# Research and Application of an Innovative 110 Mining Method in Gob-Side Half Coal Rock Entry Retaining

Authors: Eryu Wang; Xiangdong Chen; Xiaojie Yang
Journal: Shock and Vibration
 (2021)

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## Abstract

In order to solve the problems of the high cost and time consumption of half coal rock entry driving, low coal recovery rate, and stress concentration on filling support body of retained entry along gob, the innovative 110 mining method based on pressure relief by roof cutting was adopted in 6302 thin coal seam working face of Baoshan Coal Mine. First the technical principle and key technology of this mining method was presented. Then, through theoretical analysis and calculation, engineering experience, and field test, the key parameters such as the length of constant resistance anchor cable, the cutting angle and height of presplitting blasting, the charge structure, and the blocking-gangue support structure were determined and conducted in the retained entry. The broken expanded coefficient varying law of caved gangue with time and space was obtained, which revealed roof movement characteristic. The displacement monitoring curve of the roof and floor indicated that the maximum subsidence of the roof was about 150 mm and the maximum amount of floor heaving was 100 mm, which were quite small. The field monitoring data indicated that the entry retaining effect is good, which indicated that the innovative 110 mining method can be an effective way for reducing the high cost and time consumption of half coal rock entry driving, enhancing the coal recovery rate and preventing the dynamic mine pressure disasters.


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## Body

## 1. Introduction

Academician He et al. put forward the theory of “short cantilever beam by cutting roof ”in 2008 [1], and based on this theory, He et al. put forward the technology of pillarless mining with gob-side entry automatically retaining by roof cutting and pressure relief, that is, the 110 mining method. Many scholars have studied this technology. Guo et al. [2] have determined the charge quantity and charge structure of presplitting blasting in Yaoqiao Coal Mine in order to achieve a better presplitting blasting effect during gob-side entry retaining by roof cutting and pressure relief. Gao et al. [3] solved the problem that it was difficult to control the gangue rib caved along cutting structural plane in thick coal seam by establishing mechanical model, numerical simulation, and field test. Sun et al. [4] analysed the stress state of roof in 1610 working face of Nantun Coal Mine and obtained the key parameters needed for gob-side entry retaining by roof cutting and pressure relief in thin coal seam. Liu et al. [5] adopted the 110 mining method in Xiaohezui Coal Mine, which solved the problem of severe mine pressure behavior caused by high ground stress and retained coal pillar.Longwall mining has always been the main coal production mode in China. When using this mining method, it is generally necessary to excavate two mining entries in advance and set up a coal pillar for each mining face, which is called 121 mining method. With the increase in the strike length of the working face, the investment cost and amount of entry driving will increase significantly, especially for the time-consuming driving of half coal rock entry, and the residual coal pillar will also cause a large amount of coal resources loss [6]. Due to the exhausted coal resources, it is particularly important to improve the coal recovery rate, so the nonpillar mining technology of gob-side entry retaining was more and more applied to the coal mining project. However, at present, the gob-side filling support body was mainly used to retain the entry along the gob [7]. This method does not change the mechanical structure of the entry surrounding rock. Because the filling body is the main pressure-bearing structure, it is easy to lead to the problem of dynamic disaster caused by stress concentration [8]. Also, dynamic mine pressure causes serious entry deformation, resulting in the high cost of entry maintenance and affecting the safety of mine production [9].In order to overcome above problems, taking the longwall panel 6302 of Baoshan Coal Mine as the research background, this study did research on the application of the innovative 110 mining method in gob-side half coal rock entry retaining. Through pressure relief by roof cutting, the roof structure and stress distribution of the surrounding rock of the entry were improved, and the entry side filling support body was replaced by the broken expanded caving gangue, which avoids the stress concentration on the filling body caused by dynamic roof pressure; the high cost and time consumption of half coal rock entry driving were reduced significantly, and the nonpillar mining was realized completely. The technical principle and key technologies of 110 mining method were introduced first in the study. Then, the parameters of key technologies were determined and conducted in the retained entry. The roof movement characteristic was revealed through the obtained broken expanded coefficient varying law of caved gangue with time and space. The field monitoring data indicated that the entry retaining effect is good. These results provide a reliable mining method for the reduction of the high cost and time consumption on half coal rock entry driving, enhancing the coal recovery rate, preventing the dynamic mine pressure disasters, and effectively guaranteeing the safe, economic, and efficient mining of coal mines in China.


