overall stability coefficients calculated by numerical simulation software are 1.93 and 1.89 for the slope excavations into 4# coal seam and 6# coal seam, respectively. The calculation results are shown in Figure14.Figure 14
Numerical simulation results of slope stability evaluation. Stability evaluation of slope with slope excavation into (a) 4# coal seam and (b) 6# coal seam.
(a)(b)The minimum slope stability coefficient of 1.89 conforms to theDesign Criterion for Open-Pit Mine of Coal Industry GB50197-2015 (Table 6), in which the safety stability coefficient is specified to be greater than 1.5.Table 6
Requirements of slope stability coefficients.
Type of slopeService yearsStability coefficientSlope on which there are particularly important buildings or whose sliding may cause major loss of life or property>20>1.5Final slope of the mining site>201.3–1.5Nonworking slope<101.1-1.210–201.2-1.3>201.3–1.5Working slopeTemporary1.05–1.2Slope of external dump>201.2–1.5Slope of internal dump<101.2≥101.3


## 6.2. Theoretical Calculation of Slope Stability by Limit Equilibrium Method

### 6.2.1. Principle of Limit Equilibrium Method

Principles of the limit equilibrium analysis method for rigid bodies include the exclusive consideration of limit equilibrium state of failure surface (sliding surface), regardless of the deformation and failure of sliding rock and soil mass, the control of cohesion and friction angle (c, φ value) on strength of failure surface (sliding surface) whose failure follows the Coulomb criterion, and the simplification of slope failure onto a plane with normal stress and shear stress acting on the sliding surface. Based on the basic principles of limit equilibrium of rigid body, the following equilibrium equation is obtained:(1)Ks=antisliding  forcesliding force=RE,where Ks is the landslide stability coefficient. As a kind of calculation theory, the limit equilibrium method for rigid bodies involves many calculation methods, such as the Sweden slice method, Bishop slice method, and transfer coefficient method (or residual thrust method) which have been widely used in China’s engineering practices. In the transfer coefficient method, the sliding surface is assumed to be a broken line and is divided into stripes (Figure 15). The angles between individual blocks and the horizontal surface are α1, α2, …, αn from the rear edge of the sliding slope to its front edge. It is assumed that the pushing force Ei of block i is parallel to the sliding surface of this block (i = 1, 2, …, n), and then for each block, the Ei can be calculated as(2)Ei=Wi′sinαi+PWi−1−PWicosαi−1Kstgφi·Wi′cosαi−Ui−PWi−1−PWisinαi+CiLi+Ei−1cosαi−1−αi−tgφiKssinαi−1−αi,where Ri=tgφi·Wi′cosαi−Ui−PWi−1−PWisinαi+CiLi, Ri is the antisliding force of the block i, MPa; Ei is the pushing force of the block i, MPa; Ei – 1 is the pushing force of the block i − 1, MPa; Wi is the gravity of the block i, MPa; Li is the bottom surface length of the block i, m; PWi is the lateral pressure of block i imposed by groundwater, MPa; Ui is the uplift pressure of block i imposed by groundwater, MPa; Ci is the effective cohesion of bottom surface of block i, kPa; φi is the internal friction angle of bottom surface of block i, kPa; and αi is the the angle between the bottom of block i and the horizontal plane, °.Figure 15
Sketch maps of force imposed on the slide blocki.


### 6.2.2. Slope Conditions

According to the engineering background, strata in slope of the pit after mining are reasonably simplified and divided into 4 layers. The designation and thickness of each layer are shown in Table7.The slope has a height of 400 m and an angle of 24°, with the soft layer distributing within depths of 108 m∼119 m. A normal fault F68 developed in the slope. Rocks within fault zone were extremely broken and have poor strength index. Therefore, the fault is likely to form a natural lateral boundary for sliding body. When 6# coal seam is being mined, it can form a potential slip surface with fault F68 and the weak layer under 4# coal seam; when 4# coal seam is being mined, it can also form a potential slip surface with the fault. The hydraulic fractures induced by CBM well fracturing can be considered as joint fractures in the stratum. During mining of 6# coal seam, the fractures can also be potential sliding surfaces. The sliding surface was determined to be in the center of 6# coal seam. Slope stability can be evaluated with consideration of the most unfavorable state of fracture connection.Table 7
Strata division for slope stability calculation and physical and mechanical parameters for sliding slope stability calculation.
Designation of layerThickness (m)Natural bulk density (kg/m3)Cohesion (MPa)Friction angle (°)Topsoil layer1002,0000.1318Coalbed no. 4101,5001.3227Soft layer101,8000.1318Middle rock layer2202,3002.0216# coal seam601,5001.3227Bedrock layer1002,6008.5637


