# Comparative Study on Two Types of Nonpillar Mining Techniques by Roof Cutting and by Filling Artificial Materials

Authors: Enze Zhen; Yubing Gao; Yajun Wang; Siming Wang
Journal: Advances in Civil Engineering
 (2019)

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## Abstract

Gob-side entry retaining is an environmentally friendly nonpillar mining technology with high efficiency and safety. With the continuous exploration of the gob-side entry retained by filling (GERF) with roadside supports, the GERF has enabled nonpillar mining. However, dense roadside supports or filled artificial pillars become subject to the pressure of roof pressure instead of coal pillars, which causes problems. Recently, an original innovative gob-side entry retaining technology by roof cutting and pressure relief (RCPR) was developed and extensively implemented in China’s coal production. The gob-side entry formed by different retaining methods has exhibited some differences in the strata behaviors and the results of retained roadways. Via industrial case and numerical simulation, this study explored the influence of entry retaining methods on the results of the entry retained. The results indicate that the total deformation of the surrounding rock of the GERF is larger and more severe; the convergence between the roof and floor and the entry sides displacement is 885 mm and 216 mm, respectively; the hydraulic support pressure near the retained entry is larger; and the peak value is 38.7 MPa. The deformation of the surrounding rock by RCPR is relatively small; the convergence between the roof and the floor and the entry sides displacement is 351 mm and 166 mm, respectively; the hydraulic support pressure near the retained entry is weakened to a certain extent; the peak value is 32.2 MPa; and the peak pressure is reduced by 16.8% compared with the GERF. A numerical simulation analysis reveals the following findings: RCPR changes the surrounding rock structure of a gob-side entry, optimizes the surrounding rock stress environment, and belongs to active pressure-relief entry retaining; the GERF does not adjust the surrounding rock structure of a gob-side entry and belongs to passive pressure-resistance entry retaining; and the surrounding rock of a gob-side entry is significantly affected by pressure. These two methods of gob-side entry retaining have different effects on the surrounding rock of the entry retained. This study can contribute to an exploration of the strata behaviors and the results of a retained roadway by the GERF or RCPR method.


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## Body

## 1. Introduction

Long-wall mining is currently the main mining method of coal output in China [1, 2]. In traditional long-wall mining, a coal pillar is required and two mining roadways need to be excavated while mining coal. The installation of coal pillars not only wastes resources but also causes stress concentration in the area of the coal pillars, which causes mine disasters [3]. Therefore, to cancel the arrangement of coal pillars, realize continuous mining without coal pillars, optimize the layout of exploitation, and eliminate stress concentration in the upper and lower areas of coal pillars, gob-side entry retaining has extensively been employed in the UK, Germany, Poland, Russia, and China as a means for nonpillar mining since the 1950s. In the mining process supports with dense pillars, timber cribs or gob-side filling along the gob edges [4–6] is erected on the current mining face and a roadway is retained in the previous panel to make it available for the adjacent mining face, achieve the ends of canceling panel coal pillars, and reduce the roadway tunneling ratio.The gob-side entry retained by filling (GERF) with roadside supports has enabled nonpillar mining over past five decades of development. Nevertheless, problems such as significant stress on the supporting structure, stress concentration of the filling body, and strong strata behaviors persist [7]. In 2009, Chinese scholars proposed gob-side entry retaining by roof cutting and pressure relief (RCPR) [8, 9] to eliminate the use of artificial fillers, which reduces the cost of gob-side entry retaining to some extent. In addition, roof cutting can be used to improve the roof structure and its stress environment, which weakens the stress of the surrounding rock to some extent, which would be more beneficial to stabilizing the gob-side entry retaining.Strata behavior is the root cause of the surrounding rock deformation of gob-side entry during mining activities. Thus, the deformation guidelines of the gob-side surrounding rock in the mining process are believed to be a key point that one must grasp. In recent years, experts and scholars have conducted a substantial amount of research on the stability and deformation law of the surrounding rock of a gob-side entry [10–17]. To grasp the large deformation mechanism of roadway driving along the goaf under unstable overlying rock strata, Zhang [10] adopted a digital panoramic borehole camera system to observe the roof rock strata of the roadway driving along the goaf and investigated the fractures distribution and the evolution law was investigated. By mechanical analysis and laboratory experiments, Zhang [11] explored the surrounding rock characteristics of gob-side roadways with or without coal pillars and discussed the movement of the main roof, which has large impact on the stability of the surrounding rock of a gob-side roadway. Kan [12] analyzed the movement rule of overlying strata on secondary gob-side entry retaining, while also introducing and analyzing the concept of a support structure. Based on the movement laws of overlying strata in traditional gob-side entry retaining technology, He [13] investigated the mechanism of pressure relief of a gob-side roof. Xie [14] explored the principal stress difference and plastic zone in the process of buried depth from 550 m to 1250 m with the aid of a simulation software to solve the surrounding rock control problems in kilometer depth gob-side entry driving. Wu [15] clarified the mechanism of asymmetric deformation and failure in surrounding rock to solve the problem of asymmetric deformation and its control in deep gob-side entry retaining. Wang et al. [16] put forward a major coal mining innovation method of self-forming roadway without coal pillar in long-wall mining with the core technology of “directional roof cutting with the support using a constant resistance large deformation anchor cable” and carried out field engineering application successfully. Based on the breaking off characteristics of overlying rock, Li [17] built the mechanical models of large and small structures and analyzed the formation conditions of low and high arches.This research shows that the stability state and deformation laws of surrounding rock of a gob-side entry retained by the GERF or the RCPR for different geological conditions have fully been mastered. However, a comparative analysis of the strata behaviors has not been performed for a retained entry of gob-side entry formed by two retained methods in the same geological condition. This study was conducted with the engineering background of the test retaining entry. A comparative analysis for existing GERF and RCPR entry retaining methods was performed via numerical simulation and field mine pressure measurements to reveal the similarities and differences of different entry retaining methods with respect to the strata behaviors due to retained entry. The research findings are expected to provide a reference for the application of different entry retaining techniques.


## 2. Nonpillar Mining by Filling Materials (NMFMs) and Nonpillar Mining by Roof Cutting (NMRC)

### 2.1. Existing Nonpillar Mining Methods

To solve the issues of the traditional pillar mining method, such as resource waste, stress concentration, and ignition of residual pillar, the nonpillar mining method has extensively been applied. This method can not only improve the coal recovery rate but also decrease the development ratio and eliminate various potential hazards caused by coal pillars [18–20].Currently, gob-side entry retaining is the main method to achieve nonpillar mining. When using this method in coal mining on a mining face, only a gate entry needs to be driven, an entry protection pillar is not needed. In the mining process on a current mining face, supports with god-side filling should be erected along the gob edges and the entry in the previous panel should be retained. The NMFM method was employed for the adjacent mining face; the entry layout is shown in Figure1(a). Compared with traditional pillar mining methods, this technique reduces the excavation of gate entries by 50% and cancels the setup of panel coal pillars, which has distinct advantages in terms of conserving coal resources, reducing mining costs, and relieving the tension of mining and tunneling continuance.Figure 1
Entry layout of nonpillar mining. (a) NMFM method; (b) NMRC method.
(a)
(b)Nonpillar mining by roof cutting (NMRC) was initially proposed in 2009 [21, 22]; its first test trial was successfully implemented in the same year in the Baijiao Coal Mine in Sichuan. In contrast with previous NMFM, NMRC forms a sidewall with the roof rock without the need for filling concrete. The active roof cutting and pressure relief eliminates the use of roadside filling. The entry layout of NMRC is shown in Figure 1(b).


### 2.2. Gob-Side Entry Retained by Filling (GERF) with Roadside Supports

To weaken the influence of ground pressure on mining roadway in the long-wall mining process, coal pillars are usually retained along the goaf [23]. Gob-side entry retained by filling (GERF) with roadside supports refers to erecting a side of roadway by filling artificial backfill, blocking the goaf gangue, and resisting the subsidence of the retained entry roof in the mining process on the current mining face. An entry in which one side having an artificial wall and the other side having integrated coal can then be formed, as shown in Figure 2. The GERF cancels the roadway excavation and replaces the reserved coal pillar with the artificial filling body. This can help improve the coal recovery rate and is an important technical support means for nonpillar mining.Figure 2
Principle of gob-side entry retained by filling with roadside supports.


