# Distribution Law of Mining Stress of the Gob-Side Entry Retaining in Deep Mining Thin Coal Seam

Authors: Tao Qin; Kai Ren; Chen Jiang; Yanwei Duan; Zhi Liu; Lei Wang
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

In order to explore the mining pressure development rule of gob-side entry retaining during deep thin coal seam mining, FLAC3D numerical simulation is applied to analyze the stress distribution rule of gob-side entry retaining, observing the left third working face of 49# coal seam in No. 8 mining area of Xinxing Coal Mine as the research object. The results show that the working face stress field is asymmetrical which is caused by the reserved roadway and the over goaf. After roadway tunneling, features of obvious stress redistribution are formed. The vertical and horizontal stress in the coal seam develop a U-shaped distribution. The vertical stress in the roadway is less than that in the lower roadway, and the horizontal stress is half that in the lower roadway. The phenomenon of high stress “nucleation” appears and becomes more obvious in the process of working face advancing, and the nuclear body disappears after working face advanced to the boundary line. With the working surface advancing, the trend of horizontal stress of gob-side entry retaining decreases gradually and the vertical stress of gob-side entry retaining is less than the original rock stress. The research findings provide a basis for the supporting design of gob-side entry retaining in the deep thin coal seam and the stability control of surrounding rock.


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## Body

## 1. Introduction

With the continuous process of coal mining, shallow coal resources are almost depleted, and mining is gradually accessing deep mining areas. Under the influence of high stress, the mechanical characteristics of surrounding rocks have changed substantially, and the occurrence of ore pressure induces more serious mine disasters [1]. China’s thin coal seams are characterized by a diversified occurrence, large quantity, large distribution area, and large reserves. According to statistics, thin coal seams of the mining areas account for 84.2%, and reserves are about 6 billion tons [2, 3]. The gob-side entry retaining can maximize the recovery of resources and reduce the amount of drivage. The problem of surrounding rock control in thin coal mining the gob-side entry retaining brings severe challenges to coal mine safety mining; especially, the problem of stable gob-side entry retaining in Qitaihe thin coal mining area, which has already entered the process of deep mining, is becoming increasingly prominent. It is of great significance for coal and rock stability control to explore the stress distribution of gob-side entry retaining in deep thin coal seam mining.Scholars at home and abroad have done a lot of research on thin coal seam mining and the over goaf roadway retention, and they have achieved a series of successful results. According to the analysis of the plastic zone, stress distribution, supporting pressure, and deformation law of surrounding rock in thin coal seam mining by applying numerical simulation method, the finding obtained the ore pressure law of working face and proposed the supporting scheme [4–6]. Theoretical analysis is adopted to establish the mechanical deformation model of surrounding rock of thin coal seam under different geological conditions and to calculate the law of overburden movement and collapse and stress distribution [5–8]. Analyzing the support resistance, stress distribution, and surrounding rock deformation in the process of advancing the thin working face by on-site ore pressure monitoring method to evaluate whether the existing support system meets the requirements provides a reference to similar working face support design [2, 9, 10]. Application of gob-side entry retaining technology is employed to study stress distribution and support scheme in heading stope [11–14]. However, due to the essential differences in the mechanical properties of the shallow and deep rock mass, there are a few studies on the stress distribution characteristics and control measures of the gob-side entry retaining in the thin coal seam. Besides, the existing studies have not explored the development law of the ore pressure of gob-side entry retaining in the deep thin coal seam.Qitaihe mining area is one of the thin layers of oversize mine areas, with 0.86 m average thickness. At present, the average depth of three-level mining in the Xinxing Coal Mine is about 750 m. In the mining process, there are many problems to solve, such as large deformation of surrounding rocks, difficult roadway maintenance, and poor safety. In order to ensure the recovery of resources and production continuity, mining is mainly carried out by keeping the gob-side entry retaining [15]. Based on this, the author combines the actual situation of working face in 49# Xinxing Coal Mine, using FLAC3D numerical simulation of thin coal seam gob-side entry retaining in the mining process to analyze the working face stress distribution characteristics. The research results have theoretical guiding and reference significance for the surrounding rock control of deep thin coal seam gob-side entry retaining in similar working conditions.