## 2. General Situation of the Project

The buried depth of coal seam in 6302 working face of Baoshan Coal Mine is 53.5–73.7 m, the average buried depth is 63.6 m, and the dip angle of coal seam is 1–3°; it is a near-horizontal coal seam, and the thickness of coal seam is 1.5–1.6 m, with an average of 1.55 m. The comprehensive geological histogram of the working face is shown in Figure1. Both the belt entry and ventilation entry of 6302 working face were half coal rock entry with width of 5 m and height of 2.45 m, as shown in Figure 1. The driving of the half coal rock entry cost high and consume much time. The length of the working face is 200 m, the longwall comprehensive mechanized mining method is adopted, and the roof is managed by all caving method. The longwall panel 6302 working face adopts the automatic entry forming technology of 110 mining method, the designed retaining entry is 6302 belt entry, as shown in Figure 2, and the length of the designed retained entry is 890 m. The retained coal pillar with a width of 15 m was cancelled. Excavation rate half coal rock entry was reduced by 50%.Figure 1
Comprehensive geological histogram of working face.Figure 2
Plane layout of the mining panel.


## 3. Key Techniques

The technological process of 110 mining method is as follows: before the mining of the working face, the roof of the retaining entry was supported by constant resistance and large deformation anchor cable(CRLD anchor cable); then, along the entry strike, the directional presplitting cumulative blasting was carried out on the roof side of the working face; then, the roadside support was carried out after the working face was supported; after the working face was mined for a certain distance, the roof collapsed along the presplitting face and the caved gangue filled the gob due to the broken expanding effect, and then, the entry was retained. The schematic diagram is shown in Figure3.Figure 3
The schematic diagram of cutting roof retaining entry.


### 3.1. CRLD Anchor Cable Support Technology

In order to resist the large deformation of entry surrounding rock, He et al. developed constant resistance large deformation anchor cable [10, 11]. The constant resistance large deformation anchor cable was composed of an anchor cable body, a constant resistor, an anchor cable tray, and a lock. The specific structure is shown in Figure 4.Figure 4
Structure diagram of CRLD anchor cable.The constant resistor was the key component of the CRLD anchor cable. When the axial force of the constant resistance anchor cable was greater than the constant resistance value, the constant resistance body and casing occurred slip deformation to absorb the deformation energy of the entries surrounding rock, making the entry surrounding rock in stress balance again [12]. The arrangement of CRLD anchor cable in the entry roof was on the side of the gob, which can prevent the roof sinking and separation, resist the impact caused by the fracture of the main roof, greatly weaken the rotation movement of the basic roof, and resist the blasting impact disturbance of presplitting blasting on the entry roof of gob side.CRLD anchor cable plays an important role in the stability control of the roof cutting process. According to the engineering experience of CRLD anchor cable length design, the length of CRLD anchor cable is generally 1.5∼2 m larger than the cutting height of presplitting blasting, and the cutting height is designed to be 5 m. Combined with the lithology distribution of roof strata, the length of constant resistance anchor cable was designed to be 7.3 m.Two rows of CRLD anchor cable were arranged perpendicular to the entry roof of longwall panel 6302, the first row of CRLD anchor cable was arranged at the distance from the entry side 500 mm, the row distance was 1000 mm, and the CRLD anchor cable was connected with W steel belt; the second row of constant resistance anchor cables was arranged in the middle of the entry, and the row distance was 3000 mm. The support plan of CRLD anchor cable in longwall panel 6302 of Baoshan Coal Mine is shown in Figure5.Figure 5
Section view of CRLD anchor cable support.


