# Mine Pressure Behavior Characteristics and Control Methods of a Reused Entry that Was Formed by Roof Cutting: A Case Study

Authors: Yajun Wang; Haosen Wang; Manchao He; Qi Wang; Yafei Qiao; Jun Yang
Journal: Shock and Vibration
 (2020)

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## Abstract

Noncoal pillar mining with automatic formation of a roadway is a new coal mining method that is tailored to improve the coal resource recovery rate and reduce the investment in roadway tunneling. Using this proposed method, a reuse entry is formed by roof cutting instead of tunneling. In this paper, the S1201-II working face of the Ningtiaota Coal Mine was used as a case study. The stress distribution of surrounding rock and the roof deformation characteristics of the reused entry during the mining process of the second working face were studied through FLAC3D numerical simulations combined with field measurements. The results indicate that the zone close to the reused entry led to higher stress in advance. If this stress is superimposed with the lateral pressure of the adjacent mined working face, it will be more difficult to maintain the reused entry. In the engineering case study described here, the reused entry created a stress increase zone and a severe deformation zone in the range of 0–80 m in front of the working face, and its range was approximately 37.5% larger than an ordinary entry. The stress peak in the stress increase zone increased by approximately 34.7% over that of an ordinary entry. The maximum amount of deformation within the severe deformation zone increased by 94.4% over that of an ordinary entry. To properly control the surrounding rock stress and deformation of the reused entry, a dynamic pressure bearing support in front of the working face with adaptability to the large roof deformation and high support strength is proposed here. Field application results showed that the final roof deformation with the dynamic pressure bearing support can be satisfactorily controlled within 110∼130 mm. These findings can provide a reference for researchers and field engineering technicians when engaging in the support work of reused entry.


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## Body

## 1. Introduction

Longwall mining is a mining method that has been widely used around the globe, which has the advantages of safety, high efficiency, and high mechanization [1, 2]. However, this mining method generally requires two advance tunnels and a coal pillar with a width of 5–30 m reserved between every two working faces [3]. Consequently, this mining method has led to a huge waste of coal resources, which in turn places the sustainable development and utilization of coal resources in an unfavorable position [4]. Moreover, this mining method requires a high degree of work for entry tunneling, resulting in a large investment in tunneling. And many accidents happen because of the stress concentration caused by the coal pillar [5–9]. To avoid this waste of resources and large investment in tunneling as mentioned above, Prof. He Manchao proposed a method involving noncoal pillar mining with the automatic formation of a roadway [10]. This proposed mining method not only addresses the said problems but also substantially improves the surrounding rock stress of the entry and enhances the entry stability and safety [11, 12].However, the proposed technology is also accompanied with problems. For example, certain in-depth studies should be explored as to the stability mechanism of the entry roof formed by roof cutting, the stress distribution characteristics of the surrounding rock, the law of the roof deformation variation, and the appropriate control countermeasures. To date, many findings for these problems have been reported [13–15]. However, the existing research results are all aimed at the stage of retaining roadway. The findings of the distribution of the surrounding rock stress, the law of roof deformation variation, and the surrounding rock control method in the second service stage of reused entry have not yet been published.In this paper, the reused entry of the S1201-II working face of the Ningtiaota Coal Mine in Yulin, Shaanxi, was used as a case study. Surrounding rock stress distribution and roof deformation characteristics in the second service stage of reused entry were investigated through FLAC3D numerical simulation combined with the site measurement. The roof control method that fits the mine pressure behavior of the reused entry was then proposed accordingly. The results of this research can instruct scientific researchers and site engineering technicians to provide site entry support properly and are of great significance in improving the theoretical system and the key technology system of noncoal pillar mining with the automatic formation of a roadway.


## 2. Geological Background and Site Details

Ningtiaota Coal Mine is located in Shenmu county, Shannxi province, China. The S1201-II working face is the test working face for noncoal pillar mining with the automatic formation of a roadway. The tendency length of the test working face is 280 m, and the strike length is 2344 m. Meanwhile, the thickness of the coal seam is 3.81–4.35 m, the average thickness is 4.11 m, and the buried depth is 115∼170 m. The existing conditions of the coal seam are stable, and the coalbed pitch is nearly horizontal. The roadway layout of the working face is shown in Figure1. In the figure, the headgate of S1201-II is tunneled in advance, while the air return way of S1201-II is formed by noncoal pillar mining with the automatic formation of a roadway, and the entry remained in the mining process of the working face, with a total length of 2344 m. The S12013 working face is the next working face adjacent to the S1201-II working face. The tendency length of the S12013 working face is 333 m, and the strike length is 1782 m. The thickness of the coal seam is 3.80–4.21 m, the average thickness is 3.95 m, and the buried depth is 114∼172 m. The mining process of the S12013 working face commenced only after the mining work of the S1201-II working face. The retained return airway of S1201-II is a reused entry. It was also later used as the return airway for S12013. Obviously, the return airway of S1201-II would be subject to intense mining influence by the mining process of S12013. To ensure the safety of this entry, we had to be clearer about its stress distribution characteristics and roof deformation variation, which is the key point to be discussed in Section 3.Figure 1
Roadway layout of the test working face.In the mining process of the S1201-II working face, the roof of the reused entry was cut. The cutting depth of the test face is designed as 9.0 m, and the cutting angle is 10°. The roof of the entry is permanently supported using constant-resistance and large-deformation anchor cables [16], and the length of the cables is designed as 10.5 m, 5 pieces in a row, and with a row spacing of 0.8 m. Within the range of 0∼160 m behind the working face, a temporary support depending on a row of gangue supports that are arranged on the goaf side is provided. The working resistance of one support is 4000 kN, and the distance from the centers to the adjacent supports is 2400 mm; when the surrounding rock of the roadway tends to be stable, these supports are gradually removed. The specific support parameters are shown in Figure 2.Figure 2
Cross-section diagram of the roadway.


