# Field and Numerical Investigation on the Coal Pillar Instability of Gob-Side Entry in Gently Inclined Coal Seam

Authors: Xupeng Ta; Zhijun Wan; Yuan Zhang; Peng Shi; Zejie Wei; Xin Sun; Liangliang Jia
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

In order to study the coal pillar stability of gob-side entry in gently inclined coal seam, a comprehensive method including theoretical analysis, numerical modeling, and field monitoring was applied to study its fracturing and instability mechanism. The results show that the uneven horizontal stress was the internal cause of entry asymmetric deformation and failure in inclined coal seam. In gently inclined coal seam, the rotation movement of the main roof and stress distribution were closely related to inclination of the coal seam. Based on the asymmetric deformation characteristics and mechanisms of entry, a collaborative control technology of roof cutting for pressure relief and support strengthening has been put forward. The research results have practical signiﬁcance for revealing the mechanism of entry damage in gently inclined coal seam mining and proposing engineering measures to prevent coal pillar damage and disaster occurrence.


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## Body

## 1. Introduction

With the increasing energy demand and mining intensity, the shallow coal resources gradually exhausted. In order to improve recovery rate of coal resources in China, gob-side entry driving (GED) techniques are widely adopted in the process of entry excavation. The stability of coal pillar is the key of the GED technique. In recent decades, the research on mechanical properties of coal pillar mainly reveals the dynamic mechanical state of coal pillar through field observation, theoretical analysis, similar material simulation test, and numerical simulation, and then puts forward the control methods of changing the width of coal pillar, optimizing support parameters and improving the properties of surrounding rock [1–7]. Scholars have studied the relationship between ground stress distribution and roadway fracture development by using comprehensive monitoring system and borehole camera exploration device and developed a strictly calibrated numerical model to simulate the stress redistribution under different conditions [8, 9]. Das et al. [10] developed generic analytical solutions to estimate the strength of the inclined coal pillars, deriving mathematical models to obtain the confining stress in the coal pillar and the corresponding peak stress at the time of its failure. Gao and Ge [11] proposed a composite rock mass method based on the mechanical method to obtain the derived stress not only for the cohesive constraining forces of the coal pillar but also for the rock mass of the roof and floor. Prassetyo et al. [12] analyzed the effect of coal-entry friction on the strength of coal pillar by laboratory tests and modified the empirical equation for the strength of coal pillar. Dai et al. [13] studied the intelligent identification method for the stability of coal pillar in the section, analyzed load transfer law of the overlying strata in the upper part of coal pillar, and calculated the optimal value of the coal pillar using the Delphi index evaluation system. Liu et al. [14] improved the method of coal pillar fracture digitization and established the model of coal pillar stability evaluation. Gao [15] proposed a new method to comprehensively study the stability of the strip coal pillar based on the elastic-plastic mechanics theories and the previous studies of the limiting equilibrium method.Compared with the flat coal pillars, the stress environment of the inclined coal pillars is more complex because of the asymmetric stress distribution. Das et al. [16, 17] analyzed the failure stress states within the coal pillars having different dip angles and elucidated the procedures to estimate the strength of the inclined coal pillars by the numerical modeling technique. Zhao et al. [18] analyzed the mechanical characteristics of narrow coal pillars’ gob-side entry in inclined coal seams and obtained the damage form of coal pillars with different widths during excavation. Chen and Wang [19] analyzed surrounding rock deformation characteristics of gob-side entry driving in deep inclined coal seam and revealed the asymmetric large deformation characteristics of such roadway. Zhang et al. [20] analyzed the support stress distribution law near the gob side and investigated the relationship between the surrounding rock stress distribution of the roadway and the coal pillar width by the numerical method. A review of the previous studies indicated that (1) the inclination angle of the coal seam has a significant influence on the stability of the coal pillar and (2) there was less research on the distribution pattern of coal pillar abutment pressure under the influence of dip angle of coal seam. Thus, it is necessary to take the abutment pressure, generated by roof overburden structure in gently inclined coal seam, into account in examining coal pillar stability.In this study, numerical simulations were conducted to examine the stability of a mining entry with 2.0 m section coal pillars under the influence of dip angle of coal seam. A surrounding rock structure model was established to investigate dynamic mechanical characteristics of a coal pillar in the gently inclined coal seam. According to the theoretical and numerical results, the dynamic mechanical state of the coal pillar was studied in detail, and a method for controlling the entry stability was proposed.