### 3.2. Directional Splitting Blasting Technology

Bidirectional energy cumulative tension blasting technology is a new type of rock mass energy cumulative controlled blasting patent technology invented by Academician He et al. [13]. The bidirectional energy cumulative tube was utilized to produce tensile stress concentration in the set direction [14], due to the high compressive strength and low tensile strength properties of the rock [15, 16]. It refers to put the explosive into the bidirectional energy cumulative tube. After the explosive is detonated, the surrounding rock of the blast hole is intensively tensioned in the set direction, so as to realize the tension fracture forming according to the set direction. Its principle is illustrated in Figure 6.Figure 6
Schematic diagram of bidirectional energy cumulative tension blasting.


#### 3.2.1. Roof Cutting Height of Presplitting Blasting

Directional presplitting tension blasting is the key process of pressure relief by roof cutting. Only when the appropriate cutting height is determined, can the caved gangue, which is cutoff, fill the gob and have sufficient support force for the movement of the basic roof beam above it. The cutting height is generally determined by the following ways:(1)Hf=Hc−ΔH1−ΔH2K−1,where Hc is the mining height of working face; ΔH1 is roof subsidence, m; ΔH2 is bottom heave, m; and K is swelling expanded coefficient, 1.3–1.5.For the longwall panel 6302,K is 1.35, mining height is 1.6 m, without considering roof and floor displacement, Hf = 4.57 m is calculated. According to engineering experience and comprehensive geological histogram, the cutting height was designed to 5 m.


#### 3.2.2. Roof Cutting Angle of Presplitting Blasting

When the basic roof strata is within the range of the cutting height, the choice of the cutting angle directly affects whether the roof can collapse smoothly and the gob is filled adequately. According to a great deal of engineering experience, the roof cutting angleθ was determined by different mining height Hc : Hc ≤ 1 m, θ = 20°; 1 m＜Hc ≤ 3 m, θ = 15°; 3 m＜Hc ≤ 5 m, θ = 10°. The mining height of longwall panel 6302 was 1.6 m, so the roof cutting angle was designed to be 15°.


#### 3.2.3. Blasting Process Parameters

First of all, the blast hole is drilled in the roof, and then, the single-hole blasting is carried out. Whether the crack initiation in the hole meets the requirements is peeped and observed, so as to determine the best structure of the single-hole charge, and then, the adjacent hole test is carried out to determine the optimal distance between the two adjacent holes and finally carry out a single detonation number test to determine the best number of detonation blasting holes at one time.Bidirectional decoupling charge in radial and axial direction was adopted in directional presplitting blasting. According to the field test results, the optimal charge structure is shown in Figure7; the optimum charge quantity of single hole in presplitting blasting was “3 + 2,” the distance between blasting holes was 500 mm, there were 2 energy cumulative tubes per hole, the optimum mud sealing length was 2 m, and the specification of explosive was φ32 × 200 mm with a quality of 300 g.Figure 7
Diagram of blast hole charge structure.


#### 3.2.4. Blasting Effect

After blasting, CXK6 mine borehole imager was used to detect internal cracks of the blasting hole, and the images were transformed into a plan, as shown in Figure8. From the observation results, it can be seen that the penetrating crack rate of the blasting hole was 89%, two penetrating cracks formed along the designed presplitting cutting angle and cutting height, which indicated a perfect blasting effect.Figure 8
Blasting effect plan.


### 3.3. Blocking-Gangue Support System

#### 3.3.1. Gangue Support

In the process of fully mechanized mining face advancing, in order to obtain good entry side forming effect and gangue broken expanding effect, entry side gangue support need to be carried out. According to the engineering characteristics of gob-side entry automatically retaining by roof cutting and pressure relief, we put forward the “retractable U-shaped steel + Rigid hydraulic prop + Metal mesh” entry side gangue support technology, which can resist and release the dynamic pressure caused by the fracture of cutting roof and main roof and greatly weaken the rotation movement of entry roof.As shown in Figure9, the blocking-gangue support was installed alternately with U-shaped steel and hydraulic prop, and the distance between adjacent U-shaped steel and hydraulic prop was 250 mm; the hydraulic prop and U-shaped steel were located in the cutting position, the retractable 25 U-shaped steel was lapped up and down, the length of U-shaped steel was 1.5 m, and the depth of U-shaped steel buried below the floor should be larger than 300 mm.Figure 9
Side view of blocking-gangue support.