## 3. Dramatic Effect of Roof Structure on a Reused Entry

### 3.1. Structural Characteristic of the Main Roof

For the longwall mining method, the main roof in goaf gradually exhibits the suspension state of a “fixed support in four sides” as the first working face is mined forward [17]. When the working face is mined to the critical distance, the main roof is subject to “O-X” type failure and forms fractured rocks A, B, and C [18]. Later, the main roof regularly cycles in the form of semi-“O-X” type failure and forms fractured rocks, resulting in a significant stress concentration in the coal body [19, 20], as shown in Figure 3(a). To date, many research studies have studied the deformation characteristics, stress distribution, and control countermeasures of the reused entry during the mining process of the first working face [14, 21], so these will not be further described here. This work mainly aimed at observing the stress distribution and deformation characteristics of the reused entry during the mining process of the second working face. As the second working face was mined forward, the main roof in goaf exhibited the state of “fixed support at three sides and simple support at one side” [22]. According to existing studies, the main roof under this state would be subject to “O-Y” type failure, which then forms D and E. Later, the main roof regularly cycled in the form of semi-“O-Y” type failure and continuously formed new fractured rocks, as shown in Figure 3(b).Figure 3
Plan view of the roof structure: (a) the first working face and (b) the second working face.
(a)
(b)The main roof behind the working face was continuously fractured and caused rotating and sinking during the mining process of the second working face [23]. Thus, there was always a stress concentration phenomenon in the coal body in front of the working face [24], and the position of the stress concentration zone continuously moved forward as the working face was mined [25]. According to existing studies, the mine pressure behavior in the middle part of the working face was very obvious during the mining process of the ordinary longwall face [26], but a triangular fractured rock was formed at both ends of the working face. Under the protection of the triangular fractured rock, the mine pressure behavior was not obvious. However, for the second working face, as shown in Figure 3, the main roof in goaf was in “O-Y” type failure and there was a triangular fractured rock E at the right side of the working face. In this sense, the mine pressure behavior below E was not obvious and the stress concentration in front of the working face was relatively weak. However, the left side of the working face was immediately adjacent to the goaf on the first working face and the triangular fractured rock disappeared. This would subject the zone close to the reused entry to intense mine pressure behavior just at the middle part of the working face, resulting in a very significant stress concentration near the entry in front of the working face, which may affect the stability of the entry [27]. This will make it extremely difficult to maintain the reused entry during the mining process of the working face. Next, several representative hydraulic supports at both ends of the working face and in the middle part of the working face were illustrated. These site-monitoring data are the most appropriate for verifying the abovementioned results.The dip length of the S12013 working face was 333 m, and 195 hydraulic supports were arranged; each has a working resistance of 10,000 kN. The monitoring results of the pressure of two hydraulic supports on both sides of the working face and two hydraulic supports in the middle part of the working face were selected, respectively, for analysis. Of these, #4 and #10 were located at the side of the headgate of S12013, approximately 7.0 m and 17.5 m from the end of the working face on this side, respectively. Supports #185 and #191 were located at the side near the reused entry, approximately 7.5 m and 7.0 m from the end of the working face on this side, respectively. The monitoring results of the pressure of 6 hydraulic supports are shown in Figure4.Figure 4
Working face support pressure curves monitoring point of (a) #4, (b) #10, (c) #94, (d) #100, (e) #185, and (f) #191.
(a)
(b)
(c)
(d)
(e)
(f)According to the monitoring results shown in Figures4(a) and 4(b), at the side closest to the headgate of S12013, the pressure of #4 and #10 always remained at approximately 30 MPa during the period of the working face weighting. This finding verified that the triangular fractured rock E at the right side of S12013, as shown in Figure 3(b), would protect the coal mass body beneath it to some extent. With this protection, the increase in the support pressure below rock E was not obvious during the working face weighting. According to the monitoring results, as shown in Figures 4(c) and 4(d), when the working face tunneled to approximately 70 m, the roof was subject to first weighting. The pressure of #94 and #100 located in the middle part of the working face obviously increased, increasing from approximately 30 MPa to approximately 40 MPa. After the first weighting, the roof produced a periodic weighing every 15–20 m with the support pressure at the weighting being generally approximately 40 MPa. As a result, under normal circumstances, the mine pressure behavior of the supports in the middle part of the working face was more obvious, which is consistent with many research conclusions [28]. According to the monitoring results, as shown in Figures 4(e) and 4(f), the variation of the pressure of supports on the working face at the side closest to the reused entry was more similar to that in the middle part of the working face. When the roof of the working face was subject to first weighting, the pressure of #85 and #191 close to the side of the reused entry obviously increased, changing from approximately 30 MPa to approximately 40 MPa. After the first weighting, the roof of the working face would continuously produce a regular periodic weighting with the pressure of the supports at the weighting being generally approximately 40 MPa. These findings demonstrated the “O-Y” type fracture and movement characteristics of the main roof of S12013 to a certain extent. Under this influence, within a certain range near the working face, the reused entry would be subject to the intense advance mining influence of the working face and the degree of entry deformation may be more obvious than at the other side of the working face.


### 3.2. Stress Superposition Effect

According to the abovementioned analysis of the roof structure and movement process, after the mining of the first working face, the pressure of the overlying strata would be transmitted into the coal body on the second working face after the goaf-side roof was damaged, resulting in an extremely high concentrated stress in the surrounding rock near the reused entry. In the mining process of the second working face, the coal body in front of the working face will also cause advance concentrated stress [11]. When the advance mining influence of the working face was superimposed with the lateral concentrated stress generated by the previous working face [29], the concentrated stress peak within a certain range of the surrounding rock in front of the working face would reach a higher level. To grasp the extent and degree of influence of the two superimposed stresses, the superimposition effect of these two types of stress was examined with FLAC3D numerical simulation software.


#### 3.2.1. Numerical Calculation Model

The model dimension is designed as 702 × 500 × 200 m, the lower boundary is vertically fixed, and the front, rear, left, and right boundaries are horizontally fixed. The lengths of the S1201-II and S12013 working faces are 280 m and 333 m, respectively. The thickness of the coal seam is 4.0 m, and the size of the roadway is 6.0 × 4.0 m. The immediate roof is siltstone with a thickness of 2.0 m, and the main roof is medium sandstone with a thickness of 14.0 m. The floor from top to bottom is siltstone, 10.0 m thick, and fine sandstone, 15.0 m thick. The calculation model is established using FLAC3D numerical simulation software, as shown in Figure5.Figure 5
Numerical calculation model.In simulation, the Mohr–Coulomb constitutive model is applied to describe the rock strata behaviors. According to the test results of the physical and mechanical properties of the geotechnical drilling core on the test face (No. 185 Team of Shaanxi Coalfield Geology Bureau, 2008), the physicomechanical parameters of the roof and floor rocks are given in Table1.Table 1
Physicomechanical parameters of rock strata.
Name of stratum
Height D (m)
Bulk modulus K (GPa)
Shear modulus G (GPa)
Tensile strength T (MPa)
Cohesion c (MPa)
Internal friction angleφ (°)
Densityρ (kg/m3)
Overlying strata
100
7.02
4.63
0.64
1.27
40.91
2310
Siltstone
10
4.51
3.11
0.48
0.85
39.69
2460
Medium sandstone
10
4.99
3.59
0.48
1.08
40.81
2320
Alternating siltstone and mudstone
30
7.61
5.48
0.62
1.44
39.21
2380
Medium sandstone
14
5.46
4.27
0.58
1.12
41.33
2280
Siltstone
2
4.81
3.92
0.39
0.92
38.45
2040
Coal seam
4
3.95
3.22
0.36
0.85
39.69
1260
Siltstone
10
10.23
8.33
1.22
2.05
40.81
2410
Fine sandstone
20
3.78
3.08
0.85
1.75
38.42
2320


#### 3.2.2. Analysis of Simulation Results

To reduce the influence of boundary conditions on the simulation results, the boundary pillars 40 m away from the rear of the working face were retained without mining and the forward mining process was initiated fromy = 40 m of the working face. When S12013 was tunneled to 160 m, 210 m, and 260 m, the vertical stress at the interface between the coal seam and the roof was generated, from which the stress field distribution, as shown in Figure 6, can be obtained.Figure 6
Stress field distribution in the S12013 working face with advance distance (a) 160 m, (b) 210 m, and (c) 260 m.
(a)
(b)
(c)As it is shown from the simulation results in Figure6, when the working face was mined to 160 m, 210 m, or 260 m, there was always an obvious stress concentration zone at the angle position between S1201-II and S12013, namely, near the working face end close to the reused entry. In the mining direction, this zone was approximately 30 m long; in the direction of the working face length, it was approximately 25 m long. The stress concentration peak was approximately 10 m from the reused entry and the coal wall of the working face. As analyzed earlier, this stress concentration zone was formed as a result of the superimposition of the lateral pressure on the previous working face and the advance mining pressure on the current working face, so it inevitably occurred. It can be clearly seen in Figure 7, that I is the goaf-side lateral pressure influence zone on the previous adjacent working face, and II is the advance mining pressure influence zone on the working face. At the intersection of the two zones, the stresses in the goaf-side lateral pressure influence zone and the advance mining pressure influence zone overlapped to form the superimposition influence zone. There was an extremely high-concentrated stress in this zone, which is likely to cause large deformation, collapse, rock burst, coal and gas outburst, and other disasters [30, 31]. Therefore, during the second use of the reused entry, we should focus on how to properly provide support in this zone. In Section 4, we specifically analyzed the stress distribution and deformation characteristics around the reused entry in order to identify the appropriate control timing and control range, and we provide a reference for the design of the entry support.Figure 7
Stress distribution monitoring position in front of the working face.