## 2. Project Overview

The working face adopts the method of longwall coal mining. There are three working faces on the third left of 49# coal seam in No. 8 mining area of Xinxing Coal Mine. The strike of the coal seam gradually changes from N60W to EW direction. The dip angle of the coal seam is generally between 7° and 11°. The strike length is 565 m, while the cutting length is 135 m, and the inclined area is 7.63 m2. The thickness of the coal seam is 0.45∼1.20 m and 0.65 m on average thickness. It belongs to the coal seam with a complex structure. The coal seam contains siltstone from one to six layers, and the interlayer thickness is generally 0.1∼0.3 m. The left two pieces are located in the upper part of the left three pieces and have been stopped, as shown in Figure 1.Figure 1
Roadway layout of the left third working face in the No. 8 mining area of 49 coal seams in Xinxing Coal Mine.


## 3. Numerical Analysis of the Development Law of Mine Pressure along Gob-Side Entry Retaining

### 3.1. Simulation Scheme

Given that the left three working faces use gob-side entry retaining to mine in Xinxing Coal Mine, the stress distribution, with stopped area of the left three working faces is affected by the left two mines the over goaf and the remaining roadway. Therefore, in order to truly reflect the stress conditions of the left three working faces and the roadway, it needs to simulate the tunneling and mining conditions of the working face in the area around the left three. According to the idea of treating the over goaf by FLAC3D, the mechanical parameters of surrounding rocks are weak to simulate the left two goaves [16].


### 3.2. Model Establishment

On the basis of the borehole column chart and test data, the formation is simplified to address the needs of modeling. Therefore, fully considering the left three working faces of the over goaf, the stress distribution of roadway, and stope and its adjacent, the changes of model size for 450 m∗200 m∗96 m, selecting the model left three floors at the bottom right corner to zero, the width of the mined-out area is 30 m and the groove is 5 m, in view of the influence of stress, along the groove extend outward around 25 m for the border. The whole 3D model is divided into 11,187 units and 9,000 nodes. The model is shown in Figure 2. In order to analyze the stress distribution in the process of working face propulsion, single propulsion is applicable as the monitoring line, and the specific location is shown in Figure 3.Figure 2
FLAC3D model of the third left mining face.Figure 3
Monitoring lines of the third left mining face.On account of the measured results of in situ stress in 49# coal seam, the maximum horizontal principal stress σmax = 31 MPa and vertical principal stress σv = 15.89 MPa. With the increase of the buried depth, the constraint force on the Z direction of the model presents an upward trend. Assuming that this point is at the floor of the coal seam roadway and combined with the excavation engineering plan, the average buried depth of the left three sections is h = 690 m.The horizontal principal stress of the model is(1)σmax=γh∗h=31MPa,γh=3.1e4N/m3.So,(2)σh1=σh−γh∗h0=19.79MPa,σh2=σh+γh∗h0=25.37MPa.In light of the distribution of roof strata and rock density, the vertical stress on the roof surface of the model is(3)σv1=σv−ρ2h2g−ρ3h3g−ρ4h4g−ρ5h5g−ρ6h6g=11.77MPa.The front and rear boundaries of the model are fixed displacement constraints, and the left and right boundary conditions of the model are shown in Figure4.Figure 4
Boundary conditions of the model.


### 3.3. Calculated Parameters

Given the determination method of physical and mechanical properties of coal and rock, the coal and rock samples obtained in the field are processed and tested in the laboratory. Uniaxial compression deformation test, variable angle shear test, Brazilian splitting tensile test, and block density test are carried out, respectively. The experimental results are shown in Table1, measured on the elastic modulus and shear modulus. The Mohr–Coulomb constitutive model is used for coal and rock mass.Table 1
Basically physical and mechanical parameters.
The lithologyVolume modulus (GPa)Shear modulus (GPa)Cohesive force (MPa)Tensile strength (MPa)Within the angle of wipe (°)Density (kg/m3)1Pulverous sandstone6.533.92162.64226902Coal seam1.941.4631.23514003Pulverous sandstone11.06.60152.73826974Medium sandstone2.601.5682.93726885Coarse sandstone3.532.12101.74227416Medium sandstone2.601.56132.94826657Fine sandstone10.496.30152.65526908Pulverous sandstone6.533.92162.64226909Goaf0.50.30.10.1352600


## 3.1. Simulation Scheme

Given that the left three working faces use gob-side entry retaining to mine in Xinxing Coal Mine, the stress distribution, with stopped area of the left three working faces is affected by the left two mines the over goaf and the remaining roadway. Therefore, in order to truly reflect the stress conditions of the left three working faces and the roadway, it needs to simulate the tunneling and mining conditions of the working face in the area around the left three. According to the idea of treating the over goaf by FLAC3D, the mechanical parameters of surrounding rocks are weak to simulate the left two goaves [16].


