# Research on Pressure Relief Hole Parameters Based on Abutment Pressure Distribution Pattern

Authors: Jian Hao; Hua Bian; Yongkui Shi; Anfa Chen; Jiankang Liu; Peizhe Zhang; Linjun Peng; Jianquan Tang
Journal: Shock and Vibration
 (2021)

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## Abstract

Borehole pressure relief technology is an effective way to reduce the elastic energy in the surrounding rock of deep roadways, thereby reducing the risk of regional rock bursts. To avoid large deformation of the roadway caused by pressure relief holes with large diameters and insufficient pressure relief with small pore diameters, this study proposes precise pressure relief holes with nonequal diameters in order to achieve strong pressure relief with minimal disturbance based on the abutment pressure distribution pattern. To verify the pressure relief effect of the nonequal diameter holes, numerical simulations were performed in FLAC3D. This study investigated stress field, deformation laws, and plastic failure zone of roadway surrounding rock with 100 mm pressure relief holes, nonequal diameter precision pressure relief hole (100 mm + 300 mm), and 300 mm pressure relief holes. The simulation results show that, as the diameter of the pressure relief hole increases, the coupling effect of evenly spaced adjacent pressure relief holes is strengthened, thus improving the pressure relief efficiency. When pressure relief holes of nonequal diameter are adopted, the stress environment of the surrounding rock is clearly improved compared to100 mm pressure relief holes, and the plastic failure range increased by 2-3 times. The roof-to-floor convergence with nonequal diameter is 30.8% that of 300 mm pressure relief holes and 41% that of 100 mm pressure relief holes. Furthermore, the rib displacement is 30.4% and 46.9% that of 300 mm and 100 mm pressure relief holes, respectively. Thus, precise pressure relief holes with nonequal diameter provide both strong pressure relief associated with large diameter holes and small disturbance of small diameter of small holes. This study provides a reference for precise pressure relief application with pressure relief holes.


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## Body

## 1. Introduction

Deep mining fundamentally changes the behavior and engineering responses of coal and rock masses due to the action of high ground stress, high ground temperature, high osmotic pressure, and strong time effect for a long time [1–3]. Nonlinear large deformation characteristics and poor support and maintenance effects are observed after roadway excavation. Often, repeated repairs cannot meet mine safety requirements, which seriously affect the efficiency and safety of deep coal [4–6].A large number of studies have been carried out to improve deep roadway stability, indicating that the surrounding rock stress, mechanical properties, and support strength are the main factors affecting roadway stability. However, it is difficult to control the large deformation of deep roadways by simply improving surrounding rock properties and support strength. Reducing stress in the surrounding rock is an effective way to maintain the stability of this kind of roadway and can be mainly divided into regional prevention or local relief [7–9]. Local relief measures include coal seam unloading blasting, borehole pressure relief, and roof breaking blasting [10–12]. Owing to the sample and convenient construction process and minimal engineering requirements, borehole pressure relief has been widely used to prevent rock burst.To date, several achievements have been made in drilling pressure relief for surrounding rock control. The former Soviet Union scholar Reyes et al. showed through experiments that when the hole diameter is 300 mm and the hole spacing is 1.5–2 m, a good pressure relief effect can be achieved. If the hole diameter is larger than 3 m, the pressure relief effect will be reduced, and a calculation formula for the radius of the fracture zone around a single borehole is proposed [13]. Long Misharov believes that the effect of coal pressure relief close to roadway excavation near roadway working face is the best. When the ratio of coal width to borehole diameter is 0.8–1.0, it can ensure that the bending strain of rock stratum occurs in the failure space, and the resistance of the coal body is constant. At this time, the best depth of drilling is 10 m [12]. Zhu et al. [14] proposed an energy dissipation theory and deduced a quantitative method for determining antiblowout drilling parameters based on an energy dissipation index. Jia et al. [15] experimentally studied the effect of various physical parameters, such as diameter, spacing, and depth, on strength and failure patterns of rock specimens in the laboratory. The experimental results were combined with numerical calculations and were used to investigate the number and propagation pattern of cracks in rock specimens under different parameters. Wang et al. [5] experimentally determined the strength parameters and strength attenuation laws of surrounding rock, then studied the effect of pressure relief drilling parameters on stress transfer, and proposed a method for determining the pressure relief drilling parameters. Liu et al. [16] used numerical simulations to analyze damage to the surrounding rock structure and high stress transfer caused by different arrangements of boreholes. Lan et al. [17] simulated and analyzed the effect of borehole diameter, borehole spacing, and coal stress on pressure relief [18]. Both Ma et al. [19] and Song et al. [20] studied the combined support mechanism of combined support of roadway pressure relief holes and bolts.To date, research on pressure relief holes in mining has mainly focused on the influence of different apertures and hole spacing of equal diameter pressure relief holes on pressure relief. However, if the borehole diameter is too small and the hole spacing is too large, the expected pressure relief effect is not achieved whereas if the aperture is too large and the spacing is too small, instability and failure of roadway surrounding rock will eventually occur. Therefore, this study proposes a precise pressure relief holes with nonequal diameters based on the distribution pattern of abutment pressure to achieve the desired effects of small disturbance and precise and strong pressure relief in surrounding rock of the roadway. The proposed pressure relief hole provides a reference for application of precise pressure relief with pressure relief hole.