## 3.1. Structural Characteristic of the Main Roof

For the longwall mining method, the main roof in goaf gradually exhibits the suspension state of a “fixed support in four sides” as the first working face is mined forward [17]. When the working face is mined to the critical distance, the main roof is subject to “O-X” type failure and forms fractured rocks A, B, and C [18]. Later, the main roof regularly cycles in the form of semi-“O-X” type failure and forms fractured rocks, resulting in a significant stress concentration in the coal body [19, 20], as shown in Figure 3(a). To date, many research studies have studied the deformation characteristics, stress distribution, and control countermeasures of the reused entry during the mining process of the first working face [14, 21], so these will not be further described here. This work mainly aimed at observing the stress distribution and deformation characteristics of the reused entry during the mining process of the second working face. As the second working face was mined forward, the main roof in goaf exhibited the state of “fixed support at three sides and simple support at one side” [22]. According to existing studies, the main roof under this state would be subject to “O-Y” type failure, which then forms D and E. Later, the main roof regularly cycled in the form of semi-“O-Y” type failure and continuously formed new fractured rocks, as shown in Figure 3(b).Figure 3
Plan view of the roof structure: (a) the first working face and (b) the second working face.
(a)
(b)The main roof behind the working face was continuously fractured and caused rotating and sinking during the mining process of the second working face [23]. Thus, there was always a stress concentration phenomenon in the coal body in front of the working face [24], and the position of the stress concentration zone continuously moved forward as the working face was mined [25]. According to existing studies, the mine pressure behavior in the middle part of the working face was very obvious during the mining process of the ordinary longwall face [26], but a triangular fractured rock was formed at both ends of the working face. Under the protection of the triangular fractured rock, the mine pressure behavior was not obvious. However, for the second working face, as shown in Figure 3, the main roof in goaf was in “O-Y” type failure and there was a triangular fractured rock E at the right side of the working face. In this sense, the mine pressure behavior below E was not obvious and the stress concentration in front of the working face was relatively weak. However, the left side of the working face was immediately adjacent to the goaf on the first working face and the triangular fractured rock disappeared. This would subject the zone close to the reused entry to intense mine pressure behavior just at the middle part of the working face, resulting in a very significant stress concentration near the entry in front of the working face, which may affect the stability of the entry [27]. This will make it extremely difficult to maintain the reused entry during the mining process of the working face. Next, several representative hydraulic supports at both ends of the working face and in the middle part of the working face were illustrated. These site-monitoring data are the most appropriate for verifying the abovementioned results.The dip length of the S12013 working face was 333 m, and 195 hydraulic supports were arranged; each has a working resistance of 10,000 kN. The monitoring results of the pressure of two hydraulic supports on both sides of the working face and two hydraulic supports in the middle part of the working face were selected, respectively, for analysis. Of these, #4 and #10 were located at the side of the headgate of S12013, approximately 7.0 m and 17.5 m from the end of the working face on this side, respectively. Supports #185 and #191 were located at the side near the reused entry, approximately 7.5 m and 7.0 m from the end of the working face on this side, respectively. The monitoring results of the pressure of 6 hydraulic supports are shown in Figure4.Figure 4
Working face support pressure curves monitoring point of (a) #4, (b) #10, (c) #94, (d) #100, (e) #185, and (f) #191.
(a)
(b)
(c)
(d)
(e)
(f)According to the monitoring results shown in Figures4(a) and 4(b), at the side closest to the headgate of S12013, the pressure of #4 and #10 always remained at approximately 30 MPa during the period of the working face weighting. This finding verified that the triangular fractured rock E at the right side of S12013, as shown in Figure 3(b), would protect the coal mass body beneath it to some extent. With this protection, the increase in the support pressure below rock E was not obvious during the working face weighting. According to the monitoring results, as shown in Figures 4(c) and 4(d), when the working face tunneled to approximately 70 m, the roof was subject to first weighting. The pressure of #94 and #100 located in the middle part of the working face obviously increased, increasing from approximately 30 MPa to approximately 40 MPa. After the first weighting, the roof produced a periodic weighing every 15–20 m with the support pressure at the weighting being generally approximately 40 MPa. As a result, under normal circumstances, the mine pressure behavior of the supports in the middle part of the working face was more obvious, which is consistent with many research conclusions [28]. According to the monitoring results, as shown in Figures 4(e) and 4(f), the variation of the pressure of supports on the working face at the side closest to the reused entry was more similar to that in the middle part of the working face. When the roof of the working face was subject to first weighting, the pressure of #85 and #191 close to the side of the reused entry obviously increased, changing from approximately 30 MPa to approximately 40 MPa. After the first weighting, the roof of the working face would continuously produce a regular periodic weighting with the pressure of the supports at the weighting being generally approximately 40 MPa. These findings demonstrated the “O-Y” type fracture and movement characteristics of the main roof of S12013 to a certain extent. Under this influence, within a certain range near the working face, the reused entry would be subject to the intense advance mining influence of the working face and the degree of entry deformation may be more obvious than at the other side of the working face.


## 3.2. Stress Superposition Effect

According to the abovementioned analysis of the roof structure and movement process, after the mining of the first working face, the pressure of the overlying strata would be transmitted into the coal body on the second working face after the goaf-side roof was damaged, resulting in an extremely high concentrated stress in the surrounding rock near the reused entry. In the mining process of the second working face, the coal body in front of the working face will also cause advance concentrated stress [11]. When the advance mining influence of the working face was superimposed with the lateral concentrated stress generated by the previous working face [29], the concentrated stress peak within a certain range of the surrounding rock in front of the working face would reach a higher level. To grasp the extent and degree of influence of the two superimposed stresses, the superimposition effect of these two types of stress was examined with FLAC3D numerical simulation software.


### 3.2.1. Numerical Calculation Model

The model dimension is designed as 702 × 500 × 200 m, the lower boundary is vertically fixed, and the front, rear, left, and right boundaries are horizontally fixed. The lengths of the S1201-II and S12013 working faces are 280 m and 333 m, respectively. The thickness of the coal seam is 4.0 m, and the size of the roadway is 6.0 × 4.0 m. The immediate roof is siltstone with a thickness of 2.0 m, and the main roof is medium sandstone with a thickness of 14.0 m. The floor from top to bottom is siltstone, 10.0 m thick, and fine sandstone, 15.0 m thick. The calculation model is established using FLAC3D numerical simulation software, as shown in Figure5.Figure 5
Numerical calculation model.In simulation, the Mohr–Coulomb constitutive model is applied to describe the rock strata behaviors. According to the test results of the physical and mechanical properties of the geotechnical drilling core on the test face (No. 185 Team of Shaanxi Coalfield Geology Bureau, 2008), the physicomechanical parameters of the roof and floor rocks are given in Table1.Table 1
Physicomechanical parameters of rock strata.
Name of stratum
Height D (m)
Bulk modulus K (GPa)
Shear modulus G (GPa)
Tensile strength T (MPa)
Cohesion c (MPa)
Internal friction angleφ (°)
Densityρ (kg/m3)
Overlying strata
100
7.02
4.63
0.64
1.27
40.91
2310
Siltstone
10
4.51
3.11
0.48
0.85
39.69
2460
Medium sandstone
10
4.99
3.59
0.48
1.08
40.81
2320
Alternating siltstone and mudstone
30
7.61
5.48
0.62
1.44
39.21
2380
Medium sandstone
14
5.46
4.27
0.58
1.12
41.33
2280
Siltstone
2
4.81
3.92
0.39
0.92
38.45
2040
Coal seam
4
3.95
3.22
0.36
0.85
39.69
1260
Siltstone
10
10.23
8.33
1.22
2.05
40.81
2410
Fine sandstone
20
3.78
3.08
0.85
1.75
38.42
2320


### 3.2.2. Analysis of Simulation Results

To reduce the influence of boundary conditions on the simulation results, the boundary pillars 40 m away from the rear of the working face were retained without mining and the forward mining process was initiated fromy = 40 m of the working face. When S12013 was tunneled to 160 m, 210 m, and 260 m, the vertical stress at the interface between the coal seam and the roof was generated, from which the stress field distribution, as shown in Figure 6, can be obtained.Figure 6
Stress field distribution in the S12013 working face with advance distance (a) 160 m, (b) 210 m, and (c) 260 m.
(a)
(b)
(c)As it is shown from the simulation results in Figure6, when the working face was mined to 160 m, 210 m, or 260 m, there was always an obvious stress concentration zone at the angle position between S1201-II and S12013, namely, near the working face end close to the reused entry. In the mining direction, this zone was approximately 30 m long; in the direction of the working face length, it was approximately 25 m long. The stress concentration peak was approximately 10 m from the reused entry and the coal wall of the working face. As analyzed earlier, this stress concentration zone was formed as a result of the superimposition of the lateral pressure on the previous working face and the advance mining pressure on the current working face, so it inevitably occurred. It can be clearly seen in Figure 7, that I is the goaf-side lateral pressure influence zone on the previous adjacent working face, and II is the advance mining pressure influence zone on the working face. At the intersection of the two zones, the stresses in the goaf-side lateral pressure influence zone and the advance mining pressure influence zone overlapped to form the superimposition influence zone. There was an extremely high-concentrated stress in this zone, which is likely to cause large deformation, collapse, rock burst, coal and gas outburst, and other disasters [30, 31]. Therefore, during the second use of the reused entry, we should focus on how to properly provide support in this zone. In Section 4, we specifically analyzed the stress distribution and deformation characteristics around the reused entry in order to identify the appropriate control timing and control range, and we provide a reference for the design of the entry support.Figure 7
Stress distribution monitoring position in front of the working face.