## 3.2. Model Establishment

On the basis of the borehole column chart and test data, the formation is simplified to address the needs of modeling. Therefore, fully considering the left three working faces of the over goaf, the stress distribution of roadway, and stope and its adjacent, the changes of model size for 450 m∗200 m∗96 m, selecting the model left three floors at the bottom right corner to zero, the width of the mined-out area is 30 m and the groove is 5 m, in view of the influence of stress, along the groove extend outward around 25 m for the border. The whole 3D model is divided into 11,187 units and 9,000 nodes. The model is shown in Figure 2. In order to analyze the stress distribution in the process of working face propulsion, single propulsion is applicable as the monitoring line, and the specific location is shown in Figure 3.Figure 2
FLAC3D model of the third left mining face.Figure 3
Monitoring lines of the third left mining face.On account of the measured results of in situ stress in 49# coal seam, the maximum horizontal principal stress σmax = 31 MPa and vertical principal stress σv = 15.89 MPa. With the increase of the buried depth, the constraint force on the Z direction of the model presents an upward trend. Assuming that this point is at the floor of the coal seam roadway and combined with the excavation engineering plan, the average buried depth of the left three sections is h = 690 m.The horizontal principal stress of the model is(1)σmax=γh∗h=31MPa,γh=3.1e4N/m3.So,(2)σh1=σh−γh∗h0=19.79MPa,σh2=σh+γh∗h0=25.37MPa.In light of the distribution of roof strata and rock density, the vertical stress on the roof surface of the model is(3)σv1=σv−ρ2h2g−ρ3h3g−ρ4h4g−ρ5h5g−ρ6h6g=11.77MPa.The front and rear boundaries of the model are fixed displacement constraints, and the left and right boundary conditions of the model are shown in Figure4.Figure 4
Boundary conditions of the model.


## 3.3. Calculated Parameters

Given the determination method of physical and mechanical properties of coal and rock, the coal and rock samples obtained in the field are processed and tested in the laboratory. Uniaxial compression deformation test, variable angle shear test, Brazilian splitting tensile test, and block density test are carried out, respectively. The experimental results are shown in Table1, measured on the elastic modulus and shear modulus. The Mohr–Coulomb constitutive model is used for coal and rock mass.Table 1
Basically physical and mechanical parameters.
The lithologyVolume modulus (GPa)Shear modulus (GPa)Cohesive force (MPa)Tensile strength (MPa)Within the angle of wipe (°)Density (kg/m3)1Pulverous sandstone6.533.92162.64226902Coal seam1.941.4631.23514003Pulverous sandstone11.06.60152.73826974Medium sandstone2.601.5682.93726885Coarse sandstone3.532.12101.74227416Medium sandstone2.601.56132.94826657Fine sandstone10.496.30152.65526908Pulverous sandstone6.533.92162.64226909Goaf0.50.30.10.1352600


## 4. Simulation Results and Analysis

The stress concentration area is divided into vertical stress concentration area and horizontal stress concentration area. When excavation is carried out in the stratum, the surrounding rock stress is redistributed, continuously transferred to the interior, and the middle part of the working face presents the phenomenon of stress concentration. The vertical stress concentration occurs at the two sides of the surrounding rock, while the horizontal stress concentration occurs at the top and bottom of the surrounding rock. This paper aims at analyzing the stress distribution of the left three pieces of the gob-side entry retaining driving face and studying the stress distribution characteristics in the process of the gob-side entry retaining to driving face and driving face.By analyzing the stress distribution of the roadway driving model on the left three sections of the gob-side entry retaining (see Figures5 and 6), it can be seen that the vertical stress concentration area of the coal seam is near the roof of the coal seam, and the horizontal stress concentration area of the coal seam is at the two sides of the upper and lower roadway. Therefore, in the following concentrated-area study, the vertical stress concentration adapts the roof along the coal seam trending roadway as the main research object, while the horizontal stress concentration regards the central plane of the coal seam as the main research object.Figure 5
Model vertical stress cloud diagram.Figure 6
Model horizontal stress cloud diagram.Numerical simulation is carried out for the tunneling and stopping process of the left three blocks of the gob-side entry retaining; furthermore, it obtains the stress cloud chart and stress distribution curve. Due to roadway tunneling, the surrounding rock stress will be redistributed. In spite of the quite small influence of thin coal seam tunneling on stress redistribution, the stress concentration zone is still formed in the middle of the coal seam. The residual roadway and the over goaf have a certain impact on the stress distribution, resulting in stress asymmetry.