### 6.2.3. Calculation Results and Analysis

For the evaluation of rock and soil mass stability, the sliding surfaces with various shapes should be assumed firstly; then the ultimate resistance should be determined by the sliding surfaces; and the stability coefficient can be obtained afterwards. In the stability calculation, the measured longitudinal section was taken as the calculation section, and local calculations were carried out for the upper sliding slope (case 1: sliding surface of soft layer) and the lower sliding slope (case 2a: with fracturing surface of 6# coal seam, and case 2b: with sliding surface of 6# coal seam, whose parameters are the same) as shown in Figure16.Figure 16
Sketch maps of stability calculation of all slide blocks.Based on the geological mapping of measured profile, drilling, trenching, and aboveground works, together with the structural analysis of sliding slope bodies, the issue of sliding slope stability is simplified into calculations within a 2D space. With a comprehensive consideration of the physical and mechanical property differences between the sliding body and weak zone in longitudinal and horizontal directions, subdivision is conducted in combination of surface slope shape and potential sliding surface variation. Calculation was conducted with the transfer coefficient method. The calculation process is shown in Tables8–10, and the calculation results are shown in Table 11.Table 8
Stability calculation for southern slope (case 1: sliding surface of soft layer).
No. of sliding blocksLength of sliding sectionLi (m)CohesionCi (kPa)Internal friction angleψi (°)Inclination of sliding surfaceαi (°)Self-weight of sliding bodyWi′ (kN)Stability coefficientKsResidual sliding forceEi (kN)150.00130.018.0067.009,923.201.975,195240.00130.018.0059.0025,567.801.9722,130323.60130.018.0053.0026,397.001.9738,531433.79130.018.0042.0052,607.001.9763,134520.00130.018.007.0043,800.561.9742,591620.00130.018.006.0042,567.021.9738,610720.00130.018.006.0039,761.901.9734,924820.00130.018.006.0036,404.341.9731,438920.00130.018.005.0033,219.381.9727,4601020.00130.018.005.0030,715.701.9723,7711120.00130.018.005.0025,617.001.9720,4741220.00130.018.003.0023,598.921.9716,3721320.00130.018.002.0023,366.981.9711,9671420.00130.018.002.0016,503.061.978,5031567.06130.018.002.0032,984.001.97−208Table 9
Stability calculation for southern slope (case 2a: fracturing surface of 6# coal seam).
No. of sliding blocksLength of sliding sectionLi (m)CohesionCi (kPa)Internal friction angleψi (°)Inclination of sliding surfaceαi (°)Self-weight of sliding bodyWi′ (kN)Stability coefficientKsResidual sliding forceEi (kN)190.280.0027.0059.004,104.681.632,854252.310.0027.0042.0069,059.381.6332,534329.200.0027.0034.0059,580.811.6348,575443.270.0027.0045.0086,640.251.6392,593546.260.0027.0054.0092,356.51.63153,653665.180.0027.0038.00196,023.81.63206,480772.780.0027.0033.00314,633.51.63288,402876.800.0027.0032.00361,499.11.63381,918919.020.0027.0029.0094,074.961.63394,8381073.860.0027.0029.00321,2951.63462,2201164.410.0027.002.00285,943.61.63265,9401274.530.0027.002.00286,016.51.63186,0181391.410.0027.002.00278,881.91.63108,0901494.420.0027.002.00204,797.41.6350,86215132.700.0027.002.00174,479.51.632,108Table 10
Stability calculation for southern slope (case 2b: sliding surface of 6# coal seam).
No. of sliding blocksLength of sliding sectionLi (m)CohesionCi (kPa)Internal friction angleψi (°)Inclination of sliding surfaceαi (°)Self-weight of sliding bodyWi′ (kN)Stability coefficientKsResidual sliding forceEi (kN)190.280.0027.0059.004,264.601.622,965252.310.0027.0042.0071,750.001.6233,802329.200.0027.0034.0061,902.141.6250,468443.270.0027.0045.0090,015.841.6296,201546.260.0027.0054.0095,954.811.62159,639665.180.0027.0038.00203,661.121.62214,525772.780.0027.0033.00326,891.961.62299,638876.800.0027.0032.00375,583.441.62396,798919.020.0027.0029.0097,740.221.62410,2211073.860.0027.0029.00333,812.991.62480,2291164.410.0027.002.00297,084.231.62276,3011274.530.0027.002.00297,160.011.62193,2651391.410.0027.002.00289,747.471.62112,3011494.420.0027.002.00212,776.481.6252,84415132.700.0027.002.00181,277.421.622,190Table 11
Stability calculation results of the sectional sliding slope.
CaseLoad combinationTransfer coefficient methodSafety coefficient1Self-weight + sliding surface of coalbed no. 41.971.52aSelf-weight + fracturing surface of coalbed no. 61.631.52bSelf-weight + sliding surface of coalbed no. 61.621.5As the assumed sliding surfaces are with great uncertainty, so the safety coefficients obtained from the sliding surfaces may have great variations. Among the calculated safety coefficients, the minimum value is the most reasonable one that approximates to the solution for slope stability evaluation, and the related failure surface is the most dangerous sliding surface for slope. The calculated stability coefficients in the two cases range from 1.62 to 1.97, which meet the requirements of theDesign Code for Open-pit Mine of Coal Industry GB50197-2015. In the situation with hydraulic fractures, the slope stability coefficient decreases at the location where fault surface is exposed by mining of 6# coal seam, whereas the impact of CBM well fracturing on the overall slope stability is small.