## 3.2.1. Numerical Calculation Model

The model dimension is designed as 702 × 500 × 200 m, the lower boundary is vertically fixed, and the front, rear, left, and right boundaries are horizontally fixed. The lengths of the S1201-II and S12013 working faces are 280 m and 333 m, respectively. The thickness of the coal seam is 4.0 m, and the size of the roadway is 6.0 × 4.0 m. The immediate roof is siltstone with a thickness of 2.0 m, and the main roof is medium sandstone with a thickness of 14.0 m. The floor from top to bottom is siltstone, 10.0 m thick, and fine sandstone, 15.0 m thick. The calculation model is established using FLAC3D numerical simulation software, as shown in Figure5.Figure 5
Numerical calculation model.In simulation, the Mohr–Coulomb constitutive model is applied to describe the rock strata behaviors. According to the test results of the physical and mechanical properties of the geotechnical drilling core on the test face (No. 185 Team of Shaanxi Coalfield Geology Bureau, 2008), the physicomechanical parameters of the roof and floor rocks are given in Table1.Table 1
Physicomechanical parameters of rock strata.
Name of stratum
Height D (m)
Bulk modulus K (GPa)
Shear modulus G (GPa)
Tensile strength T (MPa)
Cohesion c (MPa)
Internal friction angleφ (°)
Densityρ (kg/m3)
Overlying strata
100
7.02
4.63
0.64
1.27
40.91
2310
Siltstone
10
4.51
3.11
0.48
0.85
39.69
2460
Medium sandstone
10
4.99
3.59
0.48
1.08
40.81
2320
Alternating siltstone and mudstone
30
7.61
5.48
0.62
1.44
39.21
2380
Medium sandstone
14
5.46
4.27
0.58
1.12
41.33
2280
Siltstone
2
4.81
3.92
0.39
0.92
38.45
2040
Coal seam
4
3.95
3.22
0.36
0.85
39.69
1260
Siltstone
10
10.23
8.33
1.22
2.05
40.81
2410
Fine sandstone
20
3.78
3.08
0.85
1.75
38.42
2320


## 3.2.2. Analysis of Simulation Results

To reduce the influence of boundary conditions on the simulation results, the boundary pillars 40 m away from the rear of the working face were retained without mining and the forward mining process was initiated fromy = 40 m of the working face. When S12013 was tunneled to 160 m, 210 m, and 260 m, the vertical stress at the interface between the coal seam and the roof was generated, from which the stress field distribution, as shown in Figure 6, can be obtained.Figure 6
Stress field distribution in the S12013 working face with advance distance (a) 160 m, (b) 210 m, and (c) 260 m.
(a)
(b)
(c)As it is shown from the simulation results in Figure6, when the working face was mined to 160 m, 210 m, or 260 m, there was always an obvious stress concentration zone at the angle position between S1201-II and S12013, namely, near the working face end close to the reused entry. In the mining direction, this zone was approximately 30 m long; in the direction of the working face length, it was approximately 25 m long. The stress concentration peak was approximately 10 m from the reused entry and the coal wall of the working face. As analyzed earlier, this stress concentration zone was formed as a result of the superimposition of the lateral pressure on the previous working face and the advance mining pressure on the current working face, so it inevitably occurred. It can be clearly seen in Figure 7, that I is the goaf-side lateral pressure influence zone on the previous adjacent working face, and II is the advance mining pressure influence zone on the working face. At the intersection of the two zones, the stresses in the goaf-side lateral pressure influence zone and the advance mining pressure influence zone overlapped to form the superimposition influence zone. There was an extremely high-concentrated stress in this zone, which is likely to cause large deformation, collapse, rock burst, coal and gas outburst, and other disasters [30, 31]. Therefore, during the second use of the reused entry, we should focus on how to properly provide support in this zone. In Section 4, we specifically analyzed the stress distribution and deformation characteristics around the reused entry in order to identify the appropriate control timing and control range, and we provide a reference for the design of the entry support.Figure 7
Stress distribution monitoring position in front of the working face.


## 4. Mine Pressure Behavior Characteristics of the Reused Entry

### 4.1. Stress Distribution Characteristics

To investigate the stress distribution and variation characteristics of the surrounding rock near the reused entry during the mining process of the second working face, an observation line parallel to the entry was provided at 10 m near the reused entry on the interface between the coal seam and the roof. As a control group, an observation line was provided in the middle of the working face and at 10 m near the headgate of S12013, respectively, as shown in Figure7.As shown above, monitoring line 1 is located on the side closest to the reused entry, at a distance of 10 m from the reused entry. Line 4 is located in the middle part of the working face and Line 5 is located on the side closest to the headgate of S12013, at a distance of 10 m from the headgate of S12013 10 m. The vertical stress data on each observation line were extracted and the stress curve was plotted to obtain the stress distribution characteristics at different positions in front of the working face, as shown in Figure8.Figure 8
Stress distribution curves in front of the working face.The stress distribution characteristic parameters with respect to the three observation lines are given in Table2. As it is shown in Figure 8 and Table 2, we can obtain the following characteristics: (1) both ends and the middle part of the working face were subject to an advance pressure influence caused by the mining of the working face, resulting in a certain stress increase in front of the working face, thereby forming the stress increase zone. Within the stress increase zone, the stress in front of the working face increased and then decreased with increasing distance from the working face, until it tended toward stability away from the working face. (2) The stress increase zone of the observation line near the reused entry was located approximately 0∼80 m in front of the working face, which is basically the same as the middle of the working face. The stress increase zone near the headgate of S12013 was located at approximately 0∼50 m in front of the working face. The range of the former stress increase zone enlarged approximately 60% over the latter. (3) The stress peak was generally located at 8∼10 m in front of the working face. The stress peak on the observation line near the reused entry was obviously larger than the stress value in the middle part of the working face and on the side near the headgate of S12013. The stress peak on the observation line near the reused entry increased by 14.1% over that of the middle part of the working face, and it increased by 34.7% over that on one side of the headgate of S12013. (4) Stress values at all locations other than the stress increase zone were basically constant. The stress values on the observation line near the reused entry were obviously larger than those in the middle part of the working face and on the side near the headgate of S12013. The stress peak on the observation line near the reused entry increased by 122.4% over that of the middle part of the working face, and it increased by 91.0% over that of the side near the headgate of S12013.Table 2
Stress distribution characteristics in front of the working face.
Observation line
Observation line position
Range of stress increase zone (m)
Stress peak value (MPa)
Distance from stress peak to working face (m)
Stress value in the stability zone (MPa)
1
Near the reused entry
75∼80
9.55
10
7.45
2
In the middle part of the working face
75∼80
8.37
10
3.35
3
Near the headgate of S12013
45∼50
7.09
10
3.90According to the abovementioned simulation results, it can be concluded that subject to the superimposition of the lateral pressure of the first working face and the advance mining pressure of the second working face; the stress of the surrounding rock on one side of the reused entry was obviously higher than that in the middle part of the working face and that of the ordinary entry near the end of the other side. Moreover, the range of influence of the advance working face of mining stress near the reused entry was wider than that of the ordinary on the other side.


### 4.2. Roof Deformation Characteristics

To analyze the roof deformation and variation characteristics of the reused entry during the mining process of the second working face, an observation line parallel to the entry was provided in the middle part of the roof surface of the reused entry. As a control group, an observation line was also provided at exactly the same position as the headgate of S12013, as shown in Figure9.Figure 9
Monitoring position of roof deformation in the entry.As shown above, monitoring lines 1 and 2 were located in the middle part of the reused entry and of the headgate of S12013, respectively. The roof deformation data on two observation lines were extracted and the stress curve was plotted to obtain the displacement characteristics at different positions in front of the working face, as shown in Figure10.Figure 10
Roof deformation distribution curves in front of the working face.According to Figure10, we can obtain the following characteristics: (1) whether for the reused entry or the headgate of S12013, the front of the working face would be subject to the advance stress influence caused by mining on the working face, resulting in a rapid increase of roof deformation within a certain range in front of the working face, thereby forming the severe deformation zone. (2) The roof severe deformation zone of the reused entry was located at approximately 0∼80 m in front of the working face. The roof severe deformation zone of the headgate of S12013 was located at approximately 0∼50 m in front of the working face. The range of the former severe deformation zone increased by approximately 60% over that of the latter. The range of the severe roof deformation zone was exactly consistent with the range of the stress increase area in front of the working face. (3) During the mining process of the second working face, the maximum roof deformation of the headgate of S12013 was 54 mm, the maximum roof deformation of the reused entry was 105 mm, which was increased by 94.4% over the deformation of the former. The simulation results of the said roof deformation also indicated that, being subject to the superposition effect of the lateral pressure of the first working face and the advance mining pressure of the second working face, the deformation of the reused entry was much larger than that of the headgate of S12013. As a result, in order to improve the stress of surrounding rock and deformation control of the reused entry, provided with the identified influence range of the stress increase zone and the severe deformation zone, an advance support method and associated equipment with adaptability to large roof deformation and high support strength are proposed here. These were tailored not only to reinforce the advance support in this zone but also to ensure the safety of the entry and prevent the support structure from being crushed.


