# Study on Stability Control of Retained Gob-Side Entry by Blasting Fracturing Roof Technology in Thick Immediate Roof

Authors: Jingang Guo; Yaohui Li; Fulian He; GuangSheng Fu; Sheng Gao
Journal: Shock and Vibration
 (2021)

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## Abstract

A retained gob-side entry technique is popular in longwall mining coal mines, because the excavation of an entry is reduced for the next panel. However, it is influenced by multiple excavations and mining, so the stability control of the surrounding rock becomes a problem. In view of the above problems, a typical retained gob-side entry with thick immediate roof was carried out, and a blasting fracturing roof technology was used in it to improve the stress environment, reduce the deformation and damage, and ensure stability and safety. To study the fracturing roof parameters, a global model with thick immediate roof considering strain-soft and double-yield constitution was built. It found that the stress, damage range, and deformation of surrounding rock were closely related to the height and angle of fracturing roof, and an optimal case was given out. The simulation result was applied to the field practice, and a good application effect was achieved. The above technique and research method can be used as a reference for the coal mine with similar conditions.


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## Body

## 1. Introduction

More than 90% of underground mines use longwall mining methods in China [1]. The longwall working panel is composed of a mining face and two entries for ventilation, transportation, and walking. A coal pillar was usually set between two panels to space the gob (Figure 1(a)), but it causes huge waste of coal resources [2, 3]. The strike length of large longwall mining panel is usually several kilometers, and the entry excavation needs a lot of manpower, resources, and time, which may lead to the tension between mining and excavation. Meanwhile, the ventilation of this mining scheme is “U” type, which is not conducive to the safe production of high-gas coal mines [4, 5]. To avoid the above problems, many coal mines use retained gob-side entry with artificial supports (Figure 1(b)) to control the stability of surrounding rocks, reduce coal waste and excavation quantities, and improve the ventilation type [6]. However, this mining scheme could not efficiently improve stress of surrounding rock, and the construction of artificial support is also time-consuming and laborious. In recent years, a blasting fracturing roof technology (BFRT) is widely used in China to retain gob-side entry (Figure 1(c)). This technology can change the stress environment of retained gob-side entry through adjusting roof occurrence state. The stability of gob-side entry could be ensured without coal pillar and artificial support, which greatly reduces the construction cost and time [7, 8].Figure 1
Typical longwall mining scheme. (a) Coal pillar. (b) Artificial support. (c) Nonpillar.
(a)(b)(c)Scholars and engineers had made a lot of researches on BFRT, which focused on the influences of the fracturing methods and parameters and the overburden roof structures before and after BFRT above retained gob-side entry. At present, the main fracturing roof methods are blasting, hydrofracturing, and electric saw. Zhang et al. [9] studied the parameters of blasting fracturing roof through LS-DYNA3D simulation software, the effective stress in the roof during blasting was presented, and spacings of boreholes were optimized and good results had been achieved in the field practice. Huang et al. [10] applied the hydrofracturing method to cut the roof of retained gob-side entry, an analytical model of directional hydraulic for hanging hard roof in gob-side entry was built to obtain the stress distribution with different the breaking location of roof, and then the influence factors of breaking location were explored to calculate the optimal hydrofracturing position and parameters. Tai et al. [11] introduced an innovative BFRT with a chainsaw arm and equipment, the vertical stress around retained gob-side entry was studied by simulation analysis, and they pointed out that the stress decreased by 25% after using this method.In BFRT parameter researches, Ma et al. [12] studied the fracturing angle by theoretical analysis and mechanical tests and concluded that the fracturing angle had a great influence on stress around surrounding rocks; and a rational fracturing angle was given out in a certain geology condition. Hou et al. [13] analyzed the fracturing height through discrete element numerical software UDEC in Nanyang coal mine; they presented that BFRT could efficiently eliminate the crushing damage of the roof, and the deformation decreased with the fracturing height increase. Finally, a rational fracturing height of 18 m was obtained. He et al. [14] presented a directional fracturing roof technique applied in thick coal seams and a constant resistance and large deformation anchor cable support method, and the rational fracturing height and angle were explored by numerical simulation. This technique was applied to retained gob-side entry, and the deformation of the entry satisfied the mining requirements.The BFRT can improve the stress environment of surrounding rock through changing occurrence state of roof above retained gob-side entry to reduce the entry deformation and damage. About studies of the surrounding rock deformation mechanism affected by roof structures, Bai et al. [15] found that the hard cantilever beam above the gob-side entry greatly compressed the underlying coal seams through field investigation and numerical simulation, which makes surrounding rock unstable, and pointed out that the great horizontal and vertical stress and elastic energy were the main reasons for the damage of the surrounding rocks. About roof structure after BFRT, Wang et al. [16] built a short cantilever beam mechanical model to study the roof deformation principle and the key effect factors and demonstrated that the roof rotation angle after BFRT and entry width had great effect on roof deformation. Yang et al. [17] found that fracturing roof could form a stable structure when the fracturing angle was not zero and the height was higher than mining thick through equivalent material simulation experiment. To control the stability of the gob-side entry, they suggested paying attention to not only the supports of the coal body and roof stable structure but also the damage of them. Yang et al. [18] explored the roof movement characteristics under different roof fracturing position through theoretical and numerical model and presented that the rational fracturing roof location could made the roof breaking body form a stable caved structure. Zhang et al. [19] compared the hard main roof structure using BFRT above retained gob-side entry with that using traditional artificial support in steeply pitch seams and presented that the caved structure after fracturing roof can avoid the gangue influence and form roadside support to reduce the deformation of retained gob-side entry.Based on the above researches, this study combined the engineering and geological conditions of thick immediate roof in DDG coal mines, and the surrounding rock stabilities principle of retained gob-side entry by BFRT was set out. A BFRT simulation model with thick immediate roof considering strain-softening and double-yield constitution was built to study the plastic ranges, abutment stress, and deformation of surrounding rock. Then, an optimal fracturing roof case was obtained. Finally, a field test was carried out in retained gob-side entry 5201, and a good application effect was obtained through monitoring the deformations of the surrounding rock around the retained gob-side entry.