### 2.3. Gob-Side Entry Retained by Roof Cutting and Pressure Relief (RCPR)

The technology of gob-side entry retained by roof cutting and pressure relief is to reinforce the entry roof with a constant resistance and large deformation anchor (CRLDA) cable and conduct an evaluation of the precrack on the retaining entry roof before mining. The function of the roof cutting is to cut off the transmission path of ground pressure on the roof of the goaf. The periodic weighting action of the roof is used to promote the roof fall along the precracked face. The retained entry on one side was rock, and the retained entry on the other side was integrated coal, as shown in Figure3. Compared with the gob-side entry retained by filling, this method cancels the layout of an artificial filling body, realizes the self-construction of a retained entry by utilizing the ground pressure and some roof rocks, and reduces the cost of a gob-side retaining roadway.Figure 3
Principle of a gob-side entry retained by roof cutting and pressure relief.


## 2.1. Existing Nonpillar Mining Methods

To solve the issues of the traditional pillar mining method, such as resource waste, stress concentration, and ignition of residual pillar, the nonpillar mining method has extensively been applied. This method can not only improve the coal recovery rate but also decrease the development ratio and eliminate various potential hazards caused by coal pillars [18–20].Currently, gob-side entry retaining is the main method to achieve nonpillar mining. When using this method in coal mining on a mining face, only a gate entry needs to be driven, an entry protection pillar is not needed. In the mining process on a current mining face, supports with god-side filling should be erected along the gob edges and the entry in the previous panel should be retained. The NMFM method was employed for the adjacent mining face; the entry layout is shown in Figure1(a). Compared with traditional pillar mining methods, this technique reduces the excavation of gate entries by 50% and cancels the setup of panel coal pillars, which has distinct advantages in terms of conserving coal resources, reducing mining costs, and relieving the tension of mining and tunneling continuance.Figure 1
Entry layout of nonpillar mining. (a) NMFM method; (b) NMRC method.
(a)
(b)Nonpillar mining by roof cutting (NMRC) was initially proposed in 2009 [21, 22]; its first test trial was successfully implemented in the same year in the Baijiao Coal Mine in Sichuan. In contrast with previous NMFM, NMRC forms a sidewall with the roof rock without the need for filling concrete. The active roof cutting and pressure relief eliminates the use of roadside filling. The entry layout of NMRC is shown in Figure 1(b).


## 2.2. Gob-Side Entry Retained by Filling (GERF) with Roadside Supports

To weaken the influence of ground pressure on mining roadway in the long-wall mining process, coal pillars are usually retained along the goaf [23]. Gob-side entry retained by filling (GERF) with roadside supports refers to erecting a side of roadway by filling artificial backfill, blocking the goaf gangue, and resisting the subsidence of the retained entry roof in the mining process on the current mining face. An entry in which one side having an artificial wall and the other side having integrated coal can then be formed, as shown in Figure 2. The GERF cancels the roadway excavation and replaces the reserved coal pillar with the artificial filling body. This can help improve the coal recovery rate and is an important technical support means for nonpillar mining.Figure 2
Principle of gob-side entry retained by filling with roadside supports.


## 2.3. Gob-Side Entry Retained by Roof Cutting and Pressure Relief (RCPR)

The technology of gob-side entry retained by roof cutting and pressure relief is to reinforce the entry roof with a constant resistance and large deformation anchor (CRLDA) cable and conduct an evaluation of the precrack on the retaining entry roof before mining. The function of the roof cutting is to cut off the transmission path of ground pressure on the roof of the goaf. The periodic weighting action of the roof is used to promote the roof fall along the precracked face. The retained entry on one side was rock, and the retained entry on the other side was integrated coal, as shown in Figure3. Compared with the gob-side entry retained by filling, this method cancels the layout of an artificial filling body, realizes the self-construction of a retained entry by utilizing the ground pressure and some roof rocks, and reduces the cost of a gob-side retaining roadway.Figure 3
Principle of a gob-side entry retained by roof cutting and pressure relief.


## 3. Methodology

### 3.1. Field Experiment

The field test site is located at the 011810 working face of the Jinfeng Coal Mine in Wuzhong City, Ningxia, China. The total length of the 011810 head entry is 1023 m, and the mining length of the 011810 working face is 780 m. To analyze the effect of different retaining methods in the same geological condition, 550 m of the head entry is selected to adopt entry retaining by RCPR, and 230 m is selected to adopt the GERF method, as shown in Figure4.Figure 4
Entry layout for the field test.First, the roof of the gob-side entry retaining by RCPC is strengthened by using a constant resistance anchor cable. The roof of the gob-side entry retaining by GERF is strengthened by using an ordinary anchor cable in the process of the field test. After the roof of entry is strengthened, directional blasting at the roof was conducted along the gob side by RCPC. For the section of gob-side entry retaining by GERF, a ground test is conducted to determine the ratio of filling materials and flexible formwork. For the face mining, two methods of entry retaining are applied in different sections to achieve the goals.


### 3.2. Numerical Simulation

#### 3.2.1. Finite-Difference Modelling Software FLAC3D

FLAC3D is a prevalent simulation software in engineering, including civil engineering, mining engineering, and environmental engineering. The Lagrange algorithm and hybrid-discrete partition technique adopted in FLAC3D can accurately simulate the plastic failure and flow of materials. If the material is deformed or plastic flow occurs under the action of stress, with the deformation of materials, the element mesh will change accordingly, which can effectively simulate the three-dimensional mechanical behavior of rock, soil, or other materials.


#### 3.2.2. Modelling

To analyze the surrounding rock stress distribution of the retained entry by different methods, this paper considers the 011810 trial working face of the Jinfeng Coal Mine as the engineering model. The calculation model is established by using adopting FLAC3D numerical simulation software with a dimension of 360 × 360 × 200 m, as shown in Figure5. Different methods of entry retaining are simulated to distinguish the surrounding rock stress distribution between RCPR entry retaining and the GERF. Scheme 1 refers to the RCPR entry retaining (cutting roof and without leaving pillars), and scheme 2 refers to the GERF (filling along the gob-side of entry after mining) in Figure 5.Figure 5
Numerical calculation model.The length of the simulated working face is 260 m. The roadway section is 5.0 × 4.0 m, and the backfill width is 1.0 m. The Mohr–Coulomb model is adopted, and the upper boundary applies a vertical stress of 8.5 MPa to simulate the weight of the overlying strata. The horizontal direction displacements at the front, back, left, and right boundaries are fixed. The physical and mechanical parameters of the rock strata are presented in Table1.Table 1
Physical and mechanical characteristic parameters of an inclined coal seam work face.
Rock strata
Density (kg·m3)
Elastic modulus (GPa)
Poisson ratio
Tensile strength (MPa)
Cohesion (MPa)
Friction angle (°)
Thickness (m)
Overlying rock
2600
3.34
0.30
2.32
2.05
30
142
Fine sandstone
2680
5.46
0.28
2.65
2.86
34
7
Siltstone
2350
1.29
0.35
1.79
1.72
27
7
Coal
1350
2.90
0.36
1.40
3.20
25
4
Siltstone
2300
1.15
0.33
1.54
1.40
27
2
Fine sandstone
2540
3.82
0.27
1.95
2.23
32
6
Medium sandstone
2620
3.35
0.29
2.32
1.97
31
32


## 3.1. Field Experiment

The field test site is located at the 011810 working face of the Jinfeng Coal Mine in Wuzhong City, Ningxia, China. The total length of the 011810 head entry is 1023 m, and the mining length of the 011810 working face is 780 m. To analyze the effect of different retaining methods in the same geological condition, 550 m of the head entry is selected to adopt entry retaining by RCPR, and 230 m is selected to adopt the GERF method, as shown in Figure4.Figure 4
Entry layout for the field test.First, the roof of the gob-side entry retaining by RCPC is strengthened by using a constant resistance anchor cable. The roof of the gob-side entry retaining by GERF is strengthened by using an ordinary anchor cable in the process of the field test. After the roof of entry is strengthened, directional blasting at the roof was conducted along the gob side by RCPC. For the section of gob-side entry retaining by GERF, a ground test is conducted to determine the ratio of filling materials and flexible formwork. For the face mining, two methods of entry retaining are applied in different sections to achieve the goals.