### 4.1. Analysis of Stress Distribution in the Over Goaf Roadway

#### 4.1.1. Vertical Stress Concentration Area Distribution

Figure7 shows that the vertical stress and the lower roadway stress in the middle of the coal seam are relatively large, and the maximum stress near the middle of the coal seam is 19.2 MPa. This is because, after the mining of the left two working faces, the remaining roadway in the left three working faces is adjacent to the over goaf, the surrounding rock stress has been released, and the pressure is low and uniform around the remaining roadway. The crossheading tunneling in the coal seam results in the redistribution of surrounding rock stress at the mining area boundary, the mine pressure transfers to the solid coal side, and the internal abutment pressure increases obviously. The farther the distance from the over goaf, the less the stress is affected by the over goaf, and the stress in stope increases gradually. Since the left second stope faces have been stopped and the roof strata collapse is basically stable, there is little influence on the left third stope roadway and the stope face, and the relatively large stress concentration is at the whole stope of the left third faces. The vertical stress, which is extracted from the monitoring line in Figure 8, is consistent with the trend of cloud Figure 7, showing a feature of high in the middle and low on both sides, and the roadway pressure in the retention roadway is less than the vertical stress in the lower roadway.Figure 7
The vertical stress cloud diagram of the third left working face.Figure 8
The vertical stress of monitoring points in the third left working face.


#### 4.1.2. Horizontal Stress Concentration Area Distribution

It can be seen from Figure9 that horizontal stress concentration occurs in the middle of the coal seam, with the maximum value reaching 17.8 MPa. The horizontal stress is small in the whole length of the remaining roadway, and the end surface stress of the lower roadway is relatively large. Due to the effect of the left second goaf, the horizontal stress of the upper roadway has a large influent range. It extends to the interior of the coal seam, greatly increasing the concentration degree of horizontal stress, resulting in a rapid increase of horizontal stress, and the stress is the largest in the middle position. After roadway excavation, the horizontal stress of roof and floor in roadway increases sharply within a certain range, which is not conducive to the stability of surrounding rock. The horizontal stress is very high in the middle of the coal seam, and the concentration coefficient is very high, which easily leads to roof caving and floor uplift, and may induce rock burst disaster. Figure 10 presents the horizontal stress on the monitoring line. The horizontal stress in the coal seam presents an obvious “U” shaped distribution, with good symmetry on both sides, indicating the influence of the left second goaf area adjusted by the trough. The obvious difference between the two sides of the tunnel is mainly due to the impact of the left second goaf, which causes the horizontal pressure of the remaining roadway being half that of the lower side roadway.Figure 9
The horizontal stress cloud diagram of the third left working face.Figure 10
The horizontal stress of monitoring points in the third left working face.