## 2. Engineering and Geological Conditions and Laboratory Mechanical Tests

### 2.1. Engineering and Geological Conditions

The coal seam of test site is nearly horizontal, and the average thickness and the buried depth are 3.6 m and 450 m, respectively. For the retained gob-side entry 5201 located between panel 8206 and panel 8201 (Figure2), panel 8201 is mined first, and then panel 8206 is retreated, and the gob-side entry 5201 serves two panels (panel 8206 and panel 8201). The BFRT is applied in retained gob-side entry 5201 to guarantee the stability of surrounding rocks. The panel mines with comprehensive mechanized equipment. The strata above panel are pelitic siltstone (8 m), fine sandstone (5 m), and silty mudstone (6 m), while the rock strata below the coal seam are mudstone (1 m) and medium fine sandstone (10 m). Figure 3 shows the generalized stratigraphy column of the test site. The height and the caved angle of caved zone are 13.3 m and 45°, respectively.Figure 2
Location of 5201 retained gob-side entry.Figure 3
Generalized stratigraphy column of the test site.The width and height of the retained gob-side entry 5201 are 5.2 m and 3.6 m, respectively. The lengths and diameters of the bolts used in roof are 2500 mm and 22 mm, respectively. They are setting with the spacing of 1000 × 1100 mm. The lengths and diameters of the anchors in roof are 8300 mm and 17.8 mm, their spacings are 2000 × 1300 mm, and they are all connected with “W” steel belts. The support structures of two coal ribs are symmetrical, and the lengths, diameters, and spacings of the bolts in ribs are 2000 mm, 22 mm, and 1000 × 1000 mm. Metal meshes are laid on the roof and two ribs. After panel 8201 retreats, an anchor and a hydraulic prop are added in every row to support the roof, and two gangue baffles are applied to blocking gangues in each row, the height and thickness of the gangue baffle are 124 mm and 16 mm, respectively, and two gangue baffles are arranged for each row. The length and diameter of the anchor added in the edge of the roof are 10300 mm and 17.8 mm, respectively, and the load of hydraulic props is 100 kN. The specific support parameters are shown in Table1 and Figure 4.Table 1
Mechanical parameters of supports.
TypeL (mm)Lr (mm)D (mm)Ft (mm)Bolts in roof25001200222e5Bolts in rib20001200222e5Anchor cable8300240017.82.5e5L is the length of the bolt or anchor; Lr is the grout length; D represents the diameters; Ft is tensile strength.Figure 4
Supports of gob-side entry 5201. (a) Before panel 8201 retreats. (b) After panel 8201 retreats.
(a)(b)


### 2.2. Laboratory Mechanical Tests

The rock and coal samples were drilled from panel 8201 and made in the laboratory, and they are shown in Figure5. The mechanical tests were manipulated on a triaxial testing machine (TAW-1000 kN). The elastic modulus E, the uniaxial compression strength σc, the uniaxial tensile strength σt, Poisson’s ratio v, the cohesion c, and the friction angle Ф are tested. The mechanical parameters of coal and rock are listed in Table 2.Figure 5
Rock and coal samples.Table 2
Mechanical parameters of coal and rock.
LithologyE (GPa)σc (MPa)σt (MPa)vc (MPa)Ф (deg.)Silty mudstone11.3291.80.296.835Fine sandstone50.986.72.80.2413.249Pelitic siltstone30.450.42.20.2811.136Coal5.89.11.40.323.429Mudstone9.721.11.590.35.332Medium fine sandstone46.439.52.70.2611.740


## 2.1. Engineering and Geological Conditions

The coal seam of test site is nearly horizontal, and the average thickness and the buried depth are 3.6 m and 450 m, respectively. For the retained gob-side entry 5201 located between panel 8206 and panel 8201 (Figure2), panel 8201 is mined first, and then panel 8206 is retreated, and the gob-side entry 5201 serves two panels (panel 8206 and panel 8201). The BFRT is applied in retained gob-side entry 5201 to guarantee the stability of surrounding rocks. The panel mines with comprehensive mechanized equipment. The strata above panel are pelitic siltstone (8 m), fine sandstone (5 m), and silty mudstone (6 m), while the rock strata below the coal seam are mudstone (1 m) and medium fine sandstone (10 m). Figure 3 shows the generalized stratigraphy column of the test site. The height and the caved angle of caved zone are 13.3 m and 45°, respectively.Figure 2
Location of 5201 retained gob-side entry.Figure 3
Generalized stratigraphy column of the test site.The width and height of the retained gob-side entry 5201 are 5.2 m and 3.6 m, respectively. The lengths and diameters of the bolts used in roof are 2500 mm and 22 mm, respectively. They are setting with the spacing of 1000 × 1100 mm. The lengths and diameters of the anchors in roof are 8300 mm and 17.8 mm, their spacings are 2000 × 1300 mm, and they are all connected with “W” steel belts. The support structures of two coal ribs are symmetrical, and the lengths, diameters, and spacings of the bolts in ribs are 2000 mm, 22 mm, and 1000 × 1000 mm. Metal meshes are laid on the roof and two ribs. After panel 8201 retreats, an anchor and a hydraulic prop are added in every row to support the roof, and two gangue baffles are applied to blocking gangues in each row, the height and thickness of the gangue baffle are 124 mm and 16 mm, respectively, and two gangue baffles are arranged for each row. The length and diameter of the anchor added in the edge of the roof are 10300 mm and 17.8 mm, respectively, and the load of hydraulic props is 100 kN. The specific support parameters are shown in Table1 and Figure 4.Table 1
Mechanical parameters of supports.
TypeL (mm)Lr (mm)D (mm)Ft (mm)Bolts in roof25001200222e5Bolts in rib20001200222e5Anchor cable8300240017.82.5e5L is the length of the bolt or anchor; Lr is the grout length; D represents the diameters; Ft is tensile strength.Figure 4
Supports of gob-side entry 5201. (a) Before panel 8201 retreats. (b) After panel 8201 retreats.
(a)(b)