## 3.2. Numerical Simulation

### 3.2.1. Finite-Difference Modelling Software FLAC3D

FLAC3D is a prevalent simulation software in engineering, including civil engineering, mining engineering, and environmental engineering. The Lagrange algorithm and hybrid-discrete partition technique adopted in FLAC3D can accurately simulate the plastic failure and flow of materials. If the material is deformed or plastic flow occurs under the action of stress, with the deformation of materials, the element mesh will change accordingly, which can effectively simulate the three-dimensional mechanical behavior of rock, soil, or other materials.


### 3.2.2. Modelling

To analyze the surrounding rock stress distribution of the retained entry by different methods, this paper considers the 011810 trial working face of the Jinfeng Coal Mine as the engineering model. The calculation model is established by using adopting FLAC3D numerical simulation software with a dimension of 360 × 360 × 200 m, as shown in Figure5. Different methods of entry retaining are simulated to distinguish the surrounding rock stress distribution between RCPR entry retaining and the GERF. Scheme 1 refers to the RCPR entry retaining (cutting roof and without leaving pillars), and scheme 2 refers to the GERF (filling along the gob-side of entry after mining) in Figure 5.Figure 5
Numerical calculation model.The length of the simulated working face is 260 m. The roadway section is 5.0 × 4.0 m, and the backfill width is 1.0 m. The Mohr–Coulomb model is adopted, and the upper boundary applies a vertical stress of 8.5 MPa to simulate the weight of the overlying strata. The horizontal direction displacements at the front, back, left, and right boundaries are fixed. The physical and mechanical parameters of the rock strata are presented in Table1.Table 1
Physical and mechanical characteristic parameters of an inclined coal seam work face.
Rock strata
Density (kg·m3)
Elastic modulus (GPa)
Poisson ratio
Tensile strength (MPa)
Cohesion (MPa)
Friction angle (°)
Thickness (m)
Overlying rock
2600
3.34
0.30
2.32
2.05
30
142
Fine sandstone
2680
5.46
0.28
2.65
2.86
34
7
Siltstone
2350
1.29
0.35
1.79
1.72
27
7
Coal
1350
2.90
0.36
1.40
3.20
25
4
Siltstone
2300
1.15
0.33
1.54
1.40
27
2
Fine sandstone
2540
3.82
0.27
1.95
2.23
32
6
Medium sandstone
2620
3.35
0.29
2.32
1.97
31
32


## 3.2.1. Finite-Difference Modelling Software FLAC3D

FLAC3D is a prevalent simulation software in engineering, including civil engineering, mining engineering, and environmental engineering. The Lagrange algorithm and hybrid-discrete partition technique adopted in FLAC3D can accurately simulate the plastic failure and flow of materials. If the material is deformed or plastic flow occurs under the action of stress, with the deformation of materials, the element mesh will change accordingly, which can effectively simulate the three-dimensional mechanical behavior of rock, soil, or other materials.


## 3.2.2. Modelling

To analyze the surrounding rock stress distribution of the retained entry by different methods, this paper considers the 011810 trial working face of the Jinfeng Coal Mine as the engineering model. The calculation model is established by using adopting FLAC3D numerical simulation software with a dimension of 360 × 360 × 200 m, as shown in Figure5. Different methods of entry retaining are simulated to distinguish the surrounding rock stress distribution between RCPR entry retaining and the GERF. Scheme 1 refers to the RCPR entry retaining (cutting roof and without leaving pillars), and scheme 2 refers to the GERF (filling along the gob-side of entry after mining) in Figure 5.Figure 5
Numerical calculation model.The length of the simulated working face is 260 m. The roadway section is 5.0 × 4.0 m, and the backfill width is 1.0 m. The Mohr–Coulomb model is adopted, and the upper boundary applies a vertical stress of 8.5 MPa to simulate the weight of the overlying strata. The horizontal direction displacements at the front, back, left, and right boundaries are fixed. The physical and mechanical parameters of the rock strata are presented in Table1.Table 1
Physical and mechanical characteristic parameters of an inclined coal seam work face.
Rock strata
Density (kg·m3)
Elastic modulus (GPa)
Poisson ratio
Tensile strength (MPa)
Cohesion (MPa)
Friction angle (°)
Thickness (m)
Overlying rock
2600
3.34
0.30
2.32
2.05
30
142
Fine sandstone
2680
5.46
0.28
2.65
2.86
34
7
Siltstone
2350
1.29
0.35
1.79
1.72
27
7
Coal
1350
2.90
0.36
1.40
3.20
25
4
Siltstone
2300
1.15
0.33
1.54
1.40
27
2
Fine sandstone
2540
3.82
0.27
1.95
2.23
32
6
Medium sandstone
2620
3.35
0.29
2.32
1.97
31
32


## 4. Field Application Test

### 4.1. Engineering Geological Conditions

The Jinfeng Coal Mine, which is located in the southeast section of Wuzhong City, Ningxia, China, is governed by Fengjigou Yanchi County in Wuzhong City. The minefield covers approximately 36.0776 km2 of land, which is a length of approximately 11.5∼12.0 km in the north and south and a width of 1.9∼3.5 km in the east and west. Traffic in the area is dominated by highways, which primarily include S203, GZ25, GZ35, G109, and G307. The long-wall mining method is extensively applied in this mining area, and coal pillars typically remain after this method is employed. However, the residual coal pillars will cause a large loss of resources and tension between the mining and excavation continuance. The implementation of nonpillar mining technology in this mining area can improve the coal recovery ratio and relieve the tension between the mining and excavation continuance. This method has great significance for the sustainable development of the mining area. The location of the test site is presented in Figure 6.Figure 6
Location of the test site.


#### 4.1.1. Working Face Conditions

The 011810 working face is located at level +1151, coal 18 and mining area 1, and the buried depth of 214.06∼328.9 m. The strike length is 1023.3 m. The mining length is 550 m. The dip is 12∼32° with an average of 22°, and the working face has a length of 260 m. The coal seam thickness ranges from 3.3 to 4.2 m with an average thickness of 3.75 m. The 011810 working face layout and the entry retaining position are presented in Figure7.Figure 7
011810 working face layout and the entry retaining position.


#### 4.1.2. Coal Seam and Strata

Based on the drilling data and geological documents revealed in the 011810 head entry driving process, the 18th coal roof and floor strata are composed of fine sandstones and siltstones and have conformable contact with each other.The immediate roof of the 011810 headway is constructed of siltstones with a thickness of 7.1 m. The main roof is constructed of fine sandstone with a thickness of 6.8 m. The immediate floor is constructed of 1.3 m thick siltstones. The main floor is constructed of fine sandstones with a thickness of 5.5 m. The lithology of the rock layers near the coal is shown in Figure8.Figure 8
Lithology of the rock layers near the coal.


### 4.2. Parameter Design for Different Entry Retained Methods

#### 4.2.1. Engineering Parameters for Gob-Side Entry Retained by RCPR

(1) Roof Cutting Design. The design of presplitting cutting parameters needs to be comprehensively considered. The collapsed rock should fully fill the gob space under the broken expand function. The critical design formula of the roof cutting depth (H) is expressed as follows [24]:(1)H=Hm−ΔH1−ΔH2K−1,where Hm is the mining height (m), ΔH1 is the roof subsidence (m), ΔH2 is the floor heaves (m), and K is the broken expand coefficient.According to the field measurement technique proposed in the literature [25], this design assumes that K is 1.38 and the mining height of 011810 face is 3.8 m without considering floor heaves and roof subsidence. The cutting depth is 9 m based on the calculation results and roof lithology.The roof cutting angle is 20° with a height of 9 m in this area to prevent the pressure generated by gangue downslide. The collapsed gangues near the cutting line can rapidly form an equivalent filling body to support the key strata of the roof and buffer the impact in the lateral, as shown in Figure9.Figure 9
Principle of roof cutting and the parameters.(2) Constant Resistance Anchor Cable Design. To guarantee the stability of the gob-side entry during the process of roof cutting and periodic weighting, a CRLDA cable is used to strengthen the entry support before conducting the roof cutting. According to the original roadway deformation and mine pressure situations, three series of constant resistance large deformation anchor cables were designed. Series one at the side of the cutting line: the array pitch is 1000 mm, 500 mm from the entry side and 90° angle with the horizon. Series two in the middle of the entry: the array pitch is 1500 mm and 90° angle with the horizon. Series three at the integrated coal side: the array pitch is 3000 mm, 500 mm from the integrated coal side and 10° angle with the plumb line. The diameter of the constant resistance and large deformation anchor cable is 21.8 mm. Based on the cutting parameter and the position of the stable strata in the roadway, the anchor cable length is assumed to be 12.3 m. A cross-sectional diagram is designed and shown in Figure 10.Figure 10
Constant resistance anchor cable and lateral gangue support parameters.