### 4.2. The Stress Concentration Area Distribution during Working Face Propulsion

#### 4.2.1. Vertical Stress Concentration Area Distribution

Figure11 demonstrates that, with the working faces advancing, the maximum vertical stress of the roof of the coal seam firstly increases and then decreases, with the working face advancing to 200–300 m, the maximum value is 20.05 MPa, and the stress concentration coefficient is 1.20. When the working face is advanced to 400 m, the stress field is small and balanced in front of the working face. With the advance of the working face, the phenomenon of “nucleation” with high stress appearing on the working face becomes more growingly obvious, and the nuclear body disappeared after the working face is forward to the boundary line. Stress relief should be focused on the nuclear zone to prevent damage. Under the influence of the left second goaf, the average stress of the retaining roadway is less than the average stress of the lower roadway and less than the stress of the original rock, and the position of the upper and lower roadway is relatively stable, which is conducive to the stability of the roadway and the prevention and control of rock burst. Figure 12 illustrates the vertical stress change curve of the monitoring line in the process of working face propulsion, and the analysis shows that the stress concentration in the middle of the coal seam is obvious during the initial propulsion with the maximum value around 19 MPa. In pace with the continuous release of the propulsive stress, the stress concentration becomes weaker. When the working face is advanced to 400 m, the vertical stress is around 17 MPa, which is close to the original rock stress. The inner part of the working face should pay attention to the initial pressure relief inside the coal body; especially, the stress nucleation area should be monitored.Figure 11
Advanced vertical stress cloud diagram of the third left working face. (a) The working face is advanced by 100 m. (b) The working face is advanced by 200 m. (c) The working face is advanced by 300 m. (d) The working face is advanced by 400 m.
(a)(b)(c)(d)Figure 12
The vertical stress of monitoring points in the third left working face.


#### 4.2.2. Horizontal Stress Concentration Area Distribution

The horizontal stress distribution is promoted to the left three working faces, as shown in Figure13. It shows that the horizontal stress is mainly concentrated in the middle of the coal seam. As the working face advancing, the stress concentration becomes increasingly greater. The working face advances to 100 m and the maximum horizontal stress reaches 17.3 MPa. The working face advances to 200 m, and the maximum horizontal stress reaches 17.8 MPa. The working face advances to 300m and the maximum stress level reaches 17.9 MPa. The working face advances to 400 m and the horizontal maximum stress reaches 18.8 MPa. The horizontal stress of the upper and lower roadway is smaller than that of the original rock, the pressure of the gob-side entry retaining presents a trend of a gradual decline, and the floor pressure of the roadway is small. The pressure range and value of the upper roadway remain stable, and the pressure range of the upper roadway floor area gradually decreases, but the phenomenon of stress concentration appears obviously. Figure 14 shows the relationship between the monitoring line and the horizontal stress. According to the curve variation law, the horizontal stress in the middle reaches about 9 MPa and presents a V-shaped distribution on both sides along the middle, and the pressure dropped in the gob-side entry retaining is greater than that of the other side roadway. The outside of the roadway presents the characteristics of two poles. Because the outside of the gob-side entry retaining is a goaf, the horizontal stress is less than 2 MPa. The stress outside the lower roadway increases sharply, reaching about 12 MPa. In summary, the pressure relief in the middle of the coal seam should be absorbed in ensuring the safety and stability in the mining process of the working face, and the floor of the lower roadway should be reinforced to prevent the occurrence of floor heave. The upper and lower sides of the roadway have low and stable pressure, which means safe and stable in the mining process.Figure 13
Advanced horizontal stress cloud diagram of the third left working face. (a) The working face is advanced by 100 m. (b) The working face is advanced by 200 m. (c) The working face is advanced by 300 m. (d) The working face is advanced by 400 m.
(a)(b)(c)(d)Figure 14
The horizontal stress of monitoring points in the third left working face.


## 4.1. Analysis of Stress Distribution in the Over Goaf Roadway

### 4.1.1. Vertical Stress Concentration Area Distribution

Figure7 shows that the vertical stress and the lower roadway stress in the middle of the coal seam are relatively large, and the maximum stress near the middle of the coal seam is 19.2 MPa. This is because, after the mining of the left two working faces, the remaining roadway in the left three working faces is adjacent to the over goaf, the surrounding rock stress has been released, and the pressure is low and uniform around the remaining roadway. The crossheading tunneling in the coal seam results in the redistribution of surrounding rock stress at the mining area boundary, the mine pressure transfers to the solid coal side, and the internal abutment pressure increases obviously. The farther the distance from the over goaf, the less the stress is affected by the over goaf, and the stress in stope increases gradually. Since the left second stope faces have been stopped and the roof strata collapse is basically stable, there is little influence on the left third stope roadway and the stope face, and the relatively large stress concentration is at the whole stope of the left third faces. The vertical stress, which is extracted from the monitoring line in Figure 8, is consistent with the trend of cloud Figure 7, showing a feature of high in the middle and low on both sides, and the roadway pressure in the retention roadway is less than the vertical stress in the lower roadway.Figure 7
The vertical stress cloud diagram of the third left working face.Figure 8
The vertical stress of monitoring points in the third left working face.