## 2.2. Laboratory Mechanical Tests

The rock and coal samples were drilled from panel 8201 and made in the laboratory, and they are shown in Figure5. The mechanical tests were manipulated on a triaxial testing machine (TAW-1000 kN). The elastic modulus E, the uniaxial compression strength σc, the uniaxial tensile strength σt, Poisson’s ratio v, the cohesion c, and the friction angle Ф are tested. The mechanical parameters of coal and rock are listed in Table 2.Figure 5
Rock and coal samples.Table 2
Mechanical parameters of coal and rock.
LithologyE (GPa)σc (MPa)σt (MPa)vc (MPa)Ф (deg.)Silty mudstone11.3291.80.296.835Fine sandstone50.986.72.80.2413.249Pelitic siltstone30.450.42.20.2811.136Coal5.89.11.40.323.429Mudstone9.721.11.590.35.332Medium fine sandstone46.439.52.70.2611.740


## 3. Surrounding Rock Control Mechanism Using BFRT

After the panel retreats, the caved zone and fracture zone are formed above gob during overlying strata breaking and caving, and there will be a cantilever beam above the retained gob-side entry (Figure6(a)). Because there is no support below the cantilever beam, the own weight and overburden loads of overhang zone make it bend, and the loads transform to the gob gangue and virgin coal rib. Due to the weak bearing capacity of the gob gangue, the virgin coal rib will bear most of the loads. Meanwhile, the own weight and overburden loading can form a great bending movement forcing, which compress the surrounding rock around retained gob-side entry. Therefore, the existence of overhang zone makes it difficult to maintain the stability of the surrounding rock, which has a huge impact on safety and production.Figure 6
Surrounding rock control mechanism using BFRT. (a) Before BFRT. (b) After BFRT.
(a)(b)The BFRT forms a fracturing line above the retained gob-side entry through deep hole blasting in this study (Figure6(b)), and then the cantilever beam weight and overburden loading make it breaking along the fracturing line to reduce the overhang length, which can decrease the influence of own weight and overburden loads on the surrounding rocks, improve the stress environment, and guarantee the stability of the retained gob-side entry.


## 4. Numerical Simulation Study of BFRT

### 4.1. Study Model and Scheme

#### 4.1.1. Global Model

According to surrounding rock control mechanism using BFRT, the fracturing height and angle are key parameters in BFRT. A numerical simulation was built to obtain the rational fracturing height and angle (Figure7), and its size is 380 m × 53 m × 10 m. The vertical stress of 10.2 MPa was applied to the top of the model to simulate the overburden stratum loads and the gravity is considered. The horizontal stresses of 1.2 times the vertical stress were applied to the model in the horizontal direction. The bottom and four sides were constrained. The soft-strain and double-yield constitutions are applied to coal seam and gob, respectively. The other strata used Mohr-Coulomb constitution.Figure 7
Simulation model.


#### 4.1.2. Study Cases

Numerical simulation sets up seven groups of cases. The BFRT is not applied in Case 7, the roof above the retained gob-side entry is naturally caving, and the caved heightH and angle α of the caved zone are presented in Section 2.1. The fracturing heights of cases 1, 2, and 3 are 13 m, the fracturing roofs are immediate and main roofs, and the fracturing angles β of these cases are 60°, 75°, and 90°(Figure 8(a)). The fracturing height of cases 4, 5, and 6 is 8 m (Figure 8(b)), the fracturing roof is immediate roof, and the fracturing angles β of these cases are 60°, 75°, and 90°. The parameters of cases are listed in Table 3.Figure 8
Simulation schemes. (a) Fracturing immediate and main roof. (b) Fracturing immediate roof.
(a)(b)Table 3
Simulation schemes parameters.
Simulation schemesCase 1Case 2Case 3Case 4Case 5Case 6Case 7 (nonfracturing)Angle of fracture line (deg.)60759060759045° (caved angle)Height of fracturingH (m)13131388813 (caved height)


### 4.2. Simulation Parameters Determination

Rock mechanical parameters play an important role for numerical simulation results. The mechanical properties of rock and coal samples obtained in laboratory do not consider fractures and joints in the rock and coal masses, which could not truly reflect the mechanical properties of rock and coal masses. The mechanical properties of coal and rock masses can be achieved by revising strength of intact rocks. Therefore, the mechanical parameters of rock and coal samples are revised to apply to numerical simulation through RocLab software, and they are shown in Table4.(1)σ1=σ3+σcimbσ3σci+sa,where σci is the uniaxial compressive strength and σ1 and σ3 are the maximum and minimum principle stresses, respectively. mb, s, and a are the constants, and they can be obtained from the following equations:(2)mb=mciexpGSI−10028−14D,s=expGSI−1009−3D,a=0.5+16e−GSI/15−e−20/3,where mci is a constant of the intact rock, D is the disturbance coefficient, and GSI represents the evaluation parameters of the fracture rock.Table 4
Rock mass mechanical properties used in numerical simulation.
LithologyGSImDE (GPa)K (GPa)G (GPa)Ф (deg.)C (MPa)vSilty mudstone60150.76.224.942.41341.10.29Fine sandstone70170.719.112.27.70472.40.24Pelitic siltstone60100.78.216.223.21351.230.28Coal4080.71.11.020.42140.330.32Mudstone45100.72.241.870.8622.10.5890.3Medium fine sandstone56150.75.774.012.2934.61.310.26The failure process of coal includes elastic stage, plastic stage, and residual stage. Zhang et al. [20] presented that a strain-soft constitution can more truly simulate the above stages. Therefore, the strain-soft constitution is applied to the coal seams in this study, and the mechanical properties of coal after failure are achieved by changing cohesion and friction; they are obtained by laboratory tests, as shown in Table 5.Table 5
Strain-softening parameters of coal.
Strain01e-45e-32e-3Cohesion (MPa)2e621.61Friction angle (°)26242322