#### 4.2.2. Engineering Parameters for Gob-Side Entry Retained by GERF

The gob-side entry retaining by the GERF adopts the method of flexible formwork and pump concreted, and the roadside supporting load is calculated by the method of separated rock block proposed by British scholar Whittaker. The theoretical calculation method considers that the goaf provides a free surface for the roof block. Because the rock block is stratified, an abscission layer may occur at the heightH, which causes rock fracturing along the coal body with the angle θ and enables a completely free state, which becomes the load of the support body. Thus, a mechanical model of roadside support is established, as shown in Figure 11.Figure 11
Mechanical model of gob-side retained by flexible formwork and pump concreted.(1) Load and Width of Roadside Support. The load calculation formula is expressed as follows:(2)q=8htgθ+2bB+x+bCx×hbB+x+bCγs×cosαbB+0.5x,where q is the load of the supporting body; b1 is the distance from the inner side of the support body to the coal wall, value 4 m; x is the width of the support body; b2 is the span of the hanging roof outside of the support, when the roof collapse time is 0; γs is the gravity of the rock mass, and the average gravity of the overlying strata is 24 kN/m3; h is the support height, and the height of the concreted wall is 3.8 m; θ is the shear angle, which is 26° based on experience; and α is the coal seam dip, with an average dip of 22°.According to the calculation results, when the thickness of support is 1 m, the load of the support body is(3)q=8×3tg26+2×4+1+01×3.8×4+1+0×24×cos224+0.5×1=2.03MPa.Considering the factors of dynamic load, the dynamic load coefficient value is 3,q = 6.09 MPa, and the support load of unit length and a support thickness of 1 m is N1 = 6090 kN.(2) Checking Calculation of Bearing Capacity. The support with unit length and thickness of 1 m is regarded as the model of the axially compressed column to calculate the bearing capacity of the normal section. The height of the model column is 3.8 m, the length of the short side is 1 m, and the slenderness ratio of the component is 3.8/1 = 3.8. By referring to the calculation method of an axially compressed component, the component stability coefficient ϕ is 1.0.The bearing capacity of the model column is calculated as(4)N=0.9φ×fcA,where N is the bearing capacity of the supporting body, ϕ is the stability coefficient of the component, value 1.0; fc is the concrete axis ultimate compressive strength, 16.8 N/mm2 for C25; and A is the cross-sectional area, 1000 × 1000 mm2.The bearing capacity of the support body is calculated as follows:(5)N=0.9×1.0×16.8×1000×1000=15120kN,which is considerably higher than 6090 kN. Therefore, the bearing capacity of the support body satisfies the requirements.(3) Concrete Proportioning and Flexible Formwork Design. Flexible formwork pumping concrete technology utilizes the water permeability and impermeable cement mortar characteristics of flexible formwork, which requires excellent fluidity and high strength of concrete. The sand ratio of the flexible formwork pumping concrete design is larger than that of ordinary concrete design, usually 40%–45%. The maximum particle size of stones should be compatible with the diameter of the conveyor pipe and the thickness of the flexible formwork; the largest particle size is usually less than 20 mm, 5–16 mm. The water-cement ratio of the mixing concrete should range from 0.5 to 0.6. The slump should range from 180 to 220 mm.In this design that uses C25 concrete, the concrete proportioning is as shown in Table2.Table 2
Concrete proportioning for flexible formwork pumping.
Material
Concrete
Sand
Gravel
Water
Fly ash
Additive
Quality (kg)
450
800
850
226
140
1.2The design of the flexible formwork dimension should comprehensively consider the size of the entry section and the construction conditions. Considering the construction error, the height of the flexible formwork is 4 m, the length is 3 m, and the thickness is 1 m. To improve the strength of the concrete, 6 anchor bolts are installed in each flexible formwork unit. The flexible formwork is shown in Figure12.Figure 12
Flexible formwork test on the ground.
(a)
(b)


### 4.3. Field Application

A field application was performed at the 011810 working face of the Jinfeng Mine in Ningxia Province, China, which is owned by the Ningmei Group. After mining, the entry was retained to be reused for the 011812 mining panel.At the 011810 working face, the gob-side entry with a length of 780 m was successfully retained, of which 550 m adopted RCPR and 230 m adopted the GERF method. Figure13 shows the construction process of gob-side entry retaining by RCPR and the gob-side entry effect by this method. The process of RCPR can be divided into three steps: (a) in stage A premining, a CRLDA is installed to reinforce the entry roof and the roof cutting is performed; (b) in stage B after mining, a temporary support, metal nets, and U-steel are installed behind the working face to prevent the gangue from collapsing into the retained entry; and (c) in stage C, when the goaf roof completely collapses and the surrounding rock of the retained entry is stable, the entry is completely retained.Figure 13
Technological process of the entry retained by RCPR.The construction process of the gob-side entry retaining by the GERF and the gob-side entry effect by this method are shown in Figure14. This construction process can also be divided into three steps: (I) supporting the working space and hanging flexible formwork, (II) concrete preparation and grouting, and (III) when the goaf roof completely collapses and the surrounding rock of the retained entry is stable, the entry is completely retained.Figure 14
Technological process of the entry retained by GERF.When using different methods for gob-side entry retaining, both methods can achieve entry retaining safety. However, the surrounding rock deformation of the gob-side entry differed from the final entry outline of the two methods. The labor intensity of the workers differs between the two methods because gob-side entry retaining by RCPR divides the entire construction process into two parts: premining and postmining. Fewer parallel working procedures exists between retaining entry and mining, and the construction process of gob-side entry retaining by the GERF simultaneously occurs with mining. Thus, the construction intensive degree is relatively high. In terms of the economic benefits, the costs of each 1 m of gob-side entry retaining by RCPR and the GERF was 1094 USD and 1173 USD, respectively.


## 4.1. Engineering Geological Conditions

The Jinfeng Coal Mine, which is located in the southeast section of Wuzhong City, Ningxia, China, is governed by Fengjigou Yanchi County in Wuzhong City. The minefield covers approximately 36.0776 km2 of land, which is a length of approximately 11.5∼12.0 km in the north and south and a width of 1.9∼3.5 km in the east and west. Traffic in the area is dominated by highways, which primarily include S203, GZ25, GZ35, G109, and G307. The long-wall mining method is extensively applied in this mining area, and coal pillars typically remain after this method is employed. However, the residual coal pillars will cause a large loss of resources and tension between the mining and excavation continuance. The implementation of nonpillar mining technology in this mining area can improve the coal recovery ratio and relieve the tension between the mining and excavation continuance. This method has great significance for the sustainable development of the mining area. The location of the test site is presented in Figure 6.Figure 6
Location of the test site.


### 4.1.1. Working Face Conditions

The 011810 working face is located at level +1151, coal 18 and mining area 1, and the buried depth of 214.06∼328.9 m. The strike length is 1023.3 m. The mining length is 550 m. The dip is 12∼32° with an average of 22°, and the working face has a length of 260 m. The coal seam thickness ranges from 3.3 to 4.2 m with an average thickness of 3.75 m. The 011810 working face layout and the entry retaining position are presented in Figure7.Figure 7
011810 working face layout and the entry retaining position.


### 4.1.2. Coal Seam and Strata

Based on the drilling data and geological documents revealed in the 011810 head entry driving process, the 18th coal roof and floor strata are composed of fine sandstones and siltstones and have conformable contact with each other.The immediate roof of the 011810 headway is constructed of siltstones with a thickness of 7.1 m. The main roof is constructed of fine sandstone with a thickness of 6.8 m. The immediate floor is constructed of 1.3 m thick siltstones. The main floor is constructed of fine sandstones with a thickness of 5.5 m. The lithology of the rock layers near the coal is shown in Figure8.Figure 8
Lithology of the rock layers near the coal.