## 2. Geological Setting and Mining Conditions

In this study, the 21015 entry with 2.0 m section coal pillars in the 21015 working face of the Chensilou coal mine, Henan Province, was used as the research object, as shown in Figure1(a). The coal seam dip angle was 18°, and the average thickness and burial depth were 2.66 m and 400 m, respectively. According to the drilling records, the immediate roof and floor were sandy mudstone with average thickness of 2.76 m and 3.3 m, and the main roof and floor were medium-fine sandstone with average thickness of 20.4 m and 4.83 m. The 2.0 m section coal pillar was reserved between the 21015 and 21011 working faces. During the actual mining process, after the end of the 21011 working face, the 21015 entry began to excavate along the edge of the gob. The 21015 entry was supported by anchor-mesh-cable system, as shown in Figure 1(b). The roof of the entry was supported by 22×2200 mm bolts and 21.6×8300 mm cables. The pillar rib and the solid coal rib of the entry were supported by 16×2200 mm and 22×2200 mm bolts, respectively. The roof bolt and rib bolt spacings for the entry was 880 mm and 700 mm, respectively, and roof cable spacing was 1600 mm, as shown in Figure 1(c).Figure 1
Position of the gob-side entry and support parameters.
(a)(b)(c)


## 3. Methodology

### 3.1. In Situ Monitoring

To fully understand the asymmetric deformation law of the entry in the gently inclined coal seam, surface displacement monitoring stations and borehole measuring points were arranged in the tail entry, as shown in Figure2. The borehole measurement points No. 1 and No. 2 were located at 12∼15 m and 28∼30 m in the advancing direction of 21015 working face, and only three of them can be fully observed. The distance between each stations was 25～30 m and the first monitoring station was located 60 m ahead the 21015 working face. According to the site situation, the borehole measurement point No. 1 was set within the advanced support range, and the borehole measurement point No. 2 was set outside the range as a comparison. As the working face advances, the observation data of each surface displacement monitoring station can be compared with the observation data of borehole measuring points.Figure 2
Monitoring stations and measuring point arrangement.


### 3.2. Numerical Modeling

To fully understand the stability of a mining entry with 2.0 m section coal pillars under the influence of dip angle of coal seam, a FLAC3D numerical simulation with the “Mohr–Coulomb criterion” based on the engineering geological conditions of 21015 working face was established as shown in Figure 3. The dimension of the numerical model was 150×150×150mwidth×height×length. The four sides and the bottom of the model were constrained by displacement, and the top boundary was applied with a vertical stress of 12.6 MPa. The physical and mechanical rock mass parameters were obtained via laboratory tests and previously performed research works [21], as shown in Table 1. The simulation process was as follows: (1) excavate the mining entry of the 21011 working face; (2) mine the 21011 working face; (3) fill the caved zone with the double-yield model; (4) excavate the mining entry of the 21015 working face; and (5) mine the 21015 working face (Figure 3).Table 1
Numerical simulation parameters.
Rock layerRock typeAverage thickness (m)Density (kg/m3)Bulk modulus (GPa)Shear modulus (GPa)Tensile strength (MPa)Internal stress (MPa)Internal friction angle (°)Overlying strata—385250012.007.81.62.428Main roofMiddle-fine sandstone4.83268012.238.42.199.136Immediate roofSandy mudstone3.326592.511.361.701.921Coal—312120.790.241.523.4622Immediate floorSandy mudstone2.7626592.511.361.701.921Main floorMiddle-fine sandstone20.04268012.238.42.199.136Figure 3
Sketch map of numerical model.