## 6.2.1. Principle of Limit Equilibrium Method

Principles of the limit equilibrium analysis method for rigid bodies include the exclusive consideration of limit equilibrium state of failure surface (sliding surface), regardless of the deformation and failure of sliding rock and soil mass, the control of cohesion and friction angle (c, φ value) on strength of failure surface (sliding surface) whose failure follows the Coulomb criterion, and the simplification of slope failure onto a plane with normal stress and shear stress acting on the sliding surface. Based on the basic principles of limit equilibrium of rigid body, the following equilibrium equation is obtained:(1)Ks=antisliding  forcesliding force=RE,where Ks is the landslide stability coefficient. As a kind of calculation theory, the limit equilibrium method for rigid bodies involves many calculation methods, such as the Sweden slice method, Bishop slice method, and transfer coefficient method (or residual thrust method) which have been widely used in China’s engineering practices. In the transfer coefficient method, the sliding surface is assumed to be a broken line and is divided into stripes (Figure 15). The angles between individual blocks and the horizontal surface are α1, α2, …, αn from the rear edge of the sliding slope to its front edge. It is assumed that the pushing force Ei of block i is parallel to the sliding surface of this block (i = 1, 2, …, n), and then for each block, the Ei can be calculated as(2)Ei=Wi′sinαi+PWi−1−PWicosαi−1Kstgφi·Wi′cosαi−Ui−PWi−1−PWisinαi+CiLi+Ei−1cosαi−1−αi−tgφiKssinαi−1−αi,where Ri=tgφi·Wi′cosαi−Ui−PWi−1−PWisinαi+CiLi, Ri is the antisliding force of the block i, MPa; Ei is the pushing force of the block i, MPa; Ei – 1 is the pushing force of the block i − 1, MPa; Wi is the gravity of the block i, MPa; Li is the bottom surface length of the block i, m; PWi is the lateral pressure of block i imposed by groundwater, MPa; Ui is the uplift pressure of block i imposed by groundwater, MPa; Ci is the effective cohesion of bottom surface of block i, kPa; φi is the internal friction angle of bottom surface of block i, kPa; and αi is the the angle between the bottom of block i and the horizontal plane, °.Figure 15
Sketch maps of force imposed on the slide blocki.