## 4.1.1. Working Face Conditions

The 011810 working face is located at level +1151, coal 18 and mining area 1, and the buried depth of 214.06∼328.9 m. The strike length is 1023.3 m. The mining length is 550 m. The dip is 12∼32° with an average of 22°, and the working face has a length of 260 m. The coal seam thickness ranges from 3.3 to 4.2 m with an average thickness of 3.75 m. The 011810 working face layout and the entry retaining position are presented in Figure7.Figure 7
011810 working face layout and the entry retaining position.


## 4.1.2. Coal Seam and Strata

Based on the drilling data and geological documents revealed in the 011810 head entry driving process, the 18th coal roof and floor strata are composed of fine sandstones and siltstones and have conformable contact with each other.The immediate roof of the 011810 headway is constructed of siltstones with a thickness of 7.1 m. The main roof is constructed of fine sandstone with a thickness of 6.8 m. The immediate floor is constructed of 1.3 m thick siltstones. The main floor is constructed of fine sandstones with a thickness of 5.5 m. The lithology of the rock layers near the coal is shown in Figure8.Figure 8
Lithology of the rock layers near the coal.


## 4.2. Parameter Design for Different Entry Retained Methods

### 4.2.1. Engineering Parameters for Gob-Side Entry Retained by RCPR

(1) Roof Cutting Design. The design of presplitting cutting parameters needs to be comprehensively considered. The collapsed rock should fully fill the gob space under the broken expand function. The critical design formula of the roof cutting depth (H) is expressed as follows [24]:(1)H=Hm−ΔH1−ΔH2K−1,where Hm is the mining height (m), ΔH1 is the roof subsidence (m), ΔH2 is the floor heaves (m), and K is the broken expand coefficient.According to the field measurement technique proposed in the literature [25], this design assumes that K is 1.38 and the mining height of 011810 face is 3.8 m without considering floor heaves and roof subsidence. The cutting depth is 9 m based on the calculation results and roof lithology.The roof cutting angle is 20° with a height of 9 m in this area to prevent the pressure generated by gangue downslide. The collapsed gangues near the cutting line can rapidly form an equivalent filling body to support the key strata of the roof and buffer the impact in the lateral, as shown in Figure9.Figure 9
Principle of roof cutting and the parameters.(2) Constant Resistance Anchor Cable Design. To guarantee the stability of the gob-side entry during the process of roof cutting and periodic weighting, a CRLDA cable is used to strengthen the entry support before conducting the roof cutting. According to the original roadway deformation and mine pressure situations, three series of constant resistance large deformation anchor cables were designed. Series one at the side of the cutting line: the array pitch is 1000 mm, 500 mm from the entry side and 90° angle with the horizon. Series two in the middle of the entry: the array pitch is 1500 mm and 90° angle with the horizon. Series three at the integrated coal side: the array pitch is 3000 mm, 500 mm from the integrated coal side and 10° angle with the plumb line. The diameter of the constant resistance and large deformation anchor cable is 21.8 mm. Based on the cutting parameter and the position of the stable strata in the roadway, the anchor cable length is assumed to be 12.3 m. A cross-sectional diagram is designed and shown in Figure 10.Figure 10
Constant resistance anchor cable and lateral gangue support parameters.


### 4.2.2. Engineering Parameters for Gob-Side Entry Retained by GERF

The gob-side entry retaining by the GERF adopts the method of flexible formwork and pump concreted, and the roadside supporting load is calculated by the method of separated rock block proposed by British scholar Whittaker. The theoretical calculation method considers that the goaf provides a free surface for the roof block. Because the rock block is stratified, an abscission layer may occur at the heightH, which causes rock fracturing along the coal body with the angle θ and enables a completely free state, which becomes the load of the support body. Thus, a mechanical model of roadside support is established, as shown in Figure 11.Figure 11
Mechanical model of gob-side retained by flexible formwork and pump concreted.(1) Load and Width of Roadside Support. The load calculation formula is expressed as follows:(2)q=8htgθ+2bB+x+bCx×hbB+x+bCγs×cosαbB+0.5x,where q is the load of the supporting body; b1 is the distance from the inner side of the support body to the coal wall, value 4 m; x is the width of the support body; b2 is the span of the hanging roof outside of the support, when the roof collapse time is 0; γs is the gravity of the rock mass, and the average gravity of the overlying strata is 24 kN/m3; h is the support height, and the height of the concreted wall is 3.8 m; θ is the shear angle, which is 26° based on experience; and α is the coal seam dip, with an average dip of 22°.According to the calculation results, when the thickness of support is 1 m, the load of the support body is(3)q=8×3tg26+2×4+1+01×3.8×4+1+0×24×cos224+0.5×1=2.03MPa.Considering the factors of dynamic load, the dynamic load coefficient value is 3,q = 6.09 MPa, and the support load of unit length and a support thickness of 1 m is N1 = 6090 kN.(2) Checking Calculation of Bearing Capacity. The support with unit length and thickness of 1 m is regarded as the model of the axially compressed column to calculate the bearing capacity of the normal section. The height of the model column is 3.8 m, the length of the short side is 1 m, and the slenderness ratio of the component is 3.8/1 = 3.8. By referring to the calculation method of an axially compressed component, the component stability coefficient ϕ is 1.0.The bearing capacity of the model column is calculated as(4)N=0.9φ×fcA,where N is the bearing capacity of the supporting body, ϕ is the stability coefficient of the component, value 1.0; fc is the concrete axis ultimate compressive strength, 16.8 N/mm2 for C25; and A is the cross-sectional area, 1000 × 1000 mm2.The bearing capacity of the support body is calculated as follows:(5)N=0.9×1.0×16.8×1000×1000=15120kN,which is considerably higher than 6090 kN. Therefore, the bearing capacity of the support body satisfies the requirements.(3) Concrete Proportioning and Flexible Formwork Design. Flexible formwork pumping concrete technology utilizes the water permeability and impermeable cement mortar characteristics of flexible formwork, which requires excellent fluidity and high strength of concrete. The sand ratio of the flexible formwork pumping concrete design is larger than that of ordinary concrete design, usually 40%–45%. The maximum particle size of stones should be compatible with the diameter of the conveyor pipe and the thickness of the flexible formwork; the largest particle size is usually less than 20 mm, 5–16 mm. The water-cement ratio of the mixing concrete should range from 0.5 to 0.6. The slump should range from 180 to 220 mm.In this design that uses C25 concrete, the concrete proportioning is as shown in Table2.Table 2
Concrete proportioning for flexible formwork pumping.
Material
Concrete
Sand
Gravel
Water
Fly ash
Additive
Quality (kg)
450
800
850
226
140
1.2The design of the flexible formwork dimension should comprehensively consider the size of the entry section and the construction conditions. Considering the construction error, the height of the flexible formwork is 4 m, the length is 3 m, and the thickness is 1 m. To improve the strength of the concrete, 6 anchor bolts are installed in each flexible formwork unit. The flexible formwork is shown in Figure12.Figure 12
Flexible formwork test on the ground.
(a)
(b)


## 4.2.1. Engineering Parameters for Gob-Side Entry Retained by RCPR

(1) Roof Cutting Design. The design of presplitting cutting parameters needs to be comprehensively considered. The collapsed rock should fully fill the gob space under the broken expand function. The critical design formula of the roof cutting depth (H) is expressed as follows [24]:(1)H=Hm−ΔH1−ΔH2K−1,where Hm is the mining height (m), ΔH1 is the roof subsidence (m), ΔH2 is the floor heaves (m), and K is the broken expand coefficient.According to the field measurement technique proposed in the literature [25], this design assumes that K is 1.38 and the mining height of 011810 face is 3.8 m without considering floor heaves and roof subsidence. The cutting depth is 9 m based on the calculation results and roof lithology.The roof cutting angle is 20° with a height of 9 m in this area to prevent the pressure generated by gangue downslide. The collapsed gangues near the cutting line can rapidly form an equivalent filling body to support the key strata of the roof and buffer the impact in the lateral, as shown in Figure9.Figure 9
Principle of roof cutting and the parameters.(2) Constant Resistance Anchor Cable Design. To guarantee the stability of the gob-side entry during the process of roof cutting and periodic weighting, a CRLDA cable is used to strengthen the entry support before conducting the roof cutting. According to the original roadway deformation and mine pressure situations, three series of constant resistance large deformation anchor cables were designed. Series one at the side of the cutting line: the array pitch is 1000 mm, 500 mm from the entry side and 90° angle with the horizon. Series two in the middle of the entry: the array pitch is 1500 mm and 90° angle with the horizon. Series three at the integrated coal side: the array pitch is 3000 mm, 500 mm from the integrated coal side and 10° angle with the plumb line. The diameter of the constant resistance and large deformation anchor cable is 21.8 mm. Based on the cutting parameter and the position of the stable strata in the roadway, the anchor cable length is assumed to be 12.3 m. A cross-sectional diagram is designed and shown in Figure 10.Figure 10
Constant resistance anchor cable and lateral gangue support parameters.