## 4.1. Stress Distribution Characteristics

To investigate the stress distribution and variation characteristics of the surrounding rock near the reused entry during the mining process of the second working face, an observation line parallel to the entry was provided at 10 m near the reused entry on the interface between the coal seam and the roof. As a control group, an observation line was provided in the middle of the working face and at 10 m near the headgate of S12013, respectively, as shown in Figure7.As shown above, monitoring line 1 is located on the side closest to the reused entry, at a distance of 10 m from the reused entry. Line 4 is located in the middle part of the working face and Line 5 is located on the side closest to the headgate of S12013, at a distance of 10 m from the headgate of S12013 10 m. The vertical stress data on each observation line were extracted and the stress curve was plotted to obtain the stress distribution characteristics at different positions in front of the working face, as shown in Figure8.Figure 8
Stress distribution curves in front of the working face.The stress distribution characteristic parameters with respect to the three observation lines are given in Table2. As it is shown in Figure 8 and Table 2, we can obtain the following characteristics: (1) both ends and the middle part of the working face were subject to an advance pressure influence caused by the mining of the working face, resulting in a certain stress increase in front of the working face, thereby forming the stress increase zone. Within the stress increase zone, the stress in front of the working face increased and then decreased with increasing distance from the working face, until it tended toward stability away from the working face. (2) The stress increase zone of the observation line near the reused entry was located approximately 0∼80 m in front of the working face, which is basically the same as the middle of the working face. The stress increase zone near the headgate of S12013 was located at approximately 0∼50 m in front of the working face. The range of the former stress increase zone enlarged approximately 60% over the latter. (3) The stress peak was generally located at 8∼10 m in front of the working face. The stress peak on the observation line near the reused entry was obviously larger than the stress value in the middle part of the working face and on the side near the headgate of S12013. The stress peak on the observation line near the reused entry increased by 14.1% over that of the middle part of the working face, and it increased by 34.7% over that on one side of the headgate of S12013. (4) Stress values at all locations other than the stress increase zone were basically constant. The stress values on the observation line near the reused entry were obviously larger than those in the middle part of the working face and on the side near the headgate of S12013. The stress peak on the observation line near the reused entry increased by 122.4% over that of the middle part of the working face, and it increased by 91.0% over that of the side near the headgate of S12013.Table 2
Stress distribution characteristics in front of the working face.
Observation line
Observation line position
Range of stress increase zone (m)
Stress peak value (MPa)
Distance from stress peak to working face (m)
Stress value in the stability zone (MPa)
1
Near the reused entry
75∼80
9.55
10
7.45
2
In the middle part of the working face
75∼80
8.37
10
3.35
3
Near the headgate of S12013
45∼50
7.09
10
3.90According to the abovementioned simulation results, it can be concluded that subject to the superimposition of the lateral pressure of the first working face and the advance mining pressure of the second working face; the stress of the surrounding rock on one side of the reused entry was obviously higher than that in the middle part of the working face and that of the ordinary entry near the end of the other side. Moreover, the range of influence of the advance working face of mining stress near the reused entry was wider than that of the ordinary on the other side.


## 4.2. Roof Deformation Characteristics

To analyze the roof deformation and variation characteristics of the reused entry during the mining process of the second working face, an observation line parallel to the entry was provided in the middle part of the roof surface of the reused entry. As a control group, an observation line was also provided at exactly the same position as the headgate of S12013, as shown in Figure9.Figure 9
Monitoring position of roof deformation in the entry.As shown above, monitoring lines 1 and 2 were located in the middle part of the reused entry and of the headgate of S12013, respectively. The roof deformation data on two observation lines were extracted and the stress curve was plotted to obtain the displacement characteristics at different positions in front of the working face, as shown in Figure10.Figure 10
Roof deformation distribution curves in front of the working face.According to Figure10, we can obtain the following characteristics: (1) whether for the reused entry or the headgate of S12013, the front of the working face would be subject to the advance stress influence caused by mining on the working face, resulting in a rapid increase of roof deformation within a certain range in front of the working face, thereby forming the severe deformation zone. (2) The roof severe deformation zone of the reused entry was located at approximately 0∼80 m in front of the working face. The roof severe deformation zone of the headgate of S12013 was located at approximately 0∼50 m in front of the working face. The range of the former severe deformation zone increased by approximately 60% over that of the latter. The range of the severe roof deformation zone was exactly consistent with the range of the stress increase area in front of the working face. (3) During the mining process of the second working face, the maximum roof deformation of the headgate of S12013 was 54 mm, the maximum roof deformation of the reused entry was 105 mm, which was increased by 94.4% over the deformation of the former. The simulation results of the said roof deformation also indicated that, being subject to the superposition effect of the lateral pressure of the first working face and the advance mining pressure of the second working face, the deformation of the reused entry was much larger than that of the headgate of S12013. As a result, in order to improve the stress of surrounding rock and deformation control of the reused entry, provided with the identified influence range of the stress increase zone and the severe deformation zone, an advance support method and associated equipment with adaptability to large roof deformation and high support strength are proposed here. These were tailored not only to reinforce the advance support in this zone but also to ensure the safety of the entry and prevent the support structure from being crushed.


## 5. Control Method and Field Test

### 5.1. Control Method and Design Parameter

In previous studies, the supplementary support in front of the working face was usually provided by a hydraulic prop or movable advance support. The support force of a hydraulic prop is relatively low, which may meet the requirement of an ordinary entry. However, a hydraulic prop cannot ensure the stability of the reused entry that is substantially subject to the superimposed stresses previously mentioned. Furthermore, we consider that the advance support used in many mines may not also be suitably used for the reused entry. Because the advance support gradually moves forward as a whole, it may provide repeated support for the roof that is likely to damage the roof rock. Moreover, the accessible range of advance support is usually limited to approximately 20 m, failing to meet the requirement for the dynamic influence range of the reused entry (approximately 80 m). Therefore, a dynamic pressure bearing support for the advance working face is specifically proposed here, as shown in Figure11.Figure 11
Dynamic mining bearing support of the advance working face.The dynamic pressure support of the advance working face is composed of a top beam, stand column, and pedestal. Its functions and characteristics include the following: (1) the support has a high initial supporting force, which provides active support by promptly applying supporting force to the roof, thereby ensuring the integrity of the surrounding rock to the extent possible and making use of its bearing capacity. (2) The support has high working resistance with fast resistance-increasing bearing characteristics. After the roof deformation, the support can provide a bearing effect and reach the designed working resistance within a short time. (3) Subject to the superimposition effect of the lateral pressure of the adjacent working face and the advance dynamic pressure influence of the working face, the roof deformation cannot be completely avoided in most cases. As a result, in order to avoid the support from being damaged, the support has a higher strength and certain contraction in order to adapt to the roof deformation. (4) The support has a small volume, high supporting force, and is easy to transport. As the working face continues to be mined forward, the support near the working face can be directly transported to the forefront of the advance support range with a small forklift. In addition, the support range can also be flexibly adjusted according to the actual site needs. This avoids the need for repeated roof supports and inadequate support distance that is caused by conventional advance support.According to the numerical simulation analysis as described earlier, the range of the severe deformation zone and the stress concentration zone in front of the working face under this experiment is approximately 0∼80 m. For safety concerns in the first experimental trial, the advance support range of this experiment was designed as 100 m. According to the design principle of making the support bearing force larger than the rock weight in the cutting range, the entry size was 6.738 m (L) × 8.86 m (H) and the average bulk density of the roof rock was 26 kN/m3, so the required bearing capacity per unit entry length can be calculated as 1552 kN. The supporting force of the support was designed as 4000 kN, the support size was designed as 1950 mm (L) × 1200 mm (W), and the distance on centers between two adjacent supports was 2.4 m, so each section was designed to be supported with two rows of dynamic pressure bearing supports. The supporting force of the support per unit entry length was 3333 kN and the actual safety factor was 2.1, which can meet the safety requirement. Two rows of dynamic pressure bearing supports were close to the two entry sides and the distance between two rows of supports was not less than 2.5 m, in order to ensure smooth conveyance, as shown in Figure 12.Figure 12
Design parameters for the dynamic bearing support in front of the working face: (a) cross-section diagram and (b) plan view.
(a)
(b)