## 6.2.2. Slope Conditions

According to the engineering background, strata in slope of the pit after mining are reasonably simplified and divided into 4 layers. The designation and thickness of each layer are shown in Table7.The slope has a height of 400 m and an angle of 24°, with the soft layer distributing within depths of 108 m∼119 m. A normal fault F68 developed in the slope. Rocks within fault zone were extremely broken and have poor strength index. Therefore, the fault is likely to form a natural lateral boundary for sliding body. When 6# coal seam is being mined, it can form a potential slip surface with fault F68 and the weak layer under 4# coal seam; when 4# coal seam is being mined, it can also form a potential slip surface with the fault. The hydraulic fractures induced by CBM well fracturing can be considered as joint fractures in the stratum. During mining of 6# coal seam, the fractures can also be potential sliding surfaces. The sliding surface was determined to be in the center of 6# coal seam. Slope stability can be evaluated with consideration of the most unfavorable state of fracture connection.Table 7
Strata division for slope stability calculation and physical and mechanical parameters for sliding slope stability calculation.
Designation of layerThickness (m)Natural bulk density (kg/m3)Cohesion (MPa)Friction angle (°)Topsoil layer1002,0000.1318Coalbed no. 4101,5001.3227Soft layer101,8000.1318Middle rock layer2202,3002.0216# coal seam601,5001.3227Bedrock layer1002,6008.5637