## 3.1. In Situ Monitoring

To fully understand the asymmetric deformation law of the entry in the gently inclined coal seam, surface displacement monitoring stations and borehole measuring points were arranged in the tail entry, as shown in Figure2. The borehole measurement points No. 1 and No. 2 were located at 12∼15 m and 28∼30 m in the advancing direction of 21015 working face, and only three of them can be fully observed. The distance between each stations was 25～30 m and the first monitoring station was located 60 m ahead the 21015 working face. According to the site situation, the borehole measurement point No. 1 was set within the advanced support range, and the borehole measurement point No. 2 was set outside the range as a comparison. As the working face advances, the observation data of each surface displacement monitoring station can be compared with the observation data of borehole measuring points.Figure 2
Monitoring stations and measuring point arrangement.


## 3.2. Numerical Modeling

To fully understand the stability of a mining entry with 2.0 m section coal pillars under the influence of dip angle of coal seam, a FLAC3D numerical simulation with the “Mohr–Coulomb criterion” based on the engineering geological conditions of 21015 working face was established as shown in Figure 3. The dimension of the numerical model was 150×150×150mwidth×height×length. The four sides and the bottom of the model were constrained by displacement, and the top boundary was applied with a vertical stress of 12.6 MPa. The physical and mechanical rock mass parameters were obtained via laboratory tests and previously performed research works [21], as shown in Table 1. The simulation process was as follows: (1) excavate the mining entry of the 21011 working face; (2) mine the 21011 working face; (3) fill the caved zone with the double-yield model; (4) excavate the mining entry of the 21015 working face; and (5) mine the 21015 working face (Figure 3).Table 1
Numerical simulation parameters.
Rock layerRock typeAverage thickness (m)Density (kg/m3)Bulk modulus (GPa)Shear modulus (GPa)Tensile strength (MPa)Internal stress (MPa)Internal friction angle (°)Overlying strata—385250012.007.81.62.428Main roofMiddle-fine sandstone4.83268012.238.42.199.136Immediate roofSandy mudstone3.326592.511.361.701.921Coal—312120.790.241.523.4622Immediate floorSandy mudstone2.7626592.511.361.701.921Main floorMiddle-fine sandstone20.04268012.238.42.199.136Figure 3
Sketch map of numerical model.


## 4. Results and Discussion

### 4.1. In Situ Deformation Test Results and Discussion

The observation results are shown in Figure4. Based on the statistics of observation results shown in Figure 4(a), it was found that the internal damage of the coal pillar can be divided into three areas: relatively complete area (<40 cm), limited damage area (40∼80 cm), and loose failure area (>80 cm). It can be seen that the coal pillar was relatively complete within 40 cm of the shallow part, and there were a few macroscopic cracks; the coal pillar was relatively broken within the range of 40∼80 cm, the hole wall was in a fragmented state, and most of the blocks do not peel off; the area within the range of 40∼80 cm appears loosely broken, mostly blocky, with large blockiness, and the small hole walls were peeled off. The roof observation results are shown in Figure 4(b); it was found that in the range of 0∼22 cm, many cracks were distributed in the hole wall, and the roof was relatively complete; in the range of 0.68∼1.56 m, longer cracks penetrated the hole wall and formed fragmentation areas; in the further range, the hole wall was completed. From the above data analysis, we can see that with the increase of observation depth, entry deformation became more and more serious, and within a certain inclination, main roof fracture line was located above the coal pillar.Figure 4
Observation of the inside of the coal pillar. (a) No. 1 point. (b) No. 2 point.
(a)(b)Figure5 shows deformation monitoring curve of entry. It can be seen that the deformation law of surrounding rock monitored by stations was similar. As the working face advances, the deformation of the roadway gradually increases, with the deformation of the rib up to 140 mm and the deformation of the roof and floor up to 64 mm. Compared with the solid coal side, the surrounding rock deformation of coal pillar side was larger, and the deformation of the roof was slightly larger than that of the floor. The surge in deformation rate was observed at all stations and occurred 30–45 m from the working face, where the entry was subjected to front abutment pressure of working face. At a distance of about 30 m and 15 m from the working surface, the deformation of the coal pillar side and the roof was consistent with the failure of the borehole observation. From the above analysis, it can be concluded that the asymmetry deformation of entry is obviously, affected by the front abutment pressure of 21015 working face.Figure 5
Entry deformation monitoring curve. (a) 1# monitoring station. (b) 2# monitoring station. (c) 3# monitoring station.
(a)(b)(c)