### 4.3. Application of the Double-Yield Constitution in Gob

#### 4.3.1. The Parameter Determination of Gangue in Gob

The properties of caved gangue in the gob are crucial for the accuracy of the simulation by Jiang et al. [21]. The double-yield constitution can achieve the stress changes with the material deformation, which could truly simulate the caved gangue mechanical properties. Therefore, the double-yield constitution is applied in the gangue of gob. The cap pressure is one of the important parameters in the double-yield model. According to studies of Salamon [22], Yavuz [23], and Jiang et al. [24], the cap pressure can be given out by the equations:(3)σ=10.39σc1.042/b7.7ε1−εb/b−1=10.39εσc1.042b7.71−εb/b−1,b=hc+hcrhcr,where σc is the uniaxial compressive strength of gangue, ԑ is the strain of gangue, b is the bulk factor, and hcr is the height of the caved zone. The mining height of panel 8201 is 3 m, and caved height is 13.3 m, which is presented in Section 2.1.The other parameters of gob gangue can be determined by back analysis method. The specific method is to build a cube, apply a fixed velocity on the top of the model, and fix other boundaries. Then the parameters are adjusted to be close to the Salamon analytical results. In this study, the properties of gob gangue are in good agreement with those calculated by Salamon through back analysis method (Figure9), and the gob gangue properties are listed in Table 6.Figure 9
Comparison of simulation and analytical results.Table 6
Material parameters of gangue in gob.
ParametersDensity (kg/m3)Bulk modulus (GPa)Shear modulus (GPa)Friction (°)Dilation (°)Tensile (GPa)Value10008.15.972060


#### 4.3.2. Verification of Gob Simulation

To verify the reliability and accuracy of the double-yield model and the parameter choices, the vertical stress in the gob is studied. Figures10(a) and 1010(b) show vertical stress nephogram and curve, respectively. It can be seen from Figure 10 that the vertical stress gradually increases from 2 MPa to 10.9 MPa from the edge of gob to 60 m from the edge of gob, and the vertical stress in the middle of the gob (10.9 MPa) is 96.8% of the original stress (11.25 MPa). Smart and Haley [25] pointed out that the distance from zero to original vertical stress is about 0.12 times of the overburden thickness. In this study, the distance recovered to the original stress is 0.13 m times the thickness of the overburden (60 m/450 m). The above data illustrate that the double-yield model and parameters used in the gob are accurate.Figure 10
Vertical stress distribution of gob. (a) Vertical stress nephogram of gob. (b) Vertical stress curve.
(a)(b)


### 4.4. Simulation Results

#### 4.4.1. Plastic Zone Distribution

The plastic zone distributions of surrounding rocks under different BFRT are shown in Figure11. The plastic zone depths of coal rib in cases 1–7 are 6.6 m, 6.4 m, 5.2 m, 7.0 m, 6.8 m, 6.8 m, and 7.2 m, while these in floors are 2.4 m. The above data show that the plastic zone depth of coal rib is the greatest when the BFRT is not applied (case 7); it is greatly reduced when the main and immediate roof are fractured (case 1, case 2, and case 3), and the maximum reduction of plastic depth is about 2 m compared with that without BFRT (case 7). However, the maximum reduction of plastic depth is only 0.4 m when immediate roof is fractured (case 4, case 5, and case 6) compared with that without BFRT (case 7). Besides, when the fracturing angles are the same, the plastic zone depths of the coal rib under the fracturing main and immediate roof are smaller than those under the fracturing immediate roof; when the fracturing heights are the same, the plastic zone depths decrease with the fracturing angle increasing under fracturing immediate and main roof, while these do not change significantly with the fracturing angle under fracturing main roof.Figure 11
The plastic zone distribution under different fracturing heights and angles. (a) Case 1 (fracturing main roof with 60°). (b) Case 2 (fracturing main roof with 75°). (c) Case 3 (fracturing main roof with 90°). (d) Case 4 (fracturing immediate roof with 90°). (e) Case 5 (fracturing immediate roof with 75°). (f) Case 6 (fracturing immediate roof with 90°). (g) Case 7 (nonfracturing roof).
(a)(b)(c)(d)(e)(f)(g)Meanwhile, the elastic zone location in the roof above retained gob-side entry changes under different cases (Figures11 and 12). The elastic undamaged zone gradually moves to the top of the retained gob-side entry with fracturing angle decrease. When the fracturing angles are the same, the elastic zone area of fracturing immediate roof is larger than that of fracturing main roof. The elastic zone area is maximum (13.64 m2) under the fracturing immediate and main roof with 90° (case 3), while that is minimum (9.76 m2) under the nonfracturing roof (case 7). The area of elastic zone presents the undamaged area of surrounding rock, and the larger the elastic area is, the smaller the damage of surrounding rock is and the better the stability of surrounding rock is. According to the above analysis, fracturing the immediate and main roof and increasing the fracturing are beneficial to reduce the plastic zone depth in coal rib, increase the elastic zone area, and let it locate on the top of the gob-side entry, which can greatly improve the stability of the surrounding rocks.Figure 12
Elastic zone area in the roof.


#### 4.4.2. Abutment Stress Study

The vertical stress distribution in the coal ribs of retained gob-side entry is shown in Figure13, and the peak values of seven cases are 41.9 MPa, 44.9 MPa, 39.8 MPa, 49.2 MPa, 46.5 MPa, 45.0 MPa, and 51.3 MPa, respectively. Based on the distribution principle of the vertical stress of seven cases, it can be obtained that the peak value is minimum (39.8 MPa) and its location is closest to the coal rib (5.3 m) under the fracturing immediate and main roof with 90°, and the influence range of the abutment stress is smallest. The peak value is maximum (51.3 MPa) and its location is farthest from the coal rib (7.3 m) under the nonfracturing roof, and the influence range of the abutment stress is largest. When the fracturing heights are the same, the peak value decreases with the fracturing angle increasing; when the fracturing angles are the same, the peak values of the fracturing immediate and main roof decrease compared with the fracturing immediate roof:(i)
Vertical stress in coal ribs under different fracturing heights and angles(ii)
The peak values and locations of the vertical stress in coal ribFigure 13
Vertical stress distribution in the coal ribs of retained gob-side entry. (a) Vertical stress in coal ribs under different fracturing heights and angles. (b) The peak values and locations of the vertical stress in coal rib.
(a)(b)