## 6.2.3. Calculation Results and Analysis

For the evaluation of rock and soil mass stability, the sliding surfaces with various shapes should be assumed firstly; then the ultimate resistance should be determined by the sliding surfaces; and the stability coefficient can be obtained afterwards. In the stability calculation, the measured longitudinal section was taken as the calculation section, and local calculations were carried out for the upper sliding slope (case 1: sliding surface of soft layer) and the lower sliding slope (case 2a: with fracturing surface of 6# coal seam, and case 2b: with sliding surface of 6# coal seam, whose parameters are the same) as shown in Figure16.Figure 16
Sketch maps of stability calculation of all slide blocks.Based on the geological mapping of measured profile, drilling, trenching, and aboveground works, together with the structural analysis of sliding slope bodies, the issue of sliding slope stability is simplified into calculations within a 2D space. With a comprehensive consideration of the physical and mechanical property differences between the sliding body and weak zone in longitudinal and horizontal directions, subdivision is conducted in combination of surface slope shape and potential sliding surface variation. Calculation was conducted with the transfer coefficient method. The calculation process is shown in Tables8–10, and the calculation results are shown in Table 11.Table 8
Stability calculation for southern slope (case 1: sliding surface of soft layer).
No. of sliding blocksLength of sliding sectionLi (m)CohesionCi (kPa)Internal friction angleψi (°)Inclination of sliding surfaceαi (°)Self-weight of sliding bodyWi′ (kN)Stability coefficientKsResidual sliding forceEi (kN)150.00130.018.0067.009,923.201.975,195240.00130.018.0059.0025,567.801.9722,130323.60130.018.0053.0026,397.001.9738,531433.79130.018.0042.0052,607.001.9763,134520.00130.018.007.0043,800.561.9742,591620.00130.018.006.0042,567.021.9738,610720.00130.018.006.0039,761.901.9734,924820.00130.018.006.0036,404.341.9731,438920.00130.018.005.0033,219.381.9727,4601020.00130.018.005.0030,715.701.9723,7711120.00130.018.005.0025,617.001.9720,4741220.00130.018.003.0023,598.921.9716,3721320.00130.018.002.0023,366.981.9711,9671420.00130.018.002.0016,503.061.978,5031567.06130.018.002.0032,984.001.97−208Table 9
Stability calculation for southern slope (case 2a: fracturing surface of 6# coal seam).
No. of sliding blocksLength of sliding sectionLi (m)CohesionCi (kPa)Internal friction angleψi (°)Inclination of sliding surfaceαi (°)Self-weight of sliding bodyWi′ (kN)Stability coefficientKsResidual sliding forceEi (kN)190.280.0027.0059.004,104.681.632,854252.310.0027.0042.0069,059.381.6332,534329.200.0027.0034.0059,580.811.6348,575443.270.0027.0045.0086,640.251.6392,593546.260.0027.0054.0092,356.51.63153,653665.180.0027.0038.00196,023.81.63206,480772.780.0027.0033.00314,633.51.63288,402876.800.0027.0032.00361,499.11.63381,918919.020.0027.0029.0094,074.961.63394,8381073.860.0027.0029.00321,2951.63462,2201164.410.0027.002.00285,943.61.63265,9401274.530.0027.002.00286,016.51.63186,0181391.410.0027.002.00278,881.91.63108,0901494.420.0027.002.00204,797.41.6350,86215132.700.0027.002.00174,479.51.632,108Table 10
Stability calculation for southern slope (case 2b: sliding surface of 6# coal seam).
No. of sliding blocksLength of sliding sectionLi (m)CohesionCi (kPa)Internal friction angleψi (°)Inclination of sliding surfaceαi (°)Self-weight of sliding bodyWi′ (kN)Stability coefficientKsResidual sliding forceEi (kN)190.280.0027.0059.004,264.601.622,965252.310.0027.0042.0071,750.001.6233,802329.200.0027.0034.0061,902.141.6250,468443.270.0027.0045.0090,015.841.6296,201546.260.0027.0054.0095,954.811.62159,639665.180.0027.0038.00203,661.121.62214,525772.780.0027.0033.00326,891.961.62299,638876.800.0027.0032.00375,583.441.62396,798919.020.0027.0029.0097,740.221.62410,2211073.860.0027.0029.00333,812.991.62480,2291164.410.0027.002.00297,084.231.62276,3011274.530.0027.002.00297,160.011.62193,2651391.410.0027.002.00289,747.471.62112,3011494.420.0027.002.00212,776.481.6252,84415132.700.0027.002.00181,277.421.622,190Table 11
Stability calculation results of the sectional sliding slope.
CaseLoad combinationTransfer coefficient methodSafety coefficient1Self-weight + sliding surface of coalbed no. 41.971.52aSelf-weight + fracturing surface of coalbed no. 61.631.52bSelf-weight + sliding surface of coalbed no. 61.621.5As the assumed sliding surfaces are with great uncertainty, so the safety coefficients obtained from the sliding surfaces may have great variations. Among the calculated safety coefficients, the minimum value is the most reasonable one that approximates to the solution for slope stability evaluation, and the related failure surface is the most dangerous sliding surface for slope. The calculated stability coefficients in the two cases range from 1.62 to 1.97, which meet the requirements of theDesign Code for Open-pit Mine of Coal Industry GB50197-2015. In the situation with hydraulic fractures, the slope stability coefficient decreases at the location where fault surface is exposed by mining of 6# coal seam, whereas the impact of CBM well fracturing on the overall slope stability is small.


## 7. Conclusion

(1)
The CBM well fracturing barely imposed any effect on slope stability before the open-pit coal mining. In situations with and without CBM well fracturing, vertical stress distributions in the toe, top, and interior of slope have no obvious difference. There is just some extent of vertical stress increase around the fractures within the interior of slope.(2)
The presence of hydraulic fractures has little effect on the overall displacement of slope during coal mining, and there is no obvious difference between the slope stability during coal mining and the slope stability impacted by fracturing. Large displacement occurs on the top edge and central of slope, indicating a tendency for collapsing in these locations.(3)
Finally, according to the analyses of limit equilibrium method and numerical simulation, the impact of CBM well fracturing is less. Therefore, more attentions should be paid to the ways of excavation and sloping during coal mining, avoiding slope instability caused by excavation.



---

*Source: 4708274-2020-07-16.xml*