### 4.1.2. Horizontal Stress Concentration Area Distribution

It can be seen from Figure9 that horizontal stress concentration occurs in the middle of the coal seam, with the maximum value reaching 17.8 MPa. The horizontal stress is small in the whole length of the remaining roadway, and the end surface stress of the lower roadway is relatively large. Due to the effect of the left second goaf, the horizontal stress of the upper roadway has a large influent range. It extends to the interior of the coal seam, greatly increasing the concentration degree of horizontal stress, resulting in a rapid increase of horizontal stress, and the stress is the largest in the middle position. After roadway excavation, the horizontal stress of roof and floor in roadway increases sharply within a certain range, which is not conducive to the stability of surrounding rock. The horizontal stress is very high in the middle of the coal seam, and the concentration coefficient is very high, which easily leads to roof caving and floor uplift, and may induce rock burst disaster. Figure 10 presents the horizontal stress on the monitoring line. The horizontal stress in the coal seam presents an obvious “U” shaped distribution, with good symmetry on both sides, indicating the influence of the left second goaf area adjusted by the trough. The obvious difference between the two sides of the tunnel is mainly due to the impact of the left second goaf, which causes the horizontal pressure of the remaining roadway being half that of the lower side roadway.Figure 9
The horizontal stress cloud diagram of the third left working face.Figure 10
The horizontal stress of monitoring points in the third left working face.


## 4.1.1. Vertical Stress Concentration Area Distribution

Figure7 shows that the vertical stress and the lower roadway stress in the middle of the coal seam are relatively large, and the maximum stress near the middle of the coal seam is 19.2 MPa. This is because, after the mining of the left two working faces, the remaining roadway in the left three working faces is adjacent to the over goaf, the surrounding rock stress has been released, and the pressure is low and uniform around the remaining roadway. The crossheading tunneling in the coal seam results in the redistribution of surrounding rock stress at the mining area boundary, the mine pressure transfers to the solid coal side, and the internal abutment pressure increases obviously. The farther the distance from the over goaf, the less the stress is affected by the over goaf, and the stress in stope increases gradually. Since the left second stope faces have been stopped and the roof strata collapse is basically stable, there is little influence on the left third stope roadway and the stope face, and the relatively large stress concentration is at the whole stope of the left third faces. The vertical stress, which is extracted from the monitoring line in Figure 8, is consistent with the trend of cloud Figure 7, showing a feature of high in the middle and low on both sides, and the roadway pressure in the retention roadway is less than the vertical stress in the lower roadway.Figure 7
The vertical stress cloud diagram of the third left working face.Figure 8
The vertical stress of monitoring points in the third left working face.


## 4.1.2. Horizontal Stress Concentration Area Distribution

It can be seen from Figure9 that horizontal stress concentration occurs in the middle of the coal seam, with the maximum value reaching 17.8 MPa. The horizontal stress is small in the whole length of the remaining roadway, and the end surface stress of the lower roadway is relatively large. Due to the effect of the left second goaf, the horizontal stress of the upper roadway has a large influent range. It extends to the interior of the coal seam, greatly increasing the concentration degree of horizontal stress, resulting in a rapid increase of horizontal stress, and the stress is the largest in the middle position. After roadway excavation, the horizontal stress of roof and floor in roadway increases sharply within a certain range, which is not conducive to the stability of surrounding rock. The horizontal stress is very high in the middle of the coal seam, and the concentration coefficient is very high, which easily leads to roof caving and floor uplift, and may induce rock burst disaster. Figure 10 presents the horizontal stress on the monitoring line. The horizontal stress in the coal seam presents an obvious “U” shaped distribution, with good symmetry on both sides, indicating the influence of the left second goaf area adjusted by the trough. The obvious difference between the two sides of the tunnel is mainly due to the impact of the left second goaf, which causes the horizontal pressure of the remaining roadway being half that of the lower side roadway.Figure 9
The horizontal stress cloud diagram of the third left working face.Figure 10
The horizontal stress of monitoring points in the third left working face.