#### 4.4.3. Deformation of the Surrounding Rock

As shown in Figure14, the deformations of the roof and the coal rib have great differences under seven cases, while there is a little difference between the floors. The deformations of the roof and the coal rib under the cases of the fracturing immediate roof and main roof are significantly less than that under the case of the fracturing main roof. When the fracturing heights are the same, the larger the fracturing angle is, the smaller the deformations of the roof and the coal rib are. The deformations of the roof (27.8 mm) and the coal rib (35.4 mm) are minimum under the cases of fracturing immediate and main roof with 90°. According to the roof deformation shown in Figure 14(a), the maximum roof deformations in case 5 and case 6 are 40.5 mm and 43.7 mm, respectively, which are both greater than that in case 7 (40 mm). The reason for the above phenomenon is that the main roof still overhangs after only the immediate roof is fractured and it loses the support of the overhang immediate roof, which makes the own weight of the main roof and the overburden loading transfer to the surrounding rocks around the retained gob-side entry, so the great pressure and bending movement act on the roof. This is why the roof deformation after fracturing immediate roof is greater than that without fracturing roof.Figure 14
The deformation of the surrounding rocks under different fracturing cases. (a) Roof displacement. (b) Floor displacement. (c) Virgin coal rib convergence.
(a)(b)(c)Based on the above analysis, comparing the seven cases, it is found that case 3 (fracturing immediate and main roof with 90°) is optimal to control the stability of retained gob-side entry, which can improve the stress environment and decrease the ranges of plastic zone and deformations of the surrounding rock.


## 4.1. Study Model and Scheme

### 4.1.1. Global Model

According to surrounding rock control mechanism using BFRT, the fracturing height and angle are key parameters in BFRT. A numerical simulation was built to obtain the rational fracturing height and angle (Figure7), and its size is 380 m × 53 m × 10 m. The vertical stress of 10.2 MPa was applied to the top of the model to simulate the overburden stratum loads and the gravity is considered. The horizontal stresses of 1.2 times the vertical stress were applied to the model in the horizontal direction. The bottom and four sides were constrained. The soft-strain and double-yield constitutions are applied to coal seam and gob, respectively. The other strata used Mohr-Coulomb constitution.Figure 7
Simulation model.


### 4.1.2. Study Cases

Numerical simulation sets up seven groups of cases. The BFRT is not applied in Case 7, the roof above the retained gob-side entry is naturally caving, and the caved heightH and angle α of the caved zone are presented in Section 2.1. The fracturing heights of cases 1, 2, and 3 are 13 m, the fracturing roofs are immediate and main roofs, and the fracturing angles β of these cases are 60°, 75°, and 90°(Figure 8(a)). The fracturing height of cases 4, 5, and 6 is 8 m (Figure 8(b)), the fracturing roof is immediate roof, and the fracturing angles β of these cases are 60°, 75°, and 90°. The parameters of cases are listed in Table 3.Figure 8
Simulation schemes. (a) Fracturing immediate and main roof. (b) Fracturing immediate roof.
(a)(b)Table 3
Simulation schemes parameters.
Simulation schemesCase 1Case 2Case 3Case 4Case 5Case 6Case 7 (nonfracturing)Angle of fracture line (deg.)60759060759045° (caved angle)Height of fracturingH (m)13131388813 (caved height)


## 4.1.1. Global Model

According to surrounding rock control mechanism using BFRT, the fracturing height and angle are key parameters in BFRT. A numerical simulation was built to obtain the rational fracturing height and angle (Figure7), and its size is 380 m × 53 m × 10 m. The vertical stress of 10.2 MPa was applied to the top of the model to simulate the overburden stratum loads and the gravity is considered. The horizontal stresses of 1.2 times the vertical stress were applied to the model in the horizontal direction. The bottom and four sides were constrained. The soft-strain and double-yield constitutions are applied to coal seam and gob, respectively. The other strata used Mohr-Coulomb constitution.Figure 7
Simulation model.


## 4.1.2. Study Cases

Numerical simulation sets up seven groups of cases. The BFRT is not applied in Case 7, the roof above the retained gob-side entry is naturally caving, and the caved heightH and angle α of the caved zone are presented in Section 2.1. The fracturing heights of cases 1, 2, and 3 are 13 m, the fracturing roofs are immediate and main roofs, and the fracturing angles β of these cases are 60°, 75°, and 90°(Figure 8(a)). The fracturing height of cases 4, 5, and 6 is 8 m (Figure 8(b)), the fracturing roof is immediate roof, and the fracturing angles β of these cases are 60°, 75°, and 90°. The parameters of cases are listed in Table 3.Figure 8
Simulation schemes. (a) Fracturing immediate and main roof. (b) Fracturing immediate roof.
(a)(b)Table 3
Simulation schemes parameters.
Simulation schemesCase 1Case 2Case 3Case 4Case 5Case 6Case 7 (nonfracturing)Angle of fracture line (deg.)60759060759045° (caved angle)Height of fracturingH (m)13131388813 (caved height)


## 4.2. Simulation Parameters Determination

Rock mechanical parameters play an important role for numerical simulation results. The mechanical properties of rock and coal samples obtained in laboratory do not consider fractures and joints in the rock and coal masses, which could not truly reflect the mechanical properties of rock and coal masses. The mechanical properties of coal and rock masses can be achieved by revising strength of intact rocks. Therefore, the mechanical parameters of rock and coal samples are revised to apply to numerical simulation through RocLab software, and they are shown in Table4.(1)σ1=σ3+σcimbσ3σci+sa,where σci is the uniaxial compressive strength and σ1 and σ3 are the maximum and minimum principle stresses, respectively. mb, s, and a are the constants, and they can be obtained from the following equations:(2)mb=mciexpGSI−10028−14D,s=expGSI−1009−3D,a=0.5+16e−GSI/15−e−20/3,where mci is a constant of the intact rock, D is the disturbance coefficient, and GSI represents the evaluation parameters of the fracture rock.Table 4
Rock mass mechanical properties used in numerical simulation.
LithologyGSImDE (GPa)K (GPa)G (GPa)Ф (deg.)C (MPa)vSilty mudstone60150.76.224.942.41341.10.29Fine sandstone70170.719.112.27.70472.40.24Pelitic siltstone60100.78.216.223.21351.230.28Coal4080.71.11.020.42140.330.32Mudstone45100.72.241.870.8622.10.5890.3Medium fine sandstone56150.75.774.012.2934.61.310.26The failure process of coal includes elastic stage, plastic stage, and residual stage. Zhang et al. [20] presented that a strain-soft constitution can more truly simulate the above stages. Therefore, the strain-soft constitution is applied to the coal seams in this study, and the mechanical properties of coal after failure are achieved by changing cohesion and friction; they are obtained by laboratory tests, as shown in Table 5.Table 5
Strain-softening parameters of coal.
Strain01e-45e-32e-3Cohesion (MPa)2e621.61Friction angle (°)26242322