## 4.2.2. Engineering Parameters for Gob-Side Entry Retained by GERF

The gob-side entry retaining by the GERF adopts the method of flexible formwork and pump concreted, and the roadside supporting load is calculated by the method of separated rock block proposed by British scholar Whittaker. The theoretical calculation method considers that the goaf provides a free surface for the roof block. Because the rock block is stratified, an abscission layer may occur at the heightH, which causes rock fracturing along the coal body with the angle θ and enables a completely free state, which becomes the load of the support body. Thus, a mechanical model of roadside support is established, as shown in Figure 11.Figure 11
Mechanical model of gob-side retained by flexible formwork and pump concreted.(1) Load and Width of Roadside Support. The load calculation formula is expressed as follows:(2)q=8htgθ+2bB+x+bCx×hbB+x+bCγs×cosαbB+0.5x,where q is the load of the supporting body; b1 is the distance from the inner side of the support body to the coal wall, value 4 m; x is the width of the support body; b2 is the span of the hanging roof outside of the support, when the roof collapse time is 0; γs is the gravity of the rock mass, and the average gravity of the overlying strata is 24 kN/m3; h is the support height, and the height of the concreted wall is 3.8 m; θ is the shear angle, which is 26° based on experience; and α is the coal seam dip, with an average dip of 22°.According to the calculation results, when the thickness of support is 1 m, the load of the support body is(3)q=8×3tg26+2×4+1+01×3.8×4+1+0×24×cos224+0.5×1=2.03MPa.Considering the factors of dynamic load, the dynamic load coefficient value is 3,q = 6.09 MPa, and the support load of unit length and a support thickness of 1 m is N1 = 6090 kN.(2) Checking Calculation of Bearing Capacity. The support with unit length and thickness of 1 m is regarded as the model of the axially compressed column to calculate the bearing capacity of the normal section. The height of the model column is 3.8 m, the length of the short side is 1 m, and the slenderness ratio of the component is 3.8/1 = 3.8. By referring to the calculation method of an axially compressed component, the component stability coefficient ϕ is 1.0.The bearing capacity of the model column is calculated as(4)N=0.9φ×fcA,where N is the bearing capacity of the supporting body, ϕ is the stability coefficient of the component, value 1.0; fc is the concrete axis ultimate compressive strength, 16.8 N/mm2 for C25; and A is the cross-sectional area, 1000 × 1000 mm2.The bearing capacity of the support body is calculated as follows:(5)N=0.9×1.0×16.8×1000×1000=15120kN,which is considerably higher than 6090 kN. Therefore, the bearing capacity of the support body satisfies the requirements.(3) Concrete Proportioning and Flexible Formwork Design. Flexible formwork pumping concrete technology utilizes the water permeability and impermeable cement mortar characteristics of flexible formwork, which requires excellent fluidity and high strength of concrete. The sand ratio of the flexible formwork pumping concrete design is larger than that of ordinary concrete design, usually 40%–45%. The maximum particle size of stones should be compatible with the diameter of the conveyor pipe and the thickness of the flexible formwork; the largest particle size is usually less than 20 mm, 5–16 mm. The water-cement ratio of the mixing concrete should range from 0.5 to 0.6. The slump should range from 180 to 220 mm.In this design that uses C25 concrete, the concrete proportioning is as shown in Table2.Table 2
Concrete proportioning for flexible formwork pumping.
Material
Concrete
Sand
Gravel
Water
Fly ash
Additive
Quality (kg)
450
800
850
226
140
1.2The design of the flexible formwork dimension should comprehensively consider the size of the entry section and the construction conditions. Considering the construction error, the height of the flexible formwork is 4 m, the length is 3 m, and the thickness is 1 m. To improve the strength of the concrete, 6 anchor bolts are installed in each flexible formwork unit. The flexible formwork is shown in Figure12.Figure 12
Flexible formwork test on the ground.
(a)
(b)


## 4.3. Field Application

A field application was performed at the 011810 working face of the Jinfeng Mine in Ningxia Province, China, which is owned by the Ningmei Group. After mining, the entry was retained to be reused for the 011812 mining panel.At the 011810 working face, the gob-side entry with a length of 780 m was successfully retained, of which 550 m adopted RCPR and 230 m adopted the GERF method. Figure13 shows the construction process of gob-side entry retaining by RCPR and the gob-side entry effect by this method. The process of RCPR can be divided into three steps: (a) in stage A premining, a CRLDA is installed to reinforce the entry roof and the roof cutting is performed; (b) in stage B after mining, a temporary support, metal nets, and U-steel are installed behind the working face to prevent the gangue from collapsing into the retained entry; and (c) in stage C, when the goaf roof completely collapses and the surrounding rock of the retained entry is stable, the entry is completely retained.Figure 13
Technological process of the entry retained by RCPR.The construction process of the gob-side entry retaining by the GERF and the gob-side entry effect by this method are shown in Figure14. This construction process can also be divided into three steps: (I) supporting the working space and hanging flexible formwork, (II) concrete preparation and grouting, and (III) when the goaf roof completely collapses and the surrounding rock of the retained entry is stable, the entry is completely retained.Figure 14
Technological process of the entry retained by GERF.When using different methods for gob-side entry retaining, both methods can achieve entry retaining safety. However, the surrounding rock deformation of the gob-side entry differed from the final entry outline of the two methods. The labor intensity of the workers differs between the two methods because gob-side entry retaining by RCPR divides the entire construction process into two parts: premining and postmining. Fewer parallel working procedures exists between retaining entry and mining, and the construction process of gob-side entry retaining by the GERF simultaneously occurs with mining. Thus, the construction intensive degree is relatively high. In terms of the economic benefits, the costs of each 1 m of gob-side entry retaining by RCPR and the GERF was 1094 USD and 1173 USD, respectively.


## 5. Results and Discussion

### 5.1. Deformation of the Entry Surroundings

To study the effects of the gob-side entry retaining by different methods, the deformation law of the surrounding rock of the gob-side entry and the hydraulic support pressure near the gob-side entry were monitored. The deformation values of the surrounding rock, including the roof subsidence (P−P0, E−E0), floor heave, and entry sides displacement (M−M0) were measured by the surrounding rock displacement monitor and steel tape. The hydraulic support pressure was monitored by a pressure sensor. Figure 15 shows the mine pressure monitoring methods and layout.Figure 15
Mine pressure monitoring methods and layout.As seen in Figure16, the surrounding rock deformation of the gob-side entry retaining by RCPR reveals three characteristic areas that can be divided into three stages: first stage (stage I: 0∼75 m): the deformation of the entry presented an increasing tendency and rapidly increased with the advance of the working face; second stage (stage I: 75∼200 m): the deformation of the entry continued to increase, and the velocity of deformation was distinctly reduced; and third stage (stage I: 200∼300 m): the deformation tended to be stable. The final deformation values of the roof subsidence (E−E0), roof subsidence (P−P0), floor heave, and entry sides displacement were 263 mm, 164 mm, 88 mm, and 126 mm, respectively.Figure 16
Surrounding rock deformation of the gob-side entry retaining by RCPR.As shown in Figure17, the surrounding rock deformation of gob-side entry retaining by the GERF exhibits the same rule as RCPR and can be divided into three stages: first stage (stage I: 0∼100 m), second stage (stage I: 100∼225 m), and third stage (stage I: 225∼300 m).Compare with stage I of the gob-side entry retained by RCPR, the deformation distance and the maximum deformation rate increased. Deformation of the surrounding rock tends to be stable 225 m behind the working face. The final deformation values of the roof subsidence (E−E0), roof subsidence (P−P0), floor heave, and entry sides displacement were 549 mm, 271 mm, 336 mm, and 216 mm, respectively. Compared with the deformation of the gob-side entry retained by RCPR, the maximum deformation value increased, and the increase in the floor heave and roof subsidence were particularly distinct.Figure 17
Surrounding rock deformation of the gob-side entry retaining by GERF.The gob-side entry using different retained methods can satisfy the ventilation demand of the next working face. The surrounding rock deformation of gob-side entry retaining by different methods was nonharmonious, and the roof subsidence (E−E0)>(P−P0).