## 2. Pressure Relief Mechanism of Borehole in High-Stress Roadway

High pressure in deep roadway surrounding rock is relieved by drilling holes, which releases energy and transfers the peak stress into deeper rock, thereby reducing the stress concentration degree in the coal seam and improving the stress environment of the deep roadway. In addition, drilling changes the physical and mechanical bearing characteristics of the coal seam and reduces both the brittleness and the ability of the coal seam to store elastic energy, thereby reducing the possibility of local stress concentrations in the roadway surrounding rock [16].Indexes to directly evaluate the pressure relief effect of pressure relief holes include roadway stress transfer effect and surrounding rock deformation control effect. Due to large differences in the stress increase caused by the roadway under different conditions and to simplify the analysis, stress peak in stress increase area, which is an important eigenvalue, is used to characterize high stress around the roadway. As shown in Figure1, the peak value of vertical stress σp and its position L(σ′p) in the surrounding rock of the roadway without boreholes are known for the test roadway. According to the variation of the stress peak σp generated in the roadway under different drilling parameters, at position L(σ′p), with original stress peak position L(σ′p), the stress transfer around the roadway was comprehensively evaluated [16].Figure 1
Mechanism of borehole destressing.A stress analysis of the coal unit near the borehole was carried out. Stress is continuous, i.e., the stress is equal, at the boundary of elasticity and plasticity. The stress distribution around a pressure relief hole and the radius of plastic zoneR can be calculated as follows [14, 16, 18]:(1)σr=q×1−r2d2,σθ=q×1+r2d2,τrθ=0,(2)R=r×q+c×cotφc×cotφ×1−sinφ1−sinφ/2sinφ,where σr is the radial stress, MPa, σθ is the tangential stress, MPa, τrθ is the shearing stress, MPa, q is the original rock with no borehole, MPa, r is the radius of pressure relief hole, m, d is the distance between the element and the center of the borehole, m, c is the cohesive force of coal, MPa, and φ is the internal friction angle of coal, °.According to equations (1) and (2), after the borehole is arranged in the coal wall, tangential stress around the borehole will generate a certain stress concentration with stress concentration coefficient in the range 2-3, and the radial stress around the borehole will be zero, i.e., the wall is in the unidirectional compression state. The radius of the relief zone of the relief hole is related to the vertical stress q of the coal mass, radius of the pressure relief hole r, cohesion force of coal c, and internal friction angle φ.When working conditions are known, the size of the relief area generated by the pressure relief hole will be proportional to the pore size of the pressure relief hole. Therefore, borehole diameter is one of the most important factors affecting the pressure relief effect of the borehole and is particularly important in reasonably selecting the borehole diameter. For traditional equal diameter pressure relief holes, if the diameter of the pressure relief hole is too small, the expected pressure relief effect cannot be achieved. If the aperture is too large, the stability of surrounding rock will be seriously affected [21].To address the shortcomings of traditional equal diameter pressure relief holes, in this study, a nonequal diameter precision pressure relief hole based on abutment pressure distribution characteristics is proposed. In the process of mining the working face, abutment pressure distributed on the surrounding coal wall can be divided into two areas, an external stress field under higher stress than the original rock and an internal stress field in a lower stress than the original rock [22].The distribution of the internal stress field can be calculated as(3)S0=LC0Sp∑1nmiL+C0kH,where S0 is the range of internal stress field, m, SP is the distance between the position of peak support pressure and the coal wall, m, mi is thickness of basic top rock beam, m, k is the stress concentration factor, H is the mining depth, m, and C0 is the basic top periodic weighting step, m.Based on the distribution pattern of abutment pressure, a nonequal diameter precise pressure relief hole structure is proposed, using small diameter pressure relief holes in the internal stress field and large diameter pressure relief holes in the external stress field. With continuous changes in abutment pressure, the distribution of large and small boreholes can be adjusted in real time to achieve effective and accurate pressure relief.