## 4.3. Application of the Double-Yield Constitution in Gob

### 4.3.1. The Parameter Determination of Gangue in Gob

The properties of caved gangue in the gob are crucial for the accuracy of the simulation by Jiang et al. [21]. The double-yield constitution can achieve the stress changes with the material deformation, which could truly simulate the caved gangue mechanical properties. Therefore, the double-yield constitution is applied in the gangue of gob. The cap pressure is one of the important parameters in the double-yield model. According to studies of Salamon [22], Yavuz [23], and Jiang et al. [24], the cap pressure can be given out by the equations:(3)σ=10.39σc1.042/b7.7ε1−εb/b−1=10.39εσc1.042b7.71−εb/b−1,b=hc+hcrhcr,where σc is the uniaxial compressive strength of gangue, ԑ is the strain of gangue, b is the bulk factor, and hcr is the height of the caved zone. The mining height of panel 8201 is 3 m, and caved height is 13.3 m, which is presented in Section 2.1.The other parameters of gob gangue can be determined by back analysis method. The specific method is to build a cube, apply a fixed velocity on the top of the model, and fix other boundaries. Then the parameters are adjusted to be close to the Salamon analytical results. In this study, the properties of gob gangue are in good agreement with those calculated by Salamon through back analysis method (Figure9), and the gob gangue properties are listed in Table 6.Figure 9
Comparison of simulation and analytical results.Table 6
Material parameters of gangue in gob.
ParametersDensity (kg/m3)Bulk modulus (GPa)Shear modulus (GPa)Friction (°)Dilation (°)Tensile (GPa)Value10008.15.972060


### 4.3.2. Verification of Gob Simulation

To verify the reliability and accuracy of the double-yield model and the parameter choices, the vertical stress in the gob is studied. Figures10(a) and 1010(b) show vertical stress nephogram and curve, respectively. It can be seen from Figure 10 that the vertical stress gradually increases from 2 MPa to 10.9 MPa from the edge of gob to 60 m from the edge of gob, and the vertical stress in the middle of the gob (10.9 MPa) is 96.8% of the original stress (11.25 MPa). Smart and Haley [25] pointed out that the distance from zero to original vertical stress is about 0.12 times of the overburden thickness. In this study, the distance recovered to the original stress is 0.13 m times the thickness of the overburden (60 m/450 m). The above data illustrate that the double-yield model and parameters used in the gob are accurate.Figure 10
Vertical stress distribution of gob. (a) Vertical stress nephogram of gob. (b) Vertical stress curve.
(a)(b)


## 4.3.1. The Parameter Determination of Gangue in Gob

The properties of caved gangue in the gob are crucial for the accuracy of the simulation by Jiang et al. [21]. The double-yield constitution can achieve the stress changes with the material deformation, which could truly simulate the caved gangue mechanical properties. Therefore, the double-yield constitution is applied in the gangue of gob. The cap pressure is one of the important parameters in the double-yield model. According to studies of Salamon [22], Yavuz [23], and Jiang et al. [24], the cap pressure can be given out by the equations:(3)σ=10.39σc1.042/b7.7ε1−εb/b−1=10.39εσc1.042b7.71−εb/b−1,b=hc+hcrhcr,where σc is the uniaxial compressive strength of gangue, ԑ is the strain of gangue, b is the bulk factor, and hcr is the height of the caved zone. The mining height of panel 8201 is 3 m, and caved height is 13.3 m, which is presented in Section 2.1.The other parameters of gob gangue can be determined by back analysis method. The specific method is to build a cube, apply a fixed velocity on the top of the model, and fix other boundaries. Then the parameters are adjusted to be close to the Salamon analytical results. In this study, the properties of gob gangue are in good agreement with those calculated by Salamon through back analysis method (Figure9), and the gob gangue properties are listed in Table 6.Figure 9
Comparison of simulation and analytical results.Table 6
Material parameters of gangue in gob.
ParametersDensity (kg/m3)Bulk modulus (GPa)Shear modulus (GPa)Friction (°)Dilation (°)Tensile (GPa)Value10008.15.972060


## 4.3.2. Verification of Gob Simulation

To verify the reliability and accuracy of the double-yield model and the parameter choices, the vertical stress in the gob is studied. Figures10(a) and 1010(b) show vertical stress nephogram and curve, respectively. It can be seen from Figure 10 that the vertical stress gradually increases from 2 MPa to 10.9 MPa from the edge of gob to 60 m from the edge of gob, and the vertical stress in the middle of the gob (10.9 MPa) is 96.8% of the original stress (11.25 MPa). Smart and Haley [25] pointed out that the distance from zero to original vertical stress is about 0.12 times of the overburden thickness. In this study, the distance recovered to the original stress is 0.13 m times the thickness of the overburden (60 m/450 m). The above data illustrate that the double-yield model and parameters used in the gob are accurate.Figure 10
Vertical stress distribution of gob. (a) Vertical stress nephogram of gob. (b) Vertical stress curve.
(a)(b)