### 4.2. Structure Characteristics of Roadway Surrounding Rock in Gently Inclined Coal Seam

It is generally believed that the abutment pressure distribution significantly affects the stability of the roadway. In order to reveal the force condition of roadway under the influence of dip angle of coal seam, the structure characteristics of roadway surrounding rock were investigated, as shown in Figure6.Figure 6
Structure characteristics of roof strata in gently inclined coal seam.The fracture position of key block B can be obtained from the limit equilibrium theory, and the expression is as follows [22, 23]:(1)X0=λM2tanφlnkγH+c/tanφc/tanφ+P/λ.The position where the highest pressure of the coal pillar occurs can be calculated by the following formula:(2)x0=Mλ2tanφ0lnλkγHcosαtanφ0+2c−mγsinαλ2c−mγsinα+2Ptanφ0,where X0 is the distance between the fracture line of key block B and gob, m; x0 is the place where peak stress occurs; c is the cohesion of the coal, 3.46 MPa; φ is the inner friction angle of the coal, 22°; P is the support resistance of the coal pillar, 0.25 MPa; λ is the side pressure coefficient, 1.2; k is the maximum stress concentration factor, 1.2∼1.4; γ is the average density of the overburden, 25 kN/m3; H is the depth of the coal seam, 400 m; and M is the coal seam thickness, 3.0 m.According to Equation (1) and (2), X0 was 3.83∼4.19 m, and x0 was 0.6 m. In addition, according to the rock pressure theory [22] and above field monitoring, the length of key block B is about 30 m, with an average thickness of 4.83 m.


### 4.3. Mechanical Principle of Stress Change of Coal Pillar in Gently Inclined Coal Seam

After the 21011 working face was mined, the stress in the surrounding rocks of the 21015 entry was redistributed, and the abutment stress was carried by gob and solid coal; when the 21015 working face was mined, the abutment stress was carried by the coal pillar and solid coal. Under the influence of inclination, the horizontal stress was transferred to the coal pillar which became the main load carrier. Figure7 presents the distribution of abutment stress.Figure 7
Distribution of side abutment stress.It can be seen that in gently inclined coal seam, with the mining of 21015 working face, the main roof gradually rotates and sinks and forms the key block B analyzed in4.2. Within this stage, front abutment stress increases sharply, and the coal pillar is the main bearing body; therefore, the deformation and stress of the coal pillar gradually reached the peak value and were obviously greater than those of solid coal. Additionally, in the process of abutment stress rebalance, the inclination angle affects the accumulation of the gob and limits the free space of the gob-side coal pillar. Therefore, the stress and strain of the gob-side coal pillar were obviously smaller than those of the entry side.Previous research works have shown that horizontal stress exerted on the coal pillar is closely related to the size of the key block B and the degree of rotation [24]. Furthermore, the inclination significantly affects the stability of the coal pillar. Generally, with the increase of dip angle, the horizontal force will inevitably lead to a sharp increase. The above proves that in inclined coal seam, the inclination angle affects the uneven distribution of horizontal stress, and this uneven horizontal stress environment is the internal cause of entry asymmetric deformation failure.In Figure6, τxy is the shear stress at the interface between coal seam and roof and floor; σy is the y-direction stress; Px is the gob-side resistance.