#### 3.3.2. Effect of Blocking-Gangue Support

After the gangue caved by cutting roof was constantly compacted due to the subsidence of the main roof and enter into a stable state, the working resistance change of the hydraulic prop was very small. At this time, the single hydraulic prop for temporary support can be removed, leaving only retractable U-shaped steel and metal mesh for gangue support. The effect of blocking gangue is shown in Figure10.Figure 10
Effect of blocking gangue. (a) Blocking-gangue support installation. (b) Hydraulic prop remove.
(a)(b)


## 3.1. CRLD Anchor Cable Support Technology

In order to resist the large deformation of entry surrounding rock, He et al. developed constant resistance large deformation anchor cable [10, 11]. The constant resistance large deformation anchor cable was composed of an anchor cable body, a constant resistor, an anchor cable tray, and a lock. The specific structure is shown in Figure 4.Figure 4
Structure diagram of CRLD anchor cable.The constant resistor was the key component of the CRLD anchor cable. When the axial force of the constant resistance anchor cable was greater than the constant resistance value, the constant resistance body and casing occurred slip deformation to absorb the deformation energy of the entries surrounding rock, making the entry surrounding rock in stress balance again [12]. The arrangement of CRLD anchor cable in the entry roof was on the side of the gob, which can prevent the roof sinking and separation, resist the impact caused by the fracture of the main roof, greatly weaken the rotation movement of the basic roof, and resist the blasting impact disturbance of presplitting blasting on the entry roof of gob side.CRLD anchor cable plays an important role in the stability control of the roof cutting process. According to the engineering experience of CRLD anchor cable length design, the length of CRLD anchor cable is generally 1.5∼2 m larger than the cutting height of presplitting blasting, and the cutting height is designed to be 5 m. Combined with the lithology distribution of roof strata, the length of constant resistance anchor cable was designed to be 7.3 m.Two rows of CRLD anchor cable were arranged perpendicular to the entry roof of longwall panel 6302, the first row of CRLD anchor cable was arranged at the distance from the entry side 500 mm, the row distance was 1000 mm, and the CRLD anchor cable was connected with W steel belt; the second row of constant resistance anchor cables was arranged in the middle of the entry, and the row distance was 3000 mm. The support plan of CRLD anchor cable in longwall panel 6302 of Baoshan Coal Mine is shown in Figure5.Figure 5
Section view of CRLD anchor cable support.


## 3.2. Directional Splitting Blasting Technology

Bidirectional energy cumulative tension blasting technology is a new type of rock mass energy cumulative controlled blasting patent technology invented by Academician He et al. [13]. The bidirectional energy cumulative tube was utilized to produce tensile stress concentration in the set direction [14], due to the high compressive strength and low tensile strength properties of the rock [15, 16]. It refers to put the explosive into the bidirectional energy cumulative tube. After the explosive is detonated, the surrounding rock of the blast hole is intensively tensioned in the set direction, so as to realize the tension fracture forming according to the set direction. Its principle is illustrated in Figure 6.Figure 6
Schematic diagram of bidirectional energy cumulative tension blasting.


### 3.2.1. Roof Cutting Height of Presplitting Blasting

Directional presplitting tension blasting is the key process of pressure relief by roof cutting. Only when the appropriate cutting height is determined, can the caved gangue, which is cutoff, fill the gob and have sufficient support force for the movement of the basic roof beam above it. The cutting height is generally determined by the following ways:(1)Hf=Hc−ΔH1−ΔH2K−1,where Hc is the mining height of working face; ΔH1 is roof subsidence, m; ΔH2 is bottom heave, m; and K is swelling expanded coefficient, 1.3–1.5.For the longwall panel 6302,K is 1.35, mining height is 1.6 m, without considering roof and floor displacement, Hf = 4.57 m is calculated. According to engineering experience and comprehensive geological histogram, the cutting height was designed to 5 m.