### 5.2. Pressure of the Stope

The hydraulic support pressure was monitored by using a pressure sensor. Figure18 shows the mine pressure monitoring methods and layout.Figure 18
Mine pressure monitoring methods and layout.The hydraulic support pressure near the retained entry is selected to analyze the strata behaviors, as shown in Figure19. The mining distance 450–550 m belongs to the gob-side entry retained by RCPR, and 550–650 m applied to part of the gob-side entry retained by the GERF, as noted by the curves. The support pressure peak at the gob-side entry retained by RCPR is 32.2 MPa with an average of 28.8 MPa. The support pressure peak at the gob-side entry retained by the GERF is 38.7 MPa with an average of 33.6 MPa. The support pressure peak is decreased by 6.5 MPa, which is reduced by approximately 16.8%. The average resistance is decreased by 4.8 MPa, which is reduced by approximately 14.3%. The periodic weighting length of the gob-side entry retained by RCPR and GERF is 21 m and 25 m, respectively, and the periodic weighting length increased by approximately 19%. The monitoring data indicate that roof cutting decreased the weighting intensity and weakened the support pressure to some extent due to the gob-side entry retaining by RCPR.Figure 19
Hydraulic support pressure near the retained entry.The hydraulic support pressure in the middle of the working face is shown in Figure20. The mining distance from 450 to 550 m belongs to the gob-side entry retained by RCPR, and the mining distance from 550 to 650 m was part of the gob-side entry retained by GERF, as noted by the curves. The support pressure peak at the gob-side entry retained by RCPR is 45.3 MPa with an average of 34.4 MPa. The support pressure peak at the gob-side entry retained by GERF is 44.8 MPa with an average of 33.5 MPa. The support pressure peak is the same. The periodic weighting length of the gob-side entry retained by RCPR and GERF is 17 m and 19 m, respectively. The monitoring data indicate that roof cutting caused a decrease in the weighting intensity and weakened the support pressure only within a certain range, beyond which the pressure-relief effect is not distinct.Figure 20
Hydraulic support pressure in the middle of working face.


### 5.3. Stress Field around the Entry

Excavation is performed by steps in the simulation. When the face advance is 300 m, the stress nephogram near the gob-side entry and working face can be obtained by the vertical stress data on the interface between the coal seam and the roof, as shown in Figure21.Figure 21
Vertical stress nephogram of two gob-side entry retaining methods: (a) GERF; (b) RCPR.
(a)
(b)The upper roof strata are fractured into rocks after mining, causing the stress on the coal seam near gob-side entry to be redistributed. The surrounding rock stress tends to be stable when the roof contacts with gangues. With regards to the filling gob-side entry retaining, the gob cannot be completely filled with gangues. Therefore, the roof has a large subsidence space, which leads to obvious stress concentration in front of the mining face and in the coal side of gob-side entry. In particular, the “sharp corner of stress” will appear when the advanced stress and the concentrated stress caused by entry excavation are superimposed, as shown in Figure21(a).Compared with the filling gob-side entry retaining, RCPR gob-side entry retaining first conducts directional roof cutting on the gob side of entry, and the roof mass near the cutting line collapses rapidly and completely fills the gob after mining, which can cause the key block to rapidly make contact with the gangues to restrain the rotating subsidence intensity. In these conditions, the scope and intensity of the concentrated stress in front of the working face and on the coal side of the gob-side entry are distinctly decreased, as shown in Figure21(b). Therefore, RCPR can optimize the stress environment of the gob-side entry surrounding rock, which is more beneficial for controlling the surrounding rock deformation and improving the stability of the gob-side entry.To further analyze the stress distribution in the front and lateral sides of the working face, the stress distribution curves of two entry retaining methods were obtained based on the vertical stress at measuring linesa and b, as shown in Figure 21. Measuring line a is located in front of and perpendicular to the working face. The line is 5 m from the gob-side entry. Conversely, measuring line b is located at the back of and parallel to the working face. The line is 10 m behind the working face.The stress distribution curves clearly demonstrate that the vertical stress distribution with respect to the two gob-side entry retaining methods was consistent. As the distance from the working face increases, a trend of increasing and then decreasing was observed. The maximum value is demonstrated to be approximately 5 m in advance of the working face. The stress peak of the gob-side entry retaining by filling is 22.86 MPa, whereas that of the entry retaining by RCPR is 17.80 MPa. This value is decreased by 22.1% compared with the former value, as presented in Figure22(a). Regarding the lateral aspect of the working face, the stress peak of gob-side entry retaining by filling is noted at approximately 5 m inside the coal with a maximum value of 25.16 MPa. Conversely, entry retaining by RCPR has a smooth stress distribution. The maximum stress value of 12.72 MPa is noted approximately 6–8 m inside the coal. This value is decreased by 49.4% compared with filling gob-side entry retaining, as presented in Figure 22(b).Figure 22
Vertical stress distribution curve of two gob-side entry retaining methods.
(a)
(b)The analysis indicates that the rotating subsidence of the upper roof can effectively be controlled by RCPR, which changed the collapse height and the broken expanded state. Thus, the stress of the surrounding rock near the entry was reduced, which was more beneficial to ensuring the stability of the entry.


## 5.1. Deformation of the Entry Surroundings

To study the effects of the gob-side entry retaining by different methods, the deformation law of the surrounding rock of the gob-side entry and the hydraulic support pressure near the gob-side entry were monitored. The deformation values of the surrounding rock, including the roof subsidence (P−P0, E−E0), floor heave, and entry sides displacement (M−M0) were measured by the surrounding rock displacement monitor and steel tape. The hydraulic support pressure was monitored by a pressure sensor. Figure 15 shows the mine pressure monitoring methods and layout.Figure 15
Mine pressure monitoring methods and layout.As seen in Figure16, the surrounding rock deformation of the gob-side entry retaining by RCPR reveals three characteristic areas that can be divided into three stages: first stage (stage I: 0∼75 m): the deformation of the entry presented an increasing tendency and rapidly increased with the advance of the working face; second stage (stage I: 75∼200 m): the deformation of the entry continued to increase, and the velocity of deformation was distinctly reduced; and third stage (stage I: 200∼300 m): the deformation tended to be stable. The final deformation values of the roof subsidence (E−E0), roof subsidence (P−P0), floor heave, and entry sides displacement were 263 mm, 164 mm, 88 mm, and 126 mm, respectively.Figure 16
Surrounding rock deformation of the gob-side entry retaining by RCPR.As shown in Figure17, the surrounding rock deformation of gob-side entry retaining by the GERF exhibits the same rule as RCPR and can be divided into three stages: first stage (stage I: 0∼100 m), second stage (stage I: 100∼225 m), and third stage (stage I: 225∼300 m).Compare with stage I of the gob-side entry retained by RCPR, the deformation distance and the maximum deformation rate increased. Deformation of the surrounding rock tends to be stable 225 m behind the working face. The final deformation values of the roof subsidence (E−E0), roof subsidence (P−P0), floor heave, and entry sides displacement were 549 mm, 271 mm, 336 mm, and 216 mm, respectively. Compared with the deformation of the gob-side entry retained by RCPR, the maximum deformation value increased, and the increase in the floor heave and roof subsidence were particularly distinct.Figure 17
Surrounding rock deformation of the gob-side entry retaining by GERF.The gob-side entry using different retained methods can satisfy the ventilation demand of the next working face. The surrounding rock deformation of gob-side entry retaining by different methods was nonharmonious, and the roof subsidence (E−E0)>(P−P0).