### 4.4. Analysis of Numerical Simulation Results

After the entry was excavated, the original structure of the stratum was destroyed. Surrounding rock asymmetric deformation was related to rotary horizontal extrusion of key block B influenced by inclination. Figure8 shows horizontal stress distribution of coal pillar in gently inclined coal seam. It can be seen that the horizontal stress in the coal pillar generally shows a trend of decreasing and then increasing with height changes. The specific performance is as follows. (1) Entry excavation stage: the horizontal stress in the middle of the coal pillar was significantly lower than that of the top and bottom, and the stress of the entry-side coal pillar was obviously greater than that of the goaf-side coal pillar. (2) Mining stage: similar to the entry excavation stage, the horizontal stress in the middle of the coal pillar was significantly lower than that of the top and bottom, and the stress on both sides of coal pillar was basically the same.Figure 8
Horizontal stress distribution of coal pillar. (a) Excavation of 21015 entry. (b) Excavation of 21015 working face mine.
(a)(b)In order to further comprehend the effect of inclination on coal pillar asymmetric deformation failure, Figure9 presents the displacement distribution of coal pillar in gently inclined coal seam. It can be seen that the horizontal displacement of gob side of coal pillar generally shows a decreasing trend, while the entry side generally increases and then decreases with height changes. The specific performance is as follows. (1) Entry excavation stage: the deformation of the upper and middle part of the coal pillar is significantly larger than that of the bottom, and the deformation of the entry-side coal pillar is obviously larger than that of the gob-side coal pillar. (2) Mining stage: similar to the entry excavation stage, the deformation in the middle of the coal pillar was significantly lower than that of the top and bottom, and the deformation on both sides of coal pillar is basically the same.Figure 9
Horizontal displacement distribution of coal pillar. (a) Excavation of 21015 entry. (b) Excavation of 21015 working face.
(a)(b)The analysis was as follows:(1)
During the entry excavation, the overlying strata have not broken, and the abutment pressure was carried by the gob and solid coal. The horizontal stress of the coal pillar basically showed a low degree. With the mining of working face, the overlying strata gradually fractured and rotated, and the pressure of Key block B was carried by the coal pillar and solid coal as shown in Figure10. The horizontal stress decreased and then increased from the shallow part of roof to coal pillar, which presented an obvious uneven stress distribution. Moreover, because of the crushing and expending effect of immediate roof, the gob was sufficiently filled and relatively decrease breaking and deflection degrees of the gob-side coal pillar.(2)
Comparing the variations of horizontal stress and deformation of coal pillar during entry excavation and working face mining, when the inclination increases, the key block B may be deformed and unstable, which results in coal pillar expansion, squeezing, breaking, and deformation. It is clear that the inclination directly affects the rotation motion of the overlying strata and intensifies the uneven stress and deformation situation of the surrounding rock of the entry, which was basically consistent with the stress characteristics obtained from Section4.3.Figure 10
Plastic damage diagram of the coal pillar.


## 4.1. In Situ Deformation Test Results and Discussion

The observation results are shown in Figure4. Based on the statistics of observation results shown in Figure 4(a), it was found that the internal damage of the coal pillar can be divided into three areas: relatively complete area (<40 cm), limited damage area (40∼80 cm), and loose failure area (>80 cm). It can be seen that the coal pillar was relatively complete within 40 cm of the shallow part, and there were a few macroscopic cracks; the coal pillar was relatively broken within the range of 40∼80 cm, the hole wall was in a fragmented state, and most of the blocks do not peel off; the area within the range of 40∼80 cm appears loosely broken, mostly blocky, with large blockiness, and the small hole walls were peeled off. The roof observation results are shown in Figure 4(b); it was found that in the range of 0∼22 cm, many cracks were distributed in the hole wall, and the roof was relatively complete; in the range of 0.68∼1.56 m, longer cracks penetrated the hole wall and formed fragmentation areas; in the further range, the hole wall was completed. From the above data analysis, we can see that with the increase of observation depth, entry deformation became more and more serious, and within a certain inclination, main roof fracture line was located above the coal pillar.Figure 4
Observation of the inside of the coal pillar. (a) No. 1 point. (b) No. 2 point.
(a)(b)Figure5 shows deformation monitoring curve of entry. It can be seen that the deformation law of surrounding rock monitored by stations was similar. As the working face advances, the deformation of the roadway gradually increases, with the deformation of the rib up to 140 mm and the deformation of the roof and floor up to 64 mm. Compared with the solid coal side, the surrounding rock deformation of coal pillar side was larger, and the deformation of the roof was slightly larger than that of the floor. The surge in deformation rate was observed at all stations and occurred 30–45 m from the working face, where the entry was subjected to front abutment pressure of working face. At a distance of about 30 m and 15 m from the working surface, the deformation of the coal pillar side and the roof was consistent with the failure of the borehole observation. From the above analysis, it can be concluded that the asymmetry deformation of entry is obviously, affected by the front abutment pressure of 21015 working face.Figure 5
Entry deformation monitoring curve. (a) 1# monitoring station. (b) 2# monitoring station. (c) 3# monitoring station.
(a)(b)(c)