### 5.2. Test Results and Discussion

#### 5.2.1. Roof-to-Floor Deformation

As the working face was mined, we placed an observation point every 20 m starting from a distance of 20 m from the open-off cut to monitor the roof-to-floor deformation. Observations were made at least once a day. The measurement method is manual monitoring, as shown in Figure13. The first weighting place on the experimental working face was at 70 m. To avoid the influence of the first weighting on the roof deformation, the monitoring results obtained at 200 m, 300 m, 400 m, and 500 m from the open-off cut on the working face were selected for analysis. The monitoring curves are shown in Figure 14.Figure 13
Monitoring method of roof-to-floor deformation.Figure 14
Monitoring results of roof-to-floor deformation.
(a)
(b)
(c)
(d)As seen from Figure14, at all four observation points, the roof-to-floor deformation became larger as the distance from the working face is smaller. Beyond approximately 75 m in front of the working face, the roof-to-floor deformation of the reused entry was almost 0, and there was no obvious increase. Meanwhile, according to the site observation, the roof and solid coal body within this range was relatively flat without obvious rib spalling and roof cracking. At approximately 25∼75 m in front of the working face, the roof-to-floor deformation gradually increased as the distance from the working face was smaller. Obviously, the deformation of the reused entry subject to the advance mining of the working face began to increase from approximately 75 m in front of the working face, which is consistent with the results of numerical simulation analysis. This also proved that the designed range of the advance support could meet the specified requirement. Within approximately 0∼25 m of the front of the working face, the roof deformation in the entry began to increase significantly. This indicated that the zone closer to the working face should be most subject to the superimposition of the advance dynamic pressure influence of the working face and the lateral pressure of the adjacent working face. In this zone, the roof deformation was so severe as to be of likely danger, and particular attention should be paid to roof control. After the use of the dynamic pressure bearing support, the final roof deformation can be controlled up to 110∼130 mm, suggesting a satisfactory control effect.


#### 5.2.2. Dynamic Pressure Bearing Support Force in Front of the Working Face

According to the design scheme, as the working face was mined forward, 80 dynamic pressure bearing supports arranged in two rows were always used to provide advance supplementary support within a range of approximately 100 m in front of the working face. We started numbering the supports from the position closest to the working surface. The supports located near the solid coal side were assigned with #A01∼#A40, in which the support closest to the working face was assigned with #A01; the supports located near the goaf side were assigned with #B01∼#B40, in which the support closest to the working face was assigned with #B01. As the working face was mined forward, the support close to the working face cyclically moved to the forefront. At every 100 m of mining, the working face was considered a cycle, with all dynamic pressure bearing supports completing a forward movement following a cycle. Since the first cycle would be subject to the first weighting, the pressure monitoring results obtained from four supports (#A39, #A4#, #B39, and #B40) in the second cycle were selected for analysis. During the monitoring process, the pressure data was read from the supports once following the completion of a coal cutting (namely, mining forward 0.8 m) on the working face. The measurement method and equipment are shown in Figure15. The plotted monitoring curve is shown in Figure 16.Figure 15
Monitoring method of dynamic pressure bearing supports.Figure 16
Monitoring results of dynamic pressure bearing supports in front of the working face.
(a)
(b)
(c)
(d)As it is seen from Figure16, beyond approximately 75 m from the front of the working face, the pressure of the dynamic pressure-bearing support did not increase significantly, but basically retained the initial supporting force. At approximately 25∼75 m from the front of the working face, the pressure of the dynamic pressure bearing support began to gradually increase as the distance from the working face was closer. Within approximately 0∼25 m of the front of the working face, the pressure of the dynamic pressure bearing support began to increase rapidly. This indicates that when the distance from the working face was closer, subject to the superimposition of the advance mining influence of the working face and the lateral pressure of the adjacent working face, the roof deformation was very severe and the pressure of the dynamic pressure bearing support increased rapidly, which in turn can very well control the roof deformation. The pressure-monitoring results of the dynamic pressure bearing support were to be found consistent with the variation indicated by the monitoring results of the roof deformation.


#### 5.2.3. Mine Pressure Behavior Zones of the Reused Entry

By analyzing the numerical simulation and on-site monitoring results, it can be found that the roof deformation, the stress distribution, and the force applied on the support structure of the reused entry showed obvious zoning features with different distances of the advance working face. According to the variation law of the mine pressure parameters as mentioned above, the deformation and stress distribution of the reused entry in front of the working face can be divided into three zones, as shown in Figure17.Figure 17
Deformation and stress distribution zones of the reused entry.(1) Stage A. Mine pressure stabilizing zone: the mine pressure stabilizing zone is located beyond approximately 75 m in front of the working face, where the reused entry was stabilized. In this zone, the entry deformation and the stress distribution of the surrounding rock had the following characteristics: the roof rock was not subject to obvious advance mining influence and the roof-to-floor deformation of the entry was generally small and had no obvious increase. The dynamic pressure bearing support force of the advance working face did not increase significantly but was approximately equal to its initial supporting force. The surrounding rock stress close to the entry remained stable without significant increase or fluctuation. The surface of the entry roof and the solid coal body was relatively flat without obvious rib spalling and roof cracking.(2) Stage B. Mine pressure gradual change zone: the mine pressure gradual change zone is usually located approximately 25∼75 m in front of the working face. In this zone, the mining on the working face and the roof movement began to have a certain influence on the entry, but the mining influence was still weak due to its location far away from the working face. Its main features include the following: the roof deformation of the entry began to slowly increase with a small amplitude as the distance from the working face decreased, the dynamic pressure bearing support force of the advance working face began to slowly increase with a small amplitude, and the stress close to the entry began to slowly increase and the amplitude gradually increased as the distance from the working face decreased. Local positions were subject to the rib spalling behavior of a solid coal body with an unobvious effect.(3) Stage C. Mine pressure intensifying zone: the mine pressure intensifying zone is generally located at approximately 0∼25 m in front of the working face. In this zone, the fracture and movement of the main roof behind the working face would have a significant influence on the entry closer to the front of the working face. Its main behaviors include the roof deformation sharply increases and the dynamic pressure bearing support force of the advance working face gradually rises. In addition, there was an obvious stress concentration in the coal seam close to the entry; the peak value of the stress concentration occurred approximately 8∼10 m from the front of the working face. The solid coal body was accompanied by obvious rib spalling and a cracked or damaged roof.