## 3. Numerical Simulation of Drilling Pressure Relief

### 3.1. Numerical Model

The geological conditions of Zaoquan Coal Mine were taken as an example and a numerical model was established in FLAC3D. The length, width, and height of the numerical model were 201, 64, and 36 m, respectively. The excavation roadway section length was 5 m and the height was 3.9 m. The calculation model is established by the hexahedral block grid (brick) and the cylindrical tunnel peripheral gradient radial grid (radcylinder), and the strain softening is selected for the constitutive relationship. To eliminate boundary effects, a protective coal pillar was set at a distance of 50 m from the working face to the model boundary. The model was divided into five layers, and the rock parameters of each coal layer are listed in Table1 [17, 19, 20].Table 1
Rock mechanical properties of each rock stratum.
Name of rock stratumStrata thickness (m)Bulk modulus (GPa)Shear modulus (GPa)Cohesion (MPa)Internal friction angle °)Density (kg·m−3)Basic roof1164.133.2362700Immediate roof7.53.772.482.3272400Coal seam331.891.4261700Immediate bottom3.54.883.362.1322000Basic bottom145.773.982.5352600A vertical constraint was adopted at the bottom of the model and a horizontal constraint at the side and no constraint on the top surface. The distance from the ground was about 667 m. Taking the bulk density of the overlying strata as 25 kN/m2, the stress of the overlying strata was set to 16.69 MPa and applied to the top of the model. The numerical calculation model is illustrated in Figure 2. The model comprised 889,856 units and 868,996 nodes.Figure 2
Numerical calculation model.


### 3.2. Numerical Simulation Scheme

After the initial model was established, boundary conditions were set and the upper load was applied. The first balancing calculation was performed and once equilibrium was reached; roadway excavation was simulated. At the end of the roadway excavation, a second balancing calculation was carried out and once equilibrium was reached again, a pressure relief hole was added [23–25]. The FLAC3D built-in FISH language was used for cyclic coal seam excavation of the mining face. Each excavation was 10 m and was performed after each balancing calculation. The layout of the pressure relief holes is shown in Figure 3. To study the pressure relief effect of nonequal diameter precise pressure relief holes, three simulation schemes were used in the numerical simulation: pressure relief holes with a diameter of (1) 100 mm, (2) 100 + 300 mm, and (3) 300 mm and a depth of 15 m. The row spacing between the relief holes is shown in Figure 4.Figure 3
Layout of pressure relief hole.Figure 4
Schematic diagram of pressure relief hole layout. (a) 100 mm pressure relief hole. (b) Nonequal diameter precision pressure relief hole. (c) 300 mm pressure relief hole.
(a)(b)(c)


## 3.1. Numerical Model

The geological conditions of Zaoquan Coal Mine were taken as an example and a numerical model was established in FLAC3D. The length, width, and height of the numerical model were 201, 64, and 36 m, respectively. The excavation roadway section length was 5 m and the height was 3.9 m. The calculation model is established by the hexahedral block grid (brick) and the cylindrical tunnel peripheral gradient radial grid (radcylinder), and the strain softening is selected for the constitutive relationship. To eliminate boundary effects, a protective coal pillar was set at a distance of 50 m from the working face to the model boundary. The model was divided into five layers, and the rock parameters of each coal layer are listed in Table1 [17, 19, 20].Table 1
Rock mechanical properties of each rock stratum.
Name of rock stratumStrata thickness (m)Bulk modulus (GPa)Shear modulus (GPa)Cohesion (MPa)Internal friction angle °)Density (kg·m−3)Basic roof1164.133.2362700Immediate roof7.53.772.482.3272400Coal seam331.891.4261700Immediate bottom3.54.883.362.1322000Basic bottom145.773.982.5352600A vertical constraint was adopted at the bottom of the model and a horizontal constraint at the side and no constraint on the top surface. The distance from the ground was about 667 m. Taking the bulk density of the overlying strata as 25 kN/m2, the stress of the overlying strata was set to 16.69 MPa and applied to the top of the model. The numerical calculation model is illustrated in Figure 2. The model comprised 889,856 units and 868,996 nodes.Figure 2
Numerical calculation model.