## 4.2. Structure Characteristics of Roadway Surrounding Rock in Gently Inclined Coal Seam

It is generally believed that the abutment pressure distribution significantly affects the stability of the roadway. In order to reveal the force condition of roadway under the influence of dip angle of coal seam, the structure characteristics of roadway surrounding rock were investigated, as shown in Figure6.Figure 6
Structure characteristics of roof strata in gently inclined coal seam.The fracture position of key block B can be obtained from the limit equilibrium theory, and the expression is as follows [22, 23]:(1)X0=λM2tanφlnkγH+c/tanφc/tanφ+P/λ.The position where the highest pressure of the coal pillar occurs can be calculated by the following formula:(2)x0=Mλ2tanφ0lnλkγHcosαtanφ0+2c−mγsinαλ2c−mγsinα+2Ptanφ0,where X0 is the distance between the fracture line of key block B and gob, m; x0 is the place where peak stress occurs; c is the cohesion of the coal, 3.46 MPa; φ is the inner friction angle of the coal, 22°; P is the support resistance of the coal pillar, 0.25 MPa; λ is the side pressure coefficient, 1.2; k is the maximum stress concentration factor, 1.2∼1.4; γ is the average density of the overburden, 25 kN/m3; H is the depth of the coal seam, 400 m; and M is the coal seam thickness, 3.0 m.According to Equation (1) and (2), X0 was 3.83∼4.19 m, and x0 was 0.6 m. In addition, according to the rock pressure theory [22] and above field monitoring, the length of key block B is about 30 m, with an average thickness of 4.83 m.


## 4.3. Mechanical Principle of Stress Change of Coal Pillar in Gently Inclined Coal Seam

After the 21011 working face was mined, the stress in the surrounding rocks of the 21015 entry was redistributed, and the abutment stress was carried by gob and solid coal; when the 21015 working face was mined, the abutment stress was carried by the coal pillar and solid coal. Under the influence of inclination, the horizontal stress was transferred to the coal pillar which became the main load carrier. Figure7 presents the distribution of abutment stress.Figure 7
Distribution of side abutment stress.It can be seen that in gently inclined coal seam, with the mining of 21015 working face, the main roof gradually rotates and sinks and forms the key block B analyzed in4.2. Within this stage, front abutment stress increases sharply, and the coal pillar is the main bearing body; therefore, the deformation and stress of the coal pillar gradually reached the peak value and were obviously greater than those of solid coal. Additionally, in the process of abutment stress rebalance, the inclination angle affects the accumulation of the gob and limits the free space of the gob-side coal pillar. Therefore, the stress and strain of the gob-side coal pillar were obviously smaller than those of the entry side.Previous research works have shown that horizontal stress exerted on the coal pillar is closely related to the size of the key block B and the degree of rotation [24]. Furthermore, the inclination significantly affects the stability of the coal pillar. Generally, with the increase of dip angle, the horizontal force will inevitably lead to a sharp increase. The above proves that in inclined coal seam, the inclination angle affects the uneven distribution of horizontal stress, and this uneven horizontal stress environment is the internal cause of entry asymmetric deformation failure.In Figure6, τxy is the shear stress at the interface between coal seam and roof and floor; σy is the y-direction stress; Px is the gob-side resistance.