### 3.2.2. Roof Cutting Angle of Presplitting Blasting

When the basic roof strata is within the range of the cutting height, the choice of the cutting angle directly affects whether the roof can collapse smoothly and the gob is filled adequately. According to a great deal of engineering experience, the roof cutting angleθ was determined by different mining height Hc : Hc ≤ 1 m, θ = 20°; 1 m＜Hc ≤ 3 m, θ = 15°; 3 m＜Hc ≤ 5 m, θ = 10°. The mining height of longwall panel 6302 was 1.6 m, so the roof cutting angle was designed to be 15°.


### 3.2.3. Blasting Process Parameters

First of all, the blast hole is drilled in the roof, and then, the single-hole blasting is carried out. Whether the crack initiation in the hole meets the requirements is peeped and observed, so as to determine the best structure of the single-hole charge, and then, the adjacent hole test is carried out to determine the optimal distance between the two adjacent holes and finally carry out a single detonation number test to determine the best number of detonation blasting holes at one time.Bidirectional decoupling charge in radial and axial direction was adopted in directional presplitting blasting. According to the field test results, the optimal charge structure is shown in Figure7; the optimum charge quantity of single hole in presplitting blasting was “3 + 2,” the distance between blasting holes was 500 mm, there were 2 energy cumulative tubes per hole, the optimum mud sealing length was 2 m, and the specification of explosive was φ32 × 200 mm with a quality of 300 g.Figure 7
Diagram of blast hole charge structure.


### 3.2.4. Blasting Effect

After blasting, CXK6 mine borehole imager was used to detect internal cracks of the blasting hole, and the images were transformed into a plan, as shown in Figure8. From the observation results, it can be seen that the penetrating crack rate of the blasting hole was 89%, two penetrating cracks formed along the designed presplitting cutting angle and cutting height, which indicated a perfect blasting effect.Figure 8
Blasting effect plan.


## 3.2.1. Roof Cutting Height of Presplitting Blasting

Directional presplitting tension blasting is the key process of pressure relief by roof cutting. Only when the appropriate cutting height is determined, can the caved gangue, which is cutoff, fill the gob and have sufficient support force for the movement of the basic roof beam above it. The cutting height is generally determined by the following ways:(1)Hf=Hc−ΔH1−ΔH2K−1,where Hc is the mining height of working face; ΔH1 is roof subsidence, m; ΔH2 is bottom heave, m; and K is swelling expanded coefficient, 1.3–1.5.For the longwall panel 6302,K is 1.35, mining height is 1.6 m, without considering roof and floor displacement, Hf = 4.57 m is calculated. According to engineering experience and comprehensive geological histogram, the cutting height was designed to 5 m.


## 3.2.2. Roof Cutting Angle of Presplitting Blasting

When the basic roof strata is within the range of the cutting height, the choice of the cutting angle directly affects whether the roof can collapse smoothly and the gob is filled adequately. According to a great deal of engineering experience, the roof cutting angleθ was determined by different mining height Hc : Hc ≤ 1 m, θ = 20°; 1 m＜Hc ≤ 3 m, θ = 15°; 3 m＜Hc ≤ 5 m, θ = 10°. The mining height of longwall panel 6302 was 1.6 m, so the roof cutting angle was designed to be 15°.


## 3.2.3. Blasting Process Parameters

First of all, the blast hole is drilled in the roof, and then, the single-hole blasting is carried out. Whether the crack initiation in the hole meets the requirements is peeped and observed, so as to determine the best structure of the single-hole charge, and then, the adjacent hole test is carried out to determine the optimal distance between the two adjacent holes and finally carry out a single detonation number test to determine the best number of detonation blasting holes at one time.Bidirectional decoupling charge in radial and axial direction was adopted in directional presplitting blasting. According to the field test results, the optimal charge structure is shown in Figure7; the optimum charge quantity of single hole in presplitting blasting was “3 + 2,” the distance between blasting holes was 500 mm, there were 2 energy cumulative tubes per hole, the optimum mud sealing length was 2 m, and the specification of explosive was φ32 × 200 mm with a quality of 300 g.Figure 7
Diagram of blast hole charge structure.