## 3.2. Numerical Simulation Scheme

After the initial model was established, boundary conditions were set and the upper load was applied. The first balancing calculation was performed and once equilibrium was reached; roadway excavation was simulated. At the end of the roadway excavation, a second balancing calculation was carried out and once equilibrium was reached again, a pressure relief hole was added [23–25]. The FLAC3D built-in FISH language was used for cyclic coal seam excavation of the mining face. Each excavation was 10 m and was performed after each balancing calculation. The layout of the pressure relief holes is shown in Figure 3. To study the pressure relief effect of nonequal diameter precise pressure relief holes, three simulation schemes were used in the numerical simulation: pressure relief holes with a diameter of (1) 100 mm, (2) 100 + 300 mm, and (3) 300 mm and a depth of 15 m. The row spacing between the relief holes is shown in Figure 4.Figure 3
Layout of pressure relief hole.Figure 4
Schematic diagram of pressure relief hole layout. (a) 100 mm pressure relief hole. (b) Nonequal diameter precision pressure relief hole. (c) 300 mm pressure relief hole.
(a)(b)(c)


## 4. Analysis of Numerical Simulation Results

To study the pressure relief effect of nonequal diameter precise pressure relief holes, the vertical stress distribution, deformation law, and plastic zone distribution pattern of the roadway surrounding rock under three schemes with 100 mm pressure relief holes, nonequal diameter precise pressure relief holes (100 + 300 mm), and 300 mm pressure relief holes were analyzed.


### 4.1. Vertical Pressure Distribution

Since stress is mainly concentrated in the vertical direction in the process of working face stopping, variation of vertical stress under different relief hole schemes was analyzed. The vertical stress distribution nephogram near the borehole from the coal side to the deep part of the surrounding rock is shown in Figure5. To eliminate the boundary effect, a section with y = 32 m(corresponding to a roadway length of 64 m) was selected.Figure 5
Vertical stress distribution near borehole. (a) 100 mm pressure relief hole. (b) Nonequal diameter precision pressure relief hole. (c) 300 mm pressure relief hole.
(a)(b)(c)Figure5(a) shows that the pressure relief ring of the 100 mm pressure relief hole does not completely cover the surrounding rock between the boreholes, and there are stress concentrations between the pressure relief holes, with the peak stress as 21.8 MPa. Figures 5(b) and 5(c) show that the pressure ring of the pressure relief hole completely covers the surrounding rock between adjacent boreholes in the other two schemes, and the corresponding force is concentrated along depth and transferred to the end of the pressure relief hole, which effectively adjusts the stress environment of the roadway. When the boreholes are evenly spaced, increasing the borehole diameter can effectively improve the stress relief effect.At the same depth of surrounding rock (less than the length of the pressure relief hole), surrounding rock sections perpendicular to the axis of the relief holes were considered. By analyzing the vertical stress distribution of sections at different depths, the variation in the pressure relief effect with drilling depth was studied. The vertical stress distribution of sections at different depths (2, 4, and 6 m) along the axis of the pressure relief holes is shown in Figures6–8.Figure 6
Vertical stress distribution of 100 mm pressure relief hole at different depths along the axis direction. (a) 2 m from the coal rib. (b) 4 m from the coal rib. (c) 6 m from the coal rib.
(a)(b)(c)Figure 7
Vertical stress distribution of nonequal diameter pressure relief hole a different depths along the axis. (a) 2 m from the coal rib. (b) 4 m from the coal rib. (c) 6 m from the coal rib.
(a)(b)(c)Figure 8
Vertical stress distribution of 300 mm pressure relief hole in different depths along the axis direction. (a) 2 m from the coal rib. (b) 4 m from the coal rib. (c) 6 m from the coal rib.
(a)(b)(c)As shown in Figures6–8, at the same depth from the coal rib, as the pore size of the pressure relief hole increases, the pressure relief effect gradually increases. Compared to the 100 mm pressure relief holes, the vertical stress of the nonuniform diameter pressure relief holes at depths of 2, 4, and 6 m is reduced by 14%, 23.4%, and 70.2%, respectively. Compared to 100 mm pressure relief holes, the vertical stress of the 300 mm pressure relief hole at of 2, 4, and 6 m decreased by 50.7%, 57.3%, and 74.5%, respectively.