## 4.4. Simulation Results

### 4.4.1. Plastic Zone Distribution

The plastic zone distributions of surrounding rocks under different BFRT are shown in Figure11. The plastic zone depths of coal rib in cases 1–7 are 6.6 m, 6.4 m, 5.2 m, 7.0 m, 6.8 m, 6.8 m, and 7.2 m, while these in floors are 2.4 m. The above data show that the plastic zone depth of coal rib is the greatest when the BFRT is not applied (case 7); it is greatly reduced when the main and immediate roof are fractured (case 1, case 2, and case 3), and the maximum reduction of plastic depth is about 2 m compared with that without BFRT (case 7). However, the maximum reduction of plastic depth is only 0.4 m when immediate roof is fractured (case 4, case 5, and case 6) compared with that without BFRT (case 7). Besides, when the fracturing angles are the same, the plastic zone depths of the coal rib under the fracturing main and immediate roof are smaller than those under the fracturing immediate roof; when the fracturing heights are the same, the plastic zone depths decrease with the fracturing angle increasing under fracturing immediate and main roof, while these do not change significantly with the fracturing angle under fracturing main roof.Figure 11
The plastic zone distribution under different fracturing heights and angles. (a) Case 1 (fracturing main roof with 60°). (b) Case 2 (fracturing main roof with 75°). (c) Case 3 (fracturing main roof with 90°). (d) Case 4 (fracturing immediate roof with 90°). (e) Case 5 (fracturing immediate roof with 75°). (f) Case 6 (fracturing immediate roof with 90°). (g) Case 7 (nonfracturing roof).
(a)(b)(c)(d)(e)(f)(g)Meanwhile, the elastic zone location in the roof above retained gob-side entry changes under different cases (Figures11 and 12). The elastic undamaged zone gradually moves to the top of the retained gob-side entry with fracturing angle decrease. When the fracturing angles are the same, the elastic zone area of fracturing immediate roof is larger than that of fracturing main roof. The elastic zone area is maximum (13.64 m2) under the fracturing immediate and main roof with 90° (case 3), while that is minimum (9.76 m2) under the nonfracturing roof (case 7). The area of elastic zone presents the undamaged area of surrounding rock, and the larger the elastic area is, the smaller the damage of surrounding rock is and the better the stability of surrounding rock is. According to the above analysis, fracturing the immediate and main roof and increasing the fracturing are beneficial to reduce the plastic zone depth in coal rib, increase the elastic zone area, and let it locate on the top of the gob-side entry, which can greatly improve the stability of the surrounding rocks.Figure 12
Elastic zone area in the roof.


### 4.4.2. Abutment Stress Study

The vertical stress distribution in the coal ribs of retained gob-side entry is shown in Figure13, and the peak values of seven cases are 41.9 MPa, 44.9 MPa, 39.8 MPa, 49.2 MPa, 46.5 MPa, 45.0 MPa, and 51.3 MPa, respectively. Based on the distribution principle of the vertical stress of seven cases, it can be obtained that the peak value is minimum (39.8 MPa) and its location is closest to the coal rib (5.3 m) under the fracturing immediate and main roof with 90°, and the influence range of the abutment stress is smallest. The peak value is maximum (51.3 MPa) and its location is farthest from the coal rib (7.3 m) under the nonfracturing roof, and the influence range of the abutment stress is largest. When the fracturing heights are the same, the peak value decreases with the fracturing angle increasing; when the fracturing angles are the same, the peak values of the fracturing immediate and main roof decrease compared with the fracturing immediate roof:(i)
Vertical stress in coal ribs under different fracturing heights and angles(ii)
The peak values and locations of the vertical stress in coal ribFigure 13
Vertical stress distribution in the coal ribs of retained gob-side entry. (a) Vertical stress in coal ribs under different fracturing heights and angles. (b) The peak values and locations of the vertical stress in coal rib.
(a)(b)


### 4.4.3. Deformation of the Surrounding Rock

As shown in Figure14, the deformations of the roof and the coal rib have great differences under seven cases, while there is a little difference between the floors. The deformations of the roof and the coal rib under the cases of the fracturing immediate roof and main roof are significantly less than that under the case of the fracturing main roof. When the fracturing heights are the same, the larger the fracturing angle is, the smaller the deformations of the roof and the coal rib are. The deformations of the roof (27.8 mm) and the coal rib (35.4 mm) are minimum under the cases of fracturing immediate and main roof with 90°. According to the roof deformation shown in Figure 14(a), the maximum roof deformations in case 5 and case 6 are 40.5 mm and 43.7 mm, respectively, which are both greater than that in case 7 (40 mm). The reason for the above phenomenon is that the main roof still overhangs after only the immediate roof is fractured and it loses the support of the overhang immediate roof, which makes the own weight of the main roof and the overburden loading transfer to the surrounding rocks around the retained gob-side entry, so the great pressure and bending movement act on the roof. This is why the roof deformation after fracturing immediate roof is greater than that without fracturing roof.Figure 14
The deformation of the surrounding rocks under different fracturing cases. (a) Roof displacement. (b) Floor displacement. (c) Virgin coal rib convergence.
(a)(b)(c)Based on the above analysis, comparing the seven cases, it is found that case 3 (fracturing immediate and main roof with 90°) is optimal to control the stability of retained gob-side entry, which can improve the stress environment and decrease the ranges of plastic zone and deformations of the surrounding rock.


## 4.4.1. Plastic Zone Distribution

The plastic zone distributions of surrounding rocks under different BFRT are shown in Figure11. The plastic zone depths of coal rib in cases 1–7 are 6.6 m, 6.4 m, 5.2 m, 7.0 m, 6.8 m, 6.8 m, and 7.2 m, while these in floors are 2.4 m. The above data show that the plastic zone depth of coal rib is the greatest when the BFRT is not applied (case 7); it is greatly reduced when the main and immediate roof are fractured (case 1, case 2, and case 3), and the maximum reduction of plastic depth is about 2 m compared with that without BFRT (case 7). However, the maximum reduction of plastic depth is only 0.4 m when immediate roof is fractured (case 4, case 5, and case 6) compared with that without BFRT (case 7). Besides, when the fracturing angles are the same, the plastic zone depths of the coal rib under the fracturing main and immediate roof are smaller than those under the fracturing immediate roof; when the fracturing heights are the same, the plastic zone depths decrease with the fracturing angle increasing under fracturing immediate and main roof, while these do not change significantly with the fracturing angle under fracturing main roof.Figure 11
The plastic zone distribution under different fracturing heights and angles. (a) Case 1 (fracturing main roof with 60°). (b) Case 2 (fracturing main roof with 75°). (c) Case 3 (fracturing main roof with 90°). (d) Case 4 (fracturing immediate roof with 90°). (e) Case 5 (fracturing immediate roof with 75°). (f) Case 6 (fracturing immediate roof with 90°). (g) Case 7 (nonfracturing roof).
(a)(b)(c)(d)(e)(f)(g)Meanwhile, the elastic zone location in the roof above retained gob-side entry changes under different cases (Figures11 and 12). The elastic undamaged zone gradually moves to the top of the retained gob-side entry with fracturing angle decrease. When the fracturing angles are the same, the elastic zone area of fracturing immediate roof is larger than that of fracturing main roof. The elastic zone area is maximum (13.64 m2) under the fracturing immediate and main roof with 90° (case 3), while that is minimum (9.76 m2) under the nonfracturing roof (case 7). The area of elastic zone presents the undamaged area of surrounding rock, and the larger the elastic area is, the smaller the damage of surrounding rock is and the better the stability of surrounding rock is. According to the above analysis, fracturing the immediate and main roof and increasing the fracturing are beneficial to reduce the plastic zone depth in coal rib, increase the elastic zone area, and let it locate on the top of the gob-side entry, which can greatly improve the stability of the surrounding rocks.Figure 12
Elastic zone area in the roof.