## 5.1. Control Method and Design Parameter

In previous studies, the supplementary support in front of the working face was usually provided by a hydraulic prop or movable advance support. The support force of a hydraulic prop is relatively low, which may meet the requirement of an ordinary entry. However, a hydraulic prop cannot ensure the stability of the reused entry that is substantially subject to the superimposed stresses previously mentioned. Furthermore, we consider that the advance support used in many mines may not also be suitably used for the reused entry. Because the advance support gradually moves forward as a whole, it may provide repeated support for the roof that is likely to damage the roof rock. Moreover, the accessible range of advance support is usually limited to approximately 20 m, failing to meet the requirement for the dynamic influence range of the reused entry (approximately 80 m). Therefore, a dynamic pressure bearing support for the advance working face is specifically proposed here, as shown in Figure11.Figure 11
Dynamic mining bearing support of the advance working face.The dynamic pressure support of the advance working face is composed of a top beam, stand column, and pedestal. Its functions and characteristics include the following: (1) the support has a high initial supporting force, which provides active support by promptly applying supporting force to the roof, thereby ensuring the integrity of the surrounding rock to the extent possible and making use of its bearing capacity. (2) The support has high working resistance with fast resistance-increasing bearing characteristics. After the roof deformation, the support can provide a bearing effect and reach the designed working resistance within a short time. (3) Subject to the superimposition effect of the lateral pressure of the adjacent working face and the advance dynamic pressure influence of the working face, the roof deformation cannot be completely avoided in most cases. As a result, in order to avoid the support from being damaged, the support has a higher strength and certain contraction in order to adapt to the roof deformation. (4) The support has a small volume, high supporting force, and is easy to transport. As the working face continues to be mined forward, the support near the working face can be directly transported to the forefront of the advance support range with a small forklift. In addition, the support range can also be flexibly adjusted according to the actual site needs. This avoids the need for repeated roof supports and inadequate support distance that is caused by conventional advance support.According to the numerical simulation analysis as described earlier, the range of the severe deformation zone and the stress concentration zone in front of the working face under this experiment is approximately 0∼80 m. For safety concerns in the first experimental trial, the advance support range of this experiment was designed as 100 m. According to the design principle of making the support bearing force larger than the rock weight in the cutting range, the entry size was 6.738 m (L) × 8.86 m (H) and the average bulk density of the roof rock was 26 kN/m3, so the required bearing capacity per unit entry length can be calculated as 1552 kN. The supporting force of the support was designed as 4000 kN, the support size was designed as 1950 mm (L) × 1200 mm (W), and the distance on centers between two adjacent supports was 2.4 m, so each section was designed to be supported with two rows of dynamic pressure bearing supports. The supporting force of the support per unit entry length was 3333 kN and the actual safety factor was 2.1, which can meet the safety requirement. Two rows of dynamic pressure bearing supports were close to the two entry sides and the distance between two rows of supports was not less than 2.5 m, in order to ensure smooth conveyance, as shown in Figure 12.Figure 12
Design parameters for the dynamic bearing support in front of the working face: (a) cross-section diagram and (b) plan view.
(a)
(b)


## 5.2. Test Results and Discussion

### 5.2.1. Roof-to-Floor Deformation

As the working face was mined, we placed an observation point every 20 m starting from a distance of 20 m from the open-off cut to monitor the roof-to-floor deformation. Observations were made at least once a day. The measurement method is manual monitoring, as shown in Figure13. The first weighting place on the experimental working face was at 70 m. To avoid the influence of the first weighting on the roof deformation, the monitoring results obtained at 200 m, 300 m, 400 m, and 500 m from the open-off cut on the working face were selected for analysis. The monitoring curves are shown in Figure 14.Figure 13
Monitoring method of roof-to-floor deformation.Figure 14
Monitoring results of roof-to-floor deformation.
(a)
(b)
(c)
(d)As seen from Figure14, at all four observation points, the roof-to-floor deformation became larger as the distance from the working face is smaller. Beyond approximately 75 m in front of the working face, the roof-to-floor deformation of the reused entry was almost 0, and there was no obvious increase. Meanwhile, according to the site observation, the roof and solid coal body within this range was relatively flat without obvious rib spalling and roof cracking. At approximately 25∼75 m in front of the working face, the roof-to-floor deformation gradually increased as the distance from the working face was smaller. Obviously, the deformation of the reused entry subject to the advance mining of the working face began to increase from approximately 75 m in front of the working face, which is consistent with the results of numerical simulation analysis. This also proved that the designed range of the advance support could meet the specified requirement. Within approximately 0∼25 m of the front of the working face, the roof deformation in the entry began to increase significantly. This indicated that the zone closer to the working face should be most subject to the superimposition of the advance dynamic pressure influence of the working face and the lateral pressure of the adjacent working face. In this zone, the roof deformation was so severe as to be of likely danger, and particular attention should be paid to roof control. After the use of the dynamic pressure bearing support, the final roof deformation can be controlled up to 110∼130 mm, suggesting a satisfactory control effect.


### 5.2.2. Dynamic Pressure Bearing Support Force in Front of the Working Face

According to the design scheme, as the working face was mined forward, 80 dynamic pressure bearing supports arranged in two rows were always used to provide advance supplementary support within a range of approximately 100 m in front of the working face. We started numbering the supports from the position closest to the working surface. The supports located near the solid coal side were assigned with #A01∼#A40, in which the support closest to the working face was assigned with #A01; the supports located near the goaf side were assigned with #B01∼#B40, in which the support closest to the working face was assigned with #B01. As the working face was mined forward, the support close to the working face cyclically moved to the forefront. At every 100 m of mining, the working face was considered a cycle, with all dynamic pressure bearing supports completing a forward movement following a cycle. Since the first cycle would be subject to the first weighting, the pressure monitoring results obtained from four supports (#A39, #A4#, #B39, and #B40) in the second cycle were selected for analysis. During the monitoring process, the pressure data was read from the supports once following the completion of a coal cutting (namely, mining forward 0.8 m) on the working face. The measurement method and equipment are shown in Figure15. The plotted monitoring curve is shown in Figure 16.Figure 15
Monitoring method of dynamic pressure bearing supports.Figure 16
Monitoring results of dynamic pressure bearing supports in front of the working face.
(a)
(b)
(c)
(d)As it is seen from Figure16, beyond approximately 75 m from the front of the working face, the pressure of the dynamic pressure-bearing support did not increase significantly, but basically retained the initial supporting force. At approximately 25∼75 m from the front of the working face, the pressure of the dynamic pressure bearing support began to gradually increase as the distance from the working face was closer. Within approximately 0∼25 m of the front of the working face, the pressure of the dynamic pressure bearing support began to increase rapidly. This indicates that when the distance from the working face was closer, subject to the superimposition of the advance mining influence of the working face and the lateral pressure of the adjacent working face, the roof deformation was very severe and the pressure of the dynamic pressure bearing support increased rapidly, which in turn can very well control the roof deformation. The pressure-monitoring results of the dynamic pressure bearing support were to be found consistent with the variation indicated by the monitoring results of the roof deformation.


### 5.2.3. Mine Pressure Behavior Zones of the Reused Entry

By analyzing the numerical simulation and on-site monitoring results, it can be found that the roof deformation, the stress distribution, and the force applied on the support structure of the reused entry showed obvious zoning features with different distances of the advance working face. According to the variation law of the mine pressure parameters as mentioned above, the deformation and stress distribution of the reused entry in front of the working face can be divided into three zones, as shown in Figure17.Figure 17
Deformation and stress distribution zones of the reused entry.(1) Stage A. Mine pressure stabilizing zone: the mine pressure stabilizing zone is located beyond approximately 75 m in front of the working face, where the reused entry was stabilized. In this zone, the entry deformation and the stress distribution of the surrounding rock had the following characteristics: the roof rock was not subject to obvious advance mining influence and the roof-to-floor deformation of the entry was generally small and had no obvious increase. The dynamic pressure bearing support force of the advance working face did not increase significantly but was approximately equal to its initial supporting force. The surrounding rock stress close to the entry remained stable without significant increase or fluctuation. The surface of the entry roof and the solid coal body was relatively flat without obvious rib spalling and roof cracking.(2) Stage B. Mine pressure gradual change zone: the mine pressure gradual change zone is usually located approximately 25∼75 m in front of the working face. In this zone, the mining on the working face and the roof movement began to have a certain influence on the entry, but the mining influence was still weak due to its location far away from the working face. Its main features include the following: the roof deformation of the entry began to slowly increase with a small amplitude as the distance from the working face decreased, the dynamic pressure bearing support force of the advance working face began to slowly increase with a small amplitude, and the stress close to the entry began to slowly increase and the amplitude gradually increased as the distance from the working face decreased. Local positions were subject to the rib spalling behavior of a solid coal body with an unobvious effect.(3) Stage C. Mine pressure intensifying zone: the mine pressure intensifying zone is generally located at approximately 0∼25 m in front of the working face. In this zone, the fracture and movement of the main roof behind the working face would have a significant influence on the entry closer to the front of the working face. Its main behaviors include the roof deformation sharply increases and the dynamic pressure bearing support force of the advance working face gradually rises. In addition, there was an obvious stress concentration in the coal seam close to the entry; the peak value of the stress concentration occurred approximately 8∼10 m from the front of the working face. The solid coal body was accompanied by obvious rib spalling and a cracked or damaged roof.