### 4.2. Plastic Failure Characteristics of Surrounding Rock

Since the unloading effect of the pressure relief holes is usually characterized by a plastic zone, of different schemes (100, 100 + 300, and 300mm pressure relief hole) were studied. The distribution of the plastic zone along different depths (4, 6, and 8 m) along the axis of relief hole axis is shown in Figures9–11.Figure 9
Distribution law of plastic zone of 100 mm pressure relief hole. (a) 4 m from the coal rib. (b) 6 m from the coal rib. (c) 8 m from the coal rib.
(a)(b)(c)Figure 10
Distribution law of plastic zone of nonequal diameter precise pressure relief hole. (a) 4 m from the coal rib. (b) 6 m from the coal rib. (c) 8 m from the coal rib.
(a)(b)(c)Figure 11
Distribution law of plastic zone of 300 mm pressure relief hole. (a) 4 m from the coal rib. (b) 6 m from the coal rib. (c) 8 m from the coal rib.
(a)(b)(c)As shown in Figures9–11, the size of the plastic zone gradually increases as the pressure relief hole diameter increases. Under the influence of lateral abutment pressure, the distribution of the plastic zone at section 4m away from the roadway wall is basically the same. With increasing depth, the sizes of plastic zones with nonequal diameter pressure relief holes and 300 mm pressure relief holes are obviously larger than that with 100 mm pressure relief holes, about 2-3 times larger, and the sizes of the plastic zones with nonequal diameter pressure relief holes and 300 mm pressure relief hole are basically the same.


### 4.3. Deformation Pattern of Roadway Surrounding Rock

#### 4.3.1. Deformation Characteristics of Roadway Roof and Floor

To study the pressure relief effect of nonequal diameter precise pressure relief holes, the approaching amount of roof and floor in the working face was monitored under conditions with 100 mm pressure relief holes, nonequal diameter precise pressure relief holes, and 300 mm pressure relief holes. Figure12 shows the approaching curve diagrams of roof-to-floor convergence.Figure 12
Roof-to-floor convergence curve.As the distance from the working face to the monitoring point decreases, the roof-to-floor convergence increases, as illustrated in Figure12. In the 300 mm relief hole scheme, the roof-to-floor convergence, represented as vertical displacement, is 696.7 mm, which is the largest. In the 100 mm relief hole scheme, the roof-to-floor convergence is 520.2 mm and the roof-to-floor convergence of the nonequal diameter precise pressure relief hole scheme is the smallest, with a vertical displacement of 213.8 mm. Under the condition of nonequal diameter pressure relief holes, the roof-to-floor convergence is 30.8% and 41% of the 300 mm and 100 mm schemes, respectively.


#### 4.3.2. Deformation Characteristics of Two Ribs of Roadway

To study the pressure relief effect of nonequal diameter precise pressure relief holes, the approaching amount of two sides along with advancing roof of the working face is monitored under the schemes with 100 mm pressure relief holes, nonequal diameter precise pressure relief holes, and 300 mm pressure relief holes. Figure13 shows the curves of the approaching amount of the two sides.Figure 13
Rib-to-rib convergence curve.With decreasing distance from working face to the monitoring point, the formation of the surrounding rock continuously increases, as shown in Figure13. With 300 mm pressure relief holes, the displacement of the two ribs is largest at 932.3 mm. The displacement with 100 mm pressure relief holes is 604.2 mm, and with the nonequal diameter precise pressure relief hole scheme, it is 283.3 mm, which is the smallest displacement. Under the nonequal diameter pressure relief hole condition, the displacements of the roof and floor plate are 30.4% and 46.9% of the 300 mm and 100 mm schemes, respectively.