## 5.2. Pressure of the Stope

The hydraulic support pressure was monitored by using a pressure sensor. Figure18 shows the mine pressure monitoring methods and layout.Figure 18
Mine pressure monitoring methods and layout.The hydraulic support pressure near the retained entry is selected to analyze the strata behaviors, as shown in Figure19. The mining distance 450–550 m belongs to the gob-side entry retained by RCPR, and 550–650 m applied to part of the gob-side entry retained by the GERF, as noted by the curves. The support pressure peak at the gob-side entry retained by RCPR is 32.2 MPa with an average of 28.8 MPa. The support pressure peak at the gob-side entry retained by the GERF is 38.7 MPa with an average of 33.6 MPa. The support pressure peak is decreased by 6.5 MPa, which is reduced by approximately 16.8%. The average resistance is decreased by 4.8 MPa, which is reduced by approximately 14.3%. The periodic weighting length of the gob-side entry retained by RCPR and GERF is 21 m and 25 m, respectively, and the periodic weighting length increased by approximately 19%. The monitoring data indicate that roof cutting decreased the weighting intensity and weakened the support pressure to some extent due to the gob-side entry retaining by RCPR.Figure 19
Hydraulic support pressure near the retained entry.The hydraulic support pressure in the middle of the working face is shown in Figure20. The mining distance from 450 to 550 m belongs to the gob-side entry retained by RCPR, and the mining distance from 550 to 650 m was part of the gob-side entry retained by GERF, as noted by the curves. The support pressure peak at the gob-side entry retained by RCPR is 45.3 MPa with an average of 34.4 MPa. The support pressure peak at the gob-side entry retained by GERF is 44.8 MPa with an average of 33.5 MPa. The support pressure peak is the same. The periodic weighting length of the gob-side entry retained by RCPR and GERF is 17 m and 19 m, respectively. The monitoring data indicate that roof cutting caused a decrease in the weighting intensity and weakened the support pressure only within a certain range, beyond which the pressure-relief effect is not distinct.Figure 20
Hydraulic support pressure in the middle of working face.


## 5.3. Stress Field around the Entry

Excavation is performed by steps in the simulation. When the face advance is 300 m, the stress nephogram near the gob-side entry and working face can be obtained by the vertical stress data on the interface between the coal seam and the roof, as shown in Figure21.Figure 21
Vertical stress nephogram of two gob-side entry retaining methods: (a) GERF; (b) RCPR.
(a)
(b)The upper roof strata are fractured into rocks after mining, causing the stress on the coal seam near gob-side entry to be redistributed. The surrounding rock stress tends to be stable when the roof contacts with gangues. With regards to the filling gob-side entry retaining, the gob cannot be completely filled with gangues. Therefore, the roof has a large subsidence space, which leads to obvious stress concentration in front of the mining face and in the coal side of gob-side entry. In particular, the “sharp corner of stress” will appear when the advanced stress and the concentrated stress caused by entry excavation are superimposed, as shown in Figure21(a).Compared with the filling gob-side entry retaining, RCPR gob-side entry retaining first conducts directional roof cutting on the gob side of entry, and the roof mass near the cutting line collapses rapidly and completely fills the gob after mining, which can cause the key block to rapidly make contact with the gangues to restrain the rotating subsidence intensity. In these conditions, the scope and intensity of the concentrated stress in front of the working face and on the coal side of the gob-side entry are distinctly decreased, as shown in Figure21(b). Therefore, RCPR can optimize the stress environment of the gob-side entry surrounding rock, which is more beneficial for controlling the surrounding rock deformation and improving the stability of the gob-side entry.To further analyze the stress distribution in the front and lateral sides of the working face, the stress distribution curves of two entry retaining methods were obtained based on the vertical stress at measuring linesa and b, as shown in Figure 21. Measuring line a is located in front of and perpendicular to the working face. The line is 5 m from the gob-side entry. Conversely, measuring line b is located at the back of and parallel to the working face. The line is 10 m behind the working face.The stress distribution curves clearly demonstrate that the vertical stress distribution with respect to the two gob-side entry retaining methods was consistent. As the distance from the working face increases, a trend of increasing and then decreasing was observed. The maximum value is demonstrated to be approximately 5 m in advance of the working face. The stress peak of the gob-side entry retaining by filling is 22.86 MPa, whereas that of the entry retaining by RCPR is 17.80 MPa. This value is decreased by 22.1% compared with the former value, as presented in Figure22(a). Regarding the lateral aspect of the working face, the stress peak of gob-side entry retaining by filling is noted at approximately 5 m inside the coal with a maximum value of 25.16 MPa. Conversely, entry retaining by RCPR has a smooth stress distribution. The maximum stress value of 12.72 MPa is noted approximately 6–8 m inside the coal. This value is decreased by 49.4% compared with filling gob-side entry retaining, as presented in Figure 22(b).Figure 22
Vertical stress distribution curve of two gob-side entry retaining methods.
(a)
(b)The analysis indicates that the rotating subsidence of the upper roof can effectively be controlled by RCPR, which changed the collapse height and the broken expanded state. Thus, the stress of the surrounding rock near the entry was reduced, which was more beneficial to ensuring the stability of the entry.


## 6. Conclusions

Nonpillar mining has an important role in the sustainable exploitation of coal resources. Currently, the gob-side entry retaining is the main method for achieving nonpillar mining. After several years of exploration by scholars, two mature methods of gob-side entry retaining exist: RCPR and GERF. The two methods are based on different surrounding rock control concepts of retaining entry. Thus, the effect of retained entry and the deformation law of surrounding rock differ. In this paper, the engineering parameters for two different gob-side entry retaining methods were designed and implemented for the same geological condition, and the effect of retained entry is comprehensively evaluated. The following major conclusions were obtained:(1)
The gob-side entry retained by two methods can satisfy the requirement of the next panel, and the design concept differs. Gob-side entry retaining by RCPR is an active pressure-relieving method. In this method, the surrounding rock structure and stress environment of a gob-side entry changes. Gob-side entry retaining by GERF is a passive pressure-resisting method of retaining entry by laying a filling body to support and resist the entry roof. The RCPR method divides the entry retaining step into two stages: premining and postmining. The labor intensive degree of an entry retaining project is dispersed. The main working procedure of the GERF is performed during the face mining. The difference between the total labor intensity is small, and the parallel working procedure of RCPR with mining work is small.(2)
The surrounding rock deformation of gob-side entry retaining by RCPR reveals three characteristic areas that can be divided into three stages. In the first stage (stage I: 0∼75 m), the deformation of the entry presented an increasing tendency and rapidly increased with the advance of the working face. In the second stage (stage II: 75∼200 m), the deformation of the entry continued to increased, and the velocity of deformation was distinctly reduced. In the third stage (stage III: 200∼300 m), the deformation tended to be stable. The final deformation values of the roof subsidence (E − E0), roof subsidence (P − P0), floor heave, and entry side displacement were 263 mm, 164 mm, 88 mm, and 126 mm, respectively. Compared with stage I of the gob-side entry retained by RCPR, the deformation distance and the maximum deformation rate of gob-side entry retaining by GERF were increased. However, the surrounding rock deformation rules of gob-side entry retaining by different methods were the same and nonharmonious, and the roof subsidence (E − E0) > (P − P0).(3)
The support pressure peak near the gob-side entry retained by RCPR is 32.2 MPa with an average peak of 28.8 MPa. The support pressure peak near the gob-side entry retained by GERF is 38.7 MPa with an average peak of 33.6 MPa. The support pressure peak is decreased by 6.5 MPa, which is reduced by approximately 16.8%. The average resistance is decreased by 4.8 MPa, which is reduced by approximately 14.3%. The monitoring data indicate that roof cutting caused a decrease in the weighting intensity and weakened the support pressure to some extent within a certain range due to gob-side entry retaining by RCPR. The experimental results show that the methods for gob-side entry retaining has a certain influence on the effect of retained entry. When conducting retaining entry, an appropriate method of entry retaining should be selected based on the geology and the requirements of the retaining roadway.



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*Source: 5267240-2019-07-01.xml*