## 5.2.1. Roof-to-Floor Deformation

As the working face was mined, we placed an observation point every 20 m starting from a distance of 20 m from the open-off cut to monitor the roof-to-floor deformation. Observations were made at least once a day. The measurement method is manual monitoring, as shown in Figure13. The first weighting place on the experimental working face was at 70 m. To avoid the influence of the first weighting on the roof deformation, the monitoring results obtained at 200 m, 300 m, 400 m, and 500 m from the open-off cut on the working face were selected for analysis. The monitoring curves are shown in Figure 14.Figure 13
Monitoring method of roof-to-floor deformation.Figure 14
Monitoring results of roof-to-floor deformation.
(a)
(b)
(c)
(d)As seen from Figure14, at all four observation points, the roof-to-floor deformation became larger as the distance from the working face is smaller. Beyond approximately 75 m in front of the working face, the roof-to-floor deformation of the reused entry was almost 0, and there was no obvious increase. Meanwhile, according to the site observation, the roof and solid coal body within this range was relatively flat without obvious rib spalling and roof cracking. At approximately 25∼75 m in front of the working face, the roof-to-floor deformation gradually increased as the distance from the working face was smaller. Obviously, the deformation of the reused entry subject to the advance mining of the working face began to increase from approximately 75 m in front of the working face, which is consistent with the results of numerical simulation analysis. This also proved that the designed range of the advance support could meet the specified requirement. Within approximately 0∼25 m of the front of the working face, the roof deformation in the entry began to increase significantly. This indicated that the zone closer to the working face should be most subject to the superimposition of the advance dynamic pressure influence of the working face and the lateral pressure of the adjacent working face. In this zone, the roof deformation was so severe as to be of likely danger, and particular attention should be paid to roof control. After the use of the dynamic pressure bearing support, the final roof deformation can be controlled up to 110∼130 mm, suggesting a satisfactory control effect.


## 5.2.2. Dynamic Pressure Bearing Support Force in Front of the Working Face

According to the design scheme, as the working face was mined forward, 80 dynamic pressure bearing supports arranged in two rows were always used to provide advance supplementary support within a range of approximately 100 m in front of the working face. We started numbering the supports from the position closest to the working surface. The supports located near the solid coal side were assigned with #A01∼#A40, in which the support closest to the working face was assigned with #A01; the supports located near the goaf side were assigned with #B01∼#B40, in which the support closest to the working face was assigned with #B01. As the working face was mined forward, the support close to the working face cyclically moved to the forefront. At every 100 m of mining, the working face was considered a cycle, with all dynamic pressure bearing supports completing a forward movement following a cycle. Since the first cycle would be subject to the first weighting, the pressure monitoring results obtained from four supports (#A39, #A4#, #B39, and #B40) in the second cycle were selected for analysis. During the monitoring process, the pressure data was read from the supports once following the completion of a coal cutting (namely, mining forward 0.8 m) on the working face. The measurement method and equipment are shown in Figure15. The plotted monitoring curve is shown in Figure 16.Figure 15
Monitoring method of dynamic pressure bearing supports.Figure 16
Monitoring results of dynamic pressure bearing supports in front of the working face.
(a)
(b)
(c)
(d)As it is seen from Figure16, beyond approximately 75 m from the front of the working face, the pressure of the dynamic pressure-bearing support did not increase significantly, but basically retained the initial supporting force. At approximately 25∼75 m from the front of the working face, the pressure of the dynamic pressure bearing support began to gradually increase as the distance from the working face was closer. Within approximately 0∼25 m of the front of the working face, the pressure of the dynamic pressure bearing support began to increase rapidly. This indicates that when the distance from the working face was closer, subject to the superimposition of the advance mining influence of the working face and the lateral pressure of the adjacent working face, the roof deformation was very severe and the pressure of the dynamic pressure bearing support increased rapidly, which in turn can very well control the roof deformation. The pressure-monitoring results of the dynamic pressure bearing support were to be found consistent with the variation indicated by the monitoring results of the roof deformation.


## 5.2.3. Mine Pressure Behavior Zones of the Reused Entry

By analyzing the numerical simulation and on-site monitoring results, it can be found that the roof deformation, the stress distribution, and the force applied on the support structure of the reused entry showed obvious zoning features with different distances of the advance working face. According to the variation law of the mine pressure parameters as mentioned above, the deformation and stress distribution of the reused entry in front of the working face can be divided into three zones, as shown in Figure17.Figure 17
Deformation and stress distribution zones of the reused entry.(1) Stage A. Mine pressure stabilizing zone: the mine pressure stabilizing zone is located beyond approximately 75 m in front of the working face, where the reused entry was stabilized. In this zone, the entry deformation and the stress distribution of the surrounding rock had the following characteristics: the roof rock was not subject to obvious advance mining influence and the roof-to-floor deformation of the entry was generally small and had no obvious increase. The dynamic pressure bearing support force of the advance working face did not increase significantly but was approximately equal to its initial supporting force. The surrounding rock stress close to the entry remained stable without significant increase or fluctuation. The surface of the entry roof and the solid coal body was relatively flat without obvious rib spalling and roof cracking.(2) Stage B. Mine pressure gradual change zone: the mine pressure gradual change zone is usually located approximately 25∼75 m in front of the working face. In this zone, the mining on the working face and the roof movement began to have a certain influence on the entry, but the mining influence was still weak due to its location far away from the working face. Its main features include the following: the roof deformation of the entry began to slowly increase with a small amplitude as the distance from the working face decreased, the dynamic pressure bearing support force of the advance working face began to slowly increase with a small amplitude, and the stress close to the entry began to slowly increase and the amplitude gradually increased as the distance from the working face decreased. Local positions were subject to the rib spalling behavior of a solid coal body with an unobvious effect.(3) Stage C. Mine pressure intensifying zone: the mine pressure intensifying zone is generally located at approximately 0∼25 m in front of the working face. In this zone, the fracture and movement of the main roof behind the working face would have a significant influence on the entry closer to the front of the working face. Its main behaviors include the roof deformation sharply increases and the dynamic pressure bearing support force of the advance working face gradually rises. In addition, there was an obvious stress concentration in the coal seam close to the entry; the peak value of the stress concentration occurred approximately 8∼10 m from the front of the working face. The solid coal body was accompanied by obvious rib spalling and a cracked or damaged roof.


## 6. Conclusions

(1)
According to the roof structure and movement characteristics under the mining conditions of noncoal pillar mining with the automatic formation of a roadway, for the working face with one-side mined, the end immediately adjacent to the goaf on the mined working face would result in an “O-Y” failure pattern on the roof, and the triangular fractured rock above the reused entry would disappear. This change subjected the reused entry zone to the intense mine pressure behavior from the advance working face such as that occurs in the middle part of the working face, resulting in very significant concentrated stress near the entry in front of the working face, which makes entry maintenance more difficult.
(2)
In this work, mine pressure behavior characteristics of the reused entry were analyzed. The findings showed that there was a stress increase zone and a severe deformation zone in a certain range in front of the working face that was subject to the superimposition effect of the lateral pressure of the mined working face and the advance mining pressure on the working face. For the engineering case study of the S12013 working face in the Ningtiaota Coal Mine, the stress increase zone and the severe deformation zone were located in the range of 0–80 m in front of the working face. Their ranges were approximately 37.5% larger than those of the ordinary entry on the other side of the mining face. The stress peak of the reused entry in the stress increase zone increased by 34.7% larger than the ordinary entry on the other side of the mining face. The maximum roof deformation of the reused entry in the severe deformation zone was 105 mm, which was an increase of 94.4% over that of the ordinary entry on the other side of the mining face.
(3)
To improve the stress of the surrounding rock and the deformation control of the reused entry, an advance support method and associated equipment with adaptability to large roof deformation and high support strength was proposed here, which was tailored to provide supplementary support in the stress increase zone and the severe deformation zone of the reused entry and was successfully applied on site. Field application results showed that the final roof deformation with dynamic pressure bearing support can be controlled within 110∼130 mm with satisfactory effect.
(4)
By analyzing the numerical simulation and on-site monitoring results with different distances from the advance working face, the roof deformation, the stress distribution, and the force applied on the support structure of the reused entry had obvious regular and zoning characteristics. As a result, according to the deformation and stress distribution characteristics of the reused entry in front of the working face, the reused entry was divided into the mine pressure stabilizing zone, the mine pressure changing zone, and the mine pressure intensifying zone. These three zones had different characteristics of deformation and surrounding stress distribution.



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*Source: 4276730-2020-02-27.xml*