## 4.1. Vertical Pressure Distribution

Since stress is mainly concentrated in the vertical direction in the process of working face stopping, variation of vertical stress under different relief hole schemes was analyzed. The vertical stress distribution nephogram near the borehole from the coal side to the deep part of the surrounding rock is shown in Figure5. To eliminate the boundary effect, a section with y = 32 m(corresponding to a roadway length of 64 m) was selected.Figure 5
Vertical stress distribution near borehole. (a) 100 mm pressure relief hole. (b) Nonequal diameter precision pressure relief hole. (c) 300 mm pressure relief hole.
(a)(b)(c)Figure5(a) shows that the pressure relief ring of the 100 mm pressure relief hole does not completely cover the surrounding rock between the boreholes, and there are stress concentrations between the pressure relief holes, with the peak stress as 21.8 MPa. Figures 5(b) and 5(c) show that the pressure ring of the pressure relief hole completely covers the surrounding rock between adjacent boreholes in the other two schemes, and the corresponding force is concentrated along depth and transferred to the end of the pressure relief hole, which effectively adjusts the stress environment of the roadway. When the boreholes are evenly spaced, increasing the borehole diameter can effectively improve the stress relief effect.At the same depth of surrounding rock (less than the length of the pressure relief hole), surrounding rock sections perpendicular to the axis of the relief holes were considered. By analyzing the vertical stress distribution of sections at different depths, the variation in the pressure relief effect with drilling depth was studied. The vertical stress distribution of sections at different depths (2, 4, and 6 m) along the axis of the pressure relief holes is shown in Figures6–8.Figure 6
Vertical stress distribution of 100 mm pressure relief hole at different depths along the axis direction. (a) 2 m from the coal rib. (b) 4 m from the coal rib. (c) 6 m from the coal rib.
(a)(b)(c)Figure 7
Vertical stress distribution of nonequal diameter pressure relief hole a different depths along the axis. (a) 2 m from the coal rib. (b) 4 m from the coal rib. (c) 6 m from the coal rib.
(a)(b)(c)Figure 8
Vertical stress distribution of 300 mm pressure relief hole in different depths along the axis direction. (a) 2 m from the coal rib. (b) 4 m from the coal rib. (c) 6 m from the coal rib.
(a)(b)(c)As shown in Figures6–8, at the same depth from the coal rib, as the pore size of the pressure relief hole increases, the pressure relief effect gradually increases. Compared to the 100 mm pressure relief holes, the vertical stress of the nonuniform diameter pressure relief holes at depths of 2, 4, and 6 m is reduced by 14%, 23.4%, and 70.2%, respectively. Compared to 100 mm pressure relief holes, the vertical stress of the 300 mm pressure relief hole at of 2, 4, and 6 m decreased by 50.7%, 57.3%, and 74.5%, respectively.


## 4.2. Plastic Failure Characteristics of Surrounding Rock

Since the unloading effect of the pressure relief holes is usually characterized by a plastic zone, of different schemes (100, 100 + 300, and 300mm pressure relief hole) were studied. The distribution of the plastic zone along different depths (4, 6, and 8 m) along the axis of relief hole axis is shown in Figures9–11.Figure 9
Distribution law of plastic zone of 100 mm pressure relief hole. (a) 4 m from the coal rib. (b) 6 m from the coal rib. (c) 8 m from the coal rib.
(a)(b)(c)Figure 10
Distribution law of plastic zone of nonequal diameter precise pressure relief hole. (a) 4 m from the coal rib. (b) 6 m from the coal rib. (c) 8 m from the coal rib.
(a)(b)(c)Figure 11
Distribution law of plastic zone of 300 mm pressure relief hole. (a) 4 m from the coal rib. (b) 6 m from the coal rib. (c) 8 m from the coal rib.
(a)(b)(c)As shown in Figures9–11, the size of the plastic zone gradually increases as the pressure relief hole diameter increases. Under the influence of lateral abutment pressure, the distribution of the plastic zone at section 4m away from the roadway wall is basically the same. With increasing depth, the sizes of plastic zones with nonequal diameter pressure relief holes and 300 mm pressure relief holes are obviously larger than that with 100 mm pressure relief holes, about 2-3 times larger, and the sizes of the plastic zones with nonequal diameter pressure relief holes and 300 mm pressure relief hole are basically the same.