## 4.2. The Stress Concentration Area Distribution during Working Face Propulsion

### 4.2.1. Vertical Stress Concentration Area Distribution

Figure11 demonstrates that, with the working faces advancing, the maximum vertical stress of the roof of the coal seam firstly increases and then decreases, with the working face advancing to 200–300 m, the maximum value is 20.05 MPa, and the stress concentration coefficient is 1.20. When the working face is advanced to 400 m, the stress field is small and balanced in front of the working face. With the advance of the working face, the phenomenon of “nucleation” with high stress appearing on the working face becomes more growingly obvious, and the nuclear body disappeared after the working face is forward to the boundary line. Stress relief should be focused on the nuclear zone to prevent damage. Under the influence of the left second goaf, the average stress of the retaining roadway is less than the average stress of the lower roadway and less than the stress of the original rock, and the position of the upper and lower roadway is relatively stable, which is conducive to the stability of the roadway and the prevention and control of rock burst. Figure 12 illustrates the vertical stress change curve of the monitoring line in the process of working face propulsion, and the analysis shows that the stress concentration in the middle of the coal seam is obvious during the initial propulsion with the maximum value around 19 MPa. In pace with the continuous release of the propulsive stress, the stress concentration becomes weaker. When the working face is advanced to 400 m, the vertical stress is around 17 MPa, which is close to the original rock stress. The inner part of the working face should pay attention to the initial pressure relief inside the coal body; especially, the stress nucleation area should be monitored.Figure 11
Advanced vertical stress cloud diagram of the third left working face. (a) The working face is advanced by 100 m. (b) The working face is advanced by 200 m. (c) The working face is advanced by 300 m. (d) The working face is advanced by 400 m.
(a)(b)(c)(d)Figure 12
The vertical stress of monitoring points in the third left working face.


### 4.2.2. Horizontal Stress Concentration Area Distribution

The horizontal stress distribution is promoted to the left three working faces, as shown in Figure13. It shows that the horizontal stress is mainly concentrated in the middle of the coal seam. As the working face advancing, the stress concentration becomes increasingly greater. The working face advances to 100 m and the maximum horizontal stress reaches 17.3 MPa. The working face advances to 200 m, and the maximum horizontal stress reaches 17.8 MPa. The working face advances to 300m and the maximum stress level reaches 17.9 MPa. The working face advances to 400 m and the horizontal maximum stress reaches 18.8 MPa. The horizontal stress of the upper and lower roadway is smaller than that of the original rock, the pressure of the gob-side entry retaining presents a trend of a gradual decline, and the floor pressure of the roadway is small. The pressure range and value of the upper roadway remain stable, and the pressure range of the upper roadway floor area gradually decreases, but the phenomenon of stress concentration appears obviously. Figure 14 shows the relationship between the monitoring line and the horizontal stress. According to the curve variation law, the horizontal stress in the middle reaches about 9 MPa and presents a V-shaped distribution on both sides along the middle, and the pressure dropped in the gob-side entry retaining is greater than that of the other side roadway. The outside of the roadway presents the characteristics of two poles. Because the outside of the gob-side entry retaining is a goaf, the horizontal stress is less than 2 MPa. The stress outside the lower roadway increases sharply, reaching about 12 MPa. In summary, the pressure relief in the middle of the coal seam should be absorbed in ensuring the safety and stability in the mining process of the working face, and the floor of the lower roadway should be reinforced to prevent the occurrence of floor heave. The upper and lower sides of the roadway have low and stable pressure, which means safe and stable in the mining process.Figure 13
Advanced horizontal stress cloud diagram of the third left working face. (a) The working face is advanced by 100 m. (b) The working face is advanced by 200 m. (c) The working face is advanced by 300 m. (d) The working face is advanced by 400 m.
(a)(b)(c)(d)Figure 14
The horizontal stress of monitoring points in the third left working face.