## 4.4. Analysis of Numerical Simulation Results

After the entry was excavated, the original structure of the stratum was destroyed. Surrounding rock asymmetric deformation was related to rotary horizontal extrusion of key block B influenced by inclination. Figure8 shows horizontal stress distribution of coal pillar in gently inclined coal seam. It can be seen that the horizontal stress in the coal pillar generally shows a trend of decreasing and then increasing with height changes. The specific performance is as follows. (1) Entry excavation stage: the horizontal stress in the middle of the coal pillar was significantly lower than that of the top and bottom, and the stress of the entry-side coal pillar was obviously greater than that of the goaf-side coal pillar. (2) Mining stage: similar to the entry excavation stage, the horizontal stress in the middle of the coal pillar was significantly lower than that of the top and bottom, and the stress on both sides of coal pillar was basically the same.Figure 8
Horizontal stress distribution of coal pillar. (a) Excavation of 21015 entry. (b) Excavation of 21015 working face mine.
(a)(b)In order to further comprehend the effect of inclination on coal pillar asymmetric deformation failure, Figure9 presents the displacement distribution of coal pillar in gently inclined coal seam. It can be seen that the horizontal displacement of gob side of coal pillar generally shows a decreasing trend, while the entry side generally increases and then decreases with height changes. The specific performance is as follows. (1) Entry excavation stage: the deformation of the upper and middle part of the coal pillar is significantly larger than that of the bottom, and the deformation of the entry-side coal pillar is obviously larger than that of the gob-side coal pillar. (2) Mining stage: similar to the entry excavation stage, the deformation in the middle of the coal pillar was significantly lower than that of the top and bottom, and the deformation on both sides of coal pillar is basically the same.Figure 9
Horizontal displacement distribution of coal pillar. (a) Excavation of 21015 entry. (b) Excavation of 21015 working face.
(a)(b)The analysis was as follows:(1)
During the entry excavation, the overlying strata have not broken, and the abutment pressure was carried by the gob and solid coal. The horizontal stress of the coal pillar basically showed a low degree. With the mining of working face, the overlying strata gradually fractured and rotated, and the pressure of Key block B was carried by the coal pillar and solid coal as shown in Figure10. The horizontal stress decreased and then increased from the shallow part of roof to coal pillar, which presented an obvious uneven stress distribution. Moreover, because of the crushing and expending effect of immediate roof, the gob was sufficiently filled and relatively decrease breaking and deflection degrees of the gob-side coal pillar.(2)
Comparing the variations of horizontal stress and deformation of coal pillar during entry excavation and working face mining, when the inclination increases, the key block B may be deformed and unstable, which results in coal pillar expansion, squeezing, breaking, and deformation. It is clear that the inclination directly affects the rotation motion of the overlying strata and intensifies the uneven stress and deformation situation of the surrounding rock of the entry, which was basically consistent with the stress characteristics obtained from Section4.3.Figure 10
Plastic damage diagram of the coal pillar.


## 5. Stability Control Technique of Entry Influenced by Inclination

The asymmetric deformation failure characteristics of entry surrounding rock in gently inclined coal seam were caused by uneven external forces. The symmetric supporting structures have high bearing capacity under the uniform external force, but it will fail under the action of uneven external force [25]. The asymmertric control that can be effectively coordinated with roadway surrounding rock influenced by inclination should be put forward. Moreover, human intervention in the evolution of the roof overburden structure was an effective technique for reducing the stress and deformation of the entry influenced by inclination.


### 5.1. Entry Stability Control Method

To ensure the normal use of the mining entry under the influence of gently inclined coal seam, it is necessary to adopt a collaborative control technology of roof cutting for pressure relief and support strengthening. According to the instability mechanism of the entry under the influence of gently inclined coal seam, the following methods were proposed for controlling entry stability: ① relieve the uneven external forces of entry surrounding rock; ② improve the support strength of weak structure such as coal pillars and solid coal rib; and ③ strengthen the overall structure of the roof and deep rock formations.


### 5.2. Entry Stability Control Technology

According to the foregoing entry stability control method, the optimized support schemes and parameters are presented in Figure11(a). Considering the roof and the advancing speed of the working face, the cutting height was 8.13 m, the drilling depth was 8.70 m, the diameter was 38 mm, the angle was 20°, the spacing was 600 mm, the sealing length was 2.7 m, the loaded length was 6 m, the explosive load per meter was 0.45 kg, and the shaped charge tube was used for forward blasting and series detonation.1#, 3#, 5#, 7#, 9# were blasting holes and 2#, 4#, 6#, 8# were pilot holes, as shown in Figure 11(b).Figure 11
Stability control arrangement of entry. (a) Optimized support schemes and parameters. (b) Layout of the blast hole.
(a)(b)