## 4.3. Deformation Pattern of Roadway Surrounding Rock

### 4.3.1. Deformation Characteristics of Roadway Roof and Floor

To study the pressure relief effect of nonequal diameter precise pressure relief holes, the approaching amount of roof and floor in the working face was monitored under conditions with 100 mm pressure relief holes, nonequal diameter precise pressure relief holes, and 300 mm pressure relief holes. Figure12 shows the approaching curve diagrams of roof-to-floor convergence.Figure 12
Roof-to-floor convergence curve.As the distance from the working face to the monitoring point decreases, the roof-to-floor convergence increases, as illustrated in Figure12. In the 300 mm relief hole scheme, the roof-to-floor convergence, represented as vertical displacement, is 696.7 mm, which is the largest. In the 100 mm relief hole scheme, the roof-to-floor convergence is 520.2 mm and the roof-to-floor convergence of the nonequal diameter precise pressure relief hole scheme is the smallest, with a vertical displacement of 213.8 mm. Under the condition of nonequal diameter pressure relief holes, the roof-to-floor convergence is 30.8% and 41% of the 300 mm and 100 mm schemes, respectively.


### 4.3.2. Deformation Characteristics of Two Ribs of Roadway

To study the pressure relief effect of nonequal diameter precise pressure relief holes, the approaching amount of two sides along with advancing roof of the working face is monitored under the schemes with 100 mm pressure relief holes, nonequal diameter precise pressure relief holes, and 300 mm pressure relief holes. Figure13 shows the curves of the approaching amount of the two sides.Figure 13
Rib-to-rib convergence curve.With decreasing distance from working face to the monitoring point, the formation of the surrounding rock continuously increases, as shown in Figure13. With 300 mm pressure relief holes, the displacement of the two ribs is largest at 932.3 mm. The displacement with 100 mm pressure relief holes is 604.2 mm, and with the nonequal diameter precise pressure relief hole scheme, it is 283.3 mm, which is the smallest displacement. Under the nonequal diameter pressure relief hole condition, the displacements of the roof and floor plate are 30.4% and 46.9% of the 300 mm and 100 mm schemes, respectively.


## 4.3.1. Deformation Characteristics of Roadway Roof and Floor

To study the pressure relief effect of nonequal diameter precise pressure relief holes, the approaching amount of roof and floor in the working face was monitored under conditions with 100 mm pressure relief holes, nonequal diameter precise pressure relief holes, and 300 mm pressure relief holes. Figure12 shows the approaching curve diagrams of roof-to-floor convergence.Figure 12
Roof-to-floor convergence curve.As the distance from the working face to the monitoring point decreases, the roof-to-floor convergence increases, as illustrated in Figure12. In the 300 mm relief hole scheme, the roof-to-floor convergence, represented as vertical displacement, is 696.7 mm, which is the largest. In the 100 mm relief hole scheme, the roof-to-floor convergence is 520.2 mm and the roof-to-floor convergence of the nonequal diameter precise pressure relief hole scheme is the smallest, with a vertical displacement of 213.8 mm. Under the condition of nonequal diameter pressure relief holes, the roof-to-floor convergence is 30.8% and 41% of the 300 mm and 100 mm schemes, respectively.


## 4.3.2. Deformation Characteristics of Two Ribs of Roadway

To study the pressure relief effect of nonequal diameter precise pressure relief holes, the approaching amount of two sides along with advancing roof of the working face is monitored under the schemes with 100 mm pressure relief holes, nonequal diameter precise pressure relief holes, and 300 mm pressure relief holes. Figure13 shows the curves of the approaching amount of the two sides.Figure 13
Rib-to-rib convergence curve.With decreasing distance from working face to the monitoring point, the formation of the surrounding rock continuously increases, as shown in Figure13. With 300 mm pressure relief holes, the displacement of the two ribs is largest at 932.3 mm. The displacement with 100 mm pressure relief holes is 604.2 mm, and with the nonequal diameter precise pressure relief hole scheme, it is 283.3 mm, which is the smallest displacement. Under the nonequal diameter pressure relief hole condition, the displacements of the roof and floor plate are 30.4% and 46.9% of the 300 mm and 100 mm schemes, respectively.