## 4.2.1. Vertical Stress Concentration Area Distribution

Figure11 demonstrates that, with the working faces advancing, the maximum vertical stress of the roof of the coal seam firstly increases and then decreases, with the working face advancing to 200–300 m, the maximum value is 20.05 MPa, and the stress concentration coefficient is 1.20. When the working face is advanced to 400 m, the stress field is small and balanced in front of the working face. With the advance of the working face, the phenomenon of “nucleation” with high stress appearing on the working face becomes more growingly obvious, and the nuclear body disappeared after the working face is forward to the boundary line. Stress relief should be focused on the nuclear zone to prevent damage. Under the influence of the left second goaf, the average stress of the retaining roadway is less than the average stress of the lower roadway and less than the stress of the original rock, and the position of the upper and lower roadway is relatively stable, which is conducive to the stability of the roadway and the prevention and control of rock burst. Figure 12 illustrates the vertical stress change curve of the monitoring line in the process of working face propulsion, and the analysis shows that the stress concentration in the middle of the coal seam is obvious during the initial propulsion with the maximum value around 19 MPa. In pace with the continuous release of the propulsive stress, the stress concentration becomes weaker. When the working face is advanced to 400 m, the vertical stress is around 17 MPa, which is close to the original rock stress. The inner part of the working face should pay attention to the initial pressure relief inside the coal body; especially, the stress nucleation area should be monitored.Figure 11
Advanced vertical stress cloud diagram of the third left working face. (a) The working face is advanced by 100 m. (b) The working face is advanced by 200 m. (c) The working face is advanced by 300 m. (d) The working face is advanced by 400 m.
(a)(b)(c)(d)Figure 12
The vertical stress of monitoring points in the third left working face.


## 4.2.2. Horizontal Stress Concentration Area Distribution

The horizontal stress distribution is promoted to the left three working faces, as shown in Figure13. It shows that the horizontal stress is mainly concentrated in the middle of the coal seam. As the working face advancing, the stress concentration becomes increasingly greater. The working face advances to 100 m and the maximum horizontal stress reaches 17.3 MPa. The working face advances to 200 m, and the maximum horizontal stress reaches 17.8 MPa. The working face advances to 300m and the maximum stress level reaches 17.9 MPa. The working face advances to 400 m and the horizontal maximum stress reaches 18.8 MPa. The horizontal stress of the upper and lower roadway is smaller than that of the original rock, the pressure of the gob-side entry retaining presents a trend of a gradual decline, and the floor pressure of the roadway is small. The pressure range and value of the upper roadway remain stable, and the pressure range of the upper roadway floor area gradually decreases, but the phenomenon of stress concentration appears obviously. Figure 14 shows the relationship between the monitoring line and the horizontal stress. According to the curve variation law, the horizontal stress in the middle reaches about 9 MPa and presents a V-shaped distribution on both sides along the middle, and the pressure dropped in the gob-side entry retaining is greater than that of the other side roadway. The outside of the roadway presents the characteristics of two poles. Because the outside of the gob-side entry retaining is a goaf, the horizontal stress is less than 2 MPa. The stress outside the lower roadway increases sharply, reaching about 12 MPa. In summary, the pressure relief in the middle of the coal seam should be absorbed in ensuring the safety and stability in the mining process of the working face, and the floor of the lower roadway should be reinforced to prevent the occurrence of floor heave. The upper and lower sides of the roadway have low and stable pressure, which means safe and stable in the mining process.Figure 13
Advanced horizontal stress cloud diagram of the third left working face. (a) The working face is advanced by 100 m. (b) The working face is advanced by 200 m. (c) The working face is advanced by 300 m. (d) The working face is advanced by 400 m.
(a)(b)(c)(d)Figure 14
The horizontal stress of monitoring points in the third left working face.


## 5. Conclusion

By simulating the working face gob-side entry retaining of the left third working face of 49# coal seam in No. 8 mining area of Xinxing Coal Mine, the stress of remaining roadway is less than the vertical stress of lower roadway. The horizontal stress in the coal seam embodies an obvious “U” shaped distribution, with good symmetry on both sides. The horizontal stress in the remaining roadway is half that in the lower roadway. The phenomenon of high stress “nucleation” appears and becomes more progressively obvious in the process of working face advancing, and the nuclear body disappears after working face advancing to the boundary line. The average vertical stress of the remaining roadway is less than the original rock stress, and the horizontal stress of the gob-side entry retaining presents a trend of gradual decrease. Corresponding pressure relief measures and actions should be taken to prevent the occurrence of disasters in the stress concentration area of deep thin coal seam during gob-side entry retaining driving and mining.



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*Source: 5589948-2021-03-26.xml*