## 4.4.2. Abutment Stress Study

The vertical stress distribution in the coal ribs of retained gob-side entry is shown in Figure13, and the peak values of seven cases are 41.9 MPa, 44.9 MPa, 39.8 MPa, 49.2 MPa, 46.5 MPa, 45.0 MPa, and 51.3 MPa, respectively. Based on the distribution principle of the vertical stress of seven cases, it can be obtained that the peak value is minimum (39.8 MPa) and its location is closest to the coal rib (5.3 m) under the fracturing immediate and main roof with 90°, and the influence range of the abutment stress is smallest. The peak value is maximum (51.3 MPa) and its location is farthest from the coal rib (7.3 m) under the nonfracturing roof, and the influence range of the abutment stress is largest. When the fracturing heights are the same, the peak value decreases with the fracturing angle increasing; when the fracturing angles are the same, the peak values of the fracturing immediate and main roof decrease compared with the fracturing immediate roof:(i)
Vertical stress in coal ribs under different fracturing heights and angles(ii)
The peak values and locations of the vertical stress in coal ribFigure 13
Vertical stress distribution in the coal ribs of retained gob-side entry. (a) Vertical stress in coal ribs under different fracturing heights and angles. (b) The peak values and locations of the vertical stress in coal rib.
(a)(b)


## 4.4.3. Deformation of the Surrounding Rock

As shown in Figure14, the deformations of the roof and the coal rib have great differences under seven cases, while there is a little difference between the floors. The deformations of the roof and the coal rib under the cases of the fracturing immediate roof and main roof are significantly less than that under the case of the fracturing main roof. When the fracturing heights are the same, the larger the fracturing angle is, the smaller the deformations of the roof and the coal rib are. The deformations of the roof (27.8 mm) and the coal rib (35.4 mm) are minimum under the cases of fracturing immediate and main roof with 90°. According to the roof deformation shown in Figure 14(a), the maximum roof deformations in case 5 and case 6 are 40.5 mm and 43.7 mm, respectively, which are both greater than that in case 7 (40 mm). The reason for the above phenomenon is that the main roof still overhangs after only the immediate roof is fractured and it loses the support of the overhang immediate roof, which makes the own weight of the main roof and the overburden loading transfer to the surrounding rocks around the retained gob-side entry, so the great pressure and bending movement act on the roof. This is why the roof deformation after fracturing immediate roof is greater than that without fracturing roof.Figure 14
The deformation of the surrounding rocks under different fracturing cases. (a) Roof displacement. (b) Floor displacement. (c) Virgin coal rib convergence.
(a)(b)(c)Based on the above analysis, comparing the seven cases, it is found that case 3 (fracturing immediate and main roof with 90°) is optimal to control the stability of retained gob-side entry, which can improve the stress environment and decrease the ranges of plastic zone and deformations of the surrounding rock.


## 5. Field Tests

The BFRT is applied to the retained gob-side entry 5201 with thick immediate roof to study the application effect. Based on the simulation results and construction site technical problems, the diameter and the length of the blasting borehole applied in field tests are 48 mm and 12500 mm, respectively, the main and immediate roof are fractured, and the fracturing angle is set as 85°. The arrangement and detection pictures after blasting of the borehole are shown in Figure15.Figure 15
The arrangement and detection pictures of the borehole.The surrounding rock deformations of retained gob-side entry are monitored, and the results are in Figure16. The change of surrounding rock in the 0–50 m section of lagging work face is small, while that is great in the 50 m–140 m section. In the 140 m–200 m section, the change of surrounding rock deformation is smooth. It can be seen from Figure 16(a) that the maximum deformation changes of the roof, the coal rib, and floor are 128 mm, 78 mm, and 17 mm, respectively. The above-mentioned data show that the stability of the surrounding rock around retained gob-side entry is well controlled by BFRT, and the field support effect is shown in Figure 16(b).Figure 16
Surrounding rock control effect. (a) Changes of the surrounding rock. (b) Photo of retained gob-side entry.
(a)(b)


## 6. Conclusions

According to the geological condition of thick immediate roof above retained gob-side entry, the numerical simulations considering strain-softening and double-yield constitution are built. Seven cases are studied and compared, and an optimal BFRT case (fracturing immediate and main roof with 90°) is obtained, which can well control the stability of the retained gob-side entry.Based on numerical simulation, it is known that the BFRT can efficiently improve the stress environment and reduce the plastic zone ranges and deformation of the surrounding rock. When the fracturing angles are the same, the control effects of surrounding rock by fracturing immediate and main roof are better than that by fracturing immediate roof. When the fracturing heights are the same, the greater the fracturing angle, the better the stress relief.The pressure in surrounding rock around retained gob-side entry is relatively small after using BFRT through the field tests; and the maximum deformation changes of the roof, the coal rib, and the floor are 128 mm, 17 mm, and 78 mm; the control effect of the surrounding rock is good, which means that the BFRT used in retained gob-side entry is feasible and effective.



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*Source: 6613562-2021-04-20.xml*