## 3.2.4. Blasting Effect

After blasting, CXK6 mine borehole imager was used to detect internal cracks of the blasting hole, and the images were transformed into a plan, as shown in Figure8. From the observation results, it can be seen that the penetrating crack rate of the blasting hole was 89%, two penetrating cracks formed along the designed presplitting cutting angle and cutting height, which indicated a perfect blasting effect.Figure 8
Blasting effect plan.


## 3.3. Blocking-Gangue Support System

### 3.3.1. Gangue Support

In the process of fully mechanized mining face advancing, in order to obtain good entry side forming effect and gangue broken expanding effect, entry side gangue support need to be carried out. According to the engineering characteristics of gob-side entry automatically retaining by roof cutting and pressure relief, we put forward the “retractable U-shaped steel + Rigid hydraulic prop + Metal mesh” entry side gangue support technology, which can resist and release the dynamic pressure caused by the fracture of cutting roof and main roof and greatly weaken the rotation movement of entry roof.As shown in Figure9, the blocking-gangue support was installed alternately with U-shaped steel and hydraulic prop, and the distance between adjacent U-shaped steel and hydraulic prop was 250 mm; the hydraulic prop and U-shaped steel were located in the cutting position, the retractable 25 U-shaped steel was lapped up and down, the length of U-shaped steel was 1.5 m, and the depth of U-shaped steel buried below the floor should be larger than 300 mm.Figure 9
Side view of blocking-gangue support.


### 3.3.2. Effect of Blocking-Gangue Support

After the gangue caved by cutting roof was constantly compacted due to the subsidence of the main roof and enter into a stable state, the working resistance change of the hydraulic prop was very small. At this time, the single hydraulic prop for temporary support can be removed, leaving only retractable U-shaped steel and metal mesh for gangue support. The effect of blocking gangue is shown in Figure10.Figure 10
Effect of blocking gangue. (a) Blocking-gangue support installation. (b) Hydraulic prop remove.
(a)(b)


## 3.3.1. Gangue Support

In the process of fully mechanized mining face advancing, in order to obtain good entry side forming effect and gangue broken expanding effect, entry side gangue support need to be carried out. According to the engineering characteristics of gob-side entry automatically retaining by roof cutting and pressure relief, we put forward the “retractable U-shaped steel + Rigid hydraulic prop + Metal mesh” entry side gangue support technology, which can resist and release the dynamic pressure caused by the fracture of cutting roof and main roof and greatly weaken the rotation movement of entry roof.As shown in Figure9, the blocking-gangue support was installed alternately with U-shaped steel and hydraulic prop, and the distance between adjacent U-shaped steel and hydraulic prop was 250 mm; the hydraulic prop and U-shaped steel were located in the cutting position, the retractable 25 U-shaped steel was lapped up and down, the length of U-shaped steel was 1.5 m, and the depth of U-shaped steel buried below the floor should be larger than 300 mm.Figure 9
Side view of blocking-gangue support.


## 3.3.2. Effect of Blocking-Gangue Support

After the gangue caved by cutting roof was constantly compacted due to the subsidence of the main roof and enter into a stable state, the working resistance change of the hydraulic prop was very small. At this time, the single hydraulic prop for temporary support can be removed, leaving only retractable U-shaped steel and metal mesh for gangue support. The effect of blocking gangue is shown in Figure10.Figure 10
Effect of blocking gangue. (a) Blocking-gangue support installation. (b) Hydraulic prop remove.
(a)(b)


## 4. Broken Expanding Law of Cutting Roof

Making use of broken expansion property of rock to make the collapsed roof to fill the gob is the key to the stability of automatically retaining entry. The hydraulic props connected with the lace beam were set to reduce the entry roof subsidence caused by cutting roof collapse, reduce main roof fracture and rotation [17], and promote the broken expansion effect, as shown in Figure 11. The hydraulic props could be removed after the entry subsidence was stable. Through the combination of the broken expansion of the roof, the inside hydraulic props support, and the blocking-gangue support, the gob can be better filled, the impact of the cutting roof collapse and main roof fracture was weakened, the periodic pressure step distance was increased, the periodic compression strength of the main roof was also greatly reduced, and the automatically retaining entry was more stable