### 5.3. Application Effect

To verify the effect of the entry asymmetric control form of the surrounding rock, surface displacement monitoring was set up to monitor the deformation of roadway surrounding rock during the mining process. The measurement results are shown in Figure12. The maximum convergence of the coal pillar rib was 40 mm, the solid coal rib was 15 mm, the roof was 20 mm, and the floor was 15 mm, respectively. Compared with the control effect before repairing, the maximum deformation of coal pillar rib has been reduced by 38%, the maximum deformation of solid coal rib has been reduced by 53%, and the deformation of roof and floor was basically unchanged. It can be seen that entry deformation was significantly reduced and there was no surge in deformation rate, which showed that the collaborative control method of roof cutting for pressure relief and support strengthening satisfied the long-term stability of entry. In addition, no roof fall, collapse, or rib spalling occurred during the service period of the entry. The surrounding rock control method provides a reference for similar asymmetric deformation entry affected by inclination.Figure 12
Deformation monitoring of surrounding rock.
(a)(b)


## 5.1. Entry Stability Control Method

To ensure the normal use of the mining entry under the influence of gently inclined coal seam, it is necessary to adopt a collaborative control technology of roof cutting for pressure relief and support strengthening. According to the instability mechanism of the entry under the influence of gently inclined coal seam, the following methods were proposed for controlling entry stability: ① relieve the uneven external forces of entry surrounding rock; ② improve the support strength of weak structure such as coal pillars and solid coal rib; and ③ strengthen the overall structure of the roof and deep rock formations.


## 5.2. Entry Stability Control Technology

According to the foregoing entry stability control method, the optimized support schemes and parameters are presented in Figure11(a). Considering the roof and the advancing speed of the working face, the cutting height was 8.13 m, the drilling depth was 8.70 m, the diameter was 38 mm, the angle was 20°, the spacing was 600 mm, the sealing length was 2.7 m, the loaded length was 6 m, the explosive load per meter was 0.45 kg, and the shaped charge tube was used for forward blasting and series detonation.1#, 3#, 5#, 7#, 9# were blasting holes and 2#, 4#, 6#, 8# were pilot holes, as shown in Figure 11(b).Figure 11
Stability control arrangement of entry. (a) Optimized support schemes and parameters. (b) Layout of the blast hole.
(a)(b)


## 5.3. Application Effect

To verify the effect of the entry asymmetric control form of the surrounding rock, surface displacement monitoring was set up to monitor the deformation of roadway surrounding rock during the mining process. The measurement results are shown in Figure12. The maximum convergence of the coal pillar rib was 40 mm, the solid coal rib was 15 mm, the roof was 20 mm, and the floor was 15 mm, respectively. Compared with the control effect before repairing, the maximum deformation of coal pillar rib has been reduced by 38%, the maximum deformation of solid coal rib has been reduced by 53%, and the deformation of roof and floor was basically unchanged. It can be seen that entry deformation was significantly reduced and there was no surge in deformation rate, which showed that the collaborative control method of roof cutting for pressure relief and support strengthening satisfied the long-term stability of entry. In addition, no roof fall, collapse, or rib spalling occurred during the service period of the entry. The surrounding rock control method provides a reference for similar asymmetric deformation entry affected by inclination.Figure 12
Deformation monitoring of surrounding rock.
(a)(b)


## 6. Conclusions

Based on the above field investigation, theoretical analysis, and numerical simulation results, the conclusions can be summarized as follows:(1)
In gently inclined coal seam, the fracture line of the main roof was positioned above the coal pillar. Under the influence of inclination, horizontal stress was transferred to the coal pillar which was the main load carrier.(2)
Due to the influence of inclination, the overlying strata fracturing and rotation occur severely, the front abutment stress increases sharply, which is the internal cause of entry asymmetric deformation failure.(3)
According to asymmetric failure characteristics of entry, collaborative control technology of roof cutting for pressure relief and support strengthening is put forward.



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*Source: 4901670-2021-07-28.xml*