## 5. Discussion

According to the deformation curve of the roadway surrounding rock shown in Figures12 and 13, when the working face advances to about 20 m from the monitoring point, the roadway surrounding rock begins to produce more obvious deformation, and the deformation rate becomes larger and larger with back mining of the working face. Under nonequal diameter precise pressure relief hole scheme, deformation of the roadway surrounding rock is smallest; however, the pressure relief effect is similar to that of the 300 mm pressure relief hole scheme, providing both the strong pressure relief of large diameter pressure relief holes and small disturbance of small diameter pressure relief holes.The deformation of roadway surrounding rock is mainly affected by the stress environment, rock mechanical properties, and rock structural plane. Equation (2) shows that the plastic failure range of surrounding rock increases with increasing pressure relief hole diameter. Therefore, although the 300 mm pressure relief hole achieves better pressure relief effects, large plastic failure is observed around the borehole, which seriously deteriorates the mechanical properties of surrounding rock and aggravates the deformation of the surrounding rock of the roadway. Owing to the small pore size, the plastic failure zone of 100 mm pressure relief hole is reduced, thus providing poor pressure relief, and the surrounding rock remains under a high-stress environment.Based on the distribution pattern of abutment pressure, in the internal stress field near the coal wall, small diameter drilling was adopted for nonequal diameter precise pressure relief hole to reduce the influence of drilling on the mechanical properties of the coal mass. In the external stress field which is higher than the original rock stress, adopting large diameter drilling can reduce the effect of the roadway wall on the surrounding rock to the greatest extent. The numerical experiments show that vertical stress is reduced by 14%, 23.4%, and 70.2% with the nonequal diameter pressure relief hole at the depths of 2, 4, and 6 m, respectively, and by 50.7%, 57.3%, and 74.5% with 300 mm pressure relief hole at depths of 2, 4, and 6 m. Under the nonequal diameter pressure relief hole condition, the displacement of the roof and floor is 30.4% and 46.9% in 300 mm and 100 mm pressure relief holes, respectively, and displacement of the two sides is 30.8% and 41% in 300 mm and 100 mm pressure relief holes.In summary, drilling of nonequal diameter precise pressure relief holes in high-stress areas not only reduces the stress concentration but also effectively maintains the stability of roadway surrounding rock. Therefore, methods to precisely and quickly determine the abutment pressure distribution should be studied, and new drilling tools and appropriate reaming devices should be developed to improve the efficiency and accuracy of nonequal diameter pressure relief holes.


## 6. Conclusions

Borehole pressure relief is one of the effective measures for preventing and controlling rock burst. In this study precise pressure relief holes with nonequal diameters were proposed and successfully designed. Existing borehole pressure relief theory and the internal and external stress field theory were used to investigate the effect of pressure relief hole diameter on the pressure relief effect. Based on the numerical simulation results, the main conclusions of this study can be summarized as follows:(1)
The theoretical analysis results showed that when pressure relief holes are evenly spaced, the coupling effect of adjacent pressure relief holes is strengthened with increasing diameter of pressure relief holes increasing, and the pressure relief efficiency is improved. Moreover, the pressure relief effect becomes more obvious.(2)
From the pressure relief effect, the vertical stress at the depths of 2, 4, and 6 m of the nonequal diameter pressure relief hole is reduced by 14%, 23.4%, and 70.2%, respectively, compared with those of the 100 mm pressure relief hole. The plastic failure range of the nonequal diameter pressure relief holes and 300 mm pressure relief holes are similar and are 2-3 times greater than that of 100 mm pressure relief holes, with preferable pressure relief effects.(3)
From the perspective of roadway surrounding rock deformation, the roof-floor convergence with nonequal diameter pressure relief hole is 30.8% in 300 mm pressure relief holes, 41% in 100 mm holes, the rib convergence is 30.4% in 300 mm pressure relief holes, and 46.9% in 100 mm pressure relief holes. Thus, the proposed nonequal diameter pressure relief holes can effectively maintain the stability of roadway surrounding rock.In summary, nonequal diameter precise pressure relief holes exhibit both the strong pressure relief of large diameter pressure relief holes and small disturbance of small diameter pressure relief holes, thus providing more precise pressure relief.



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*Source: 7143590-2021-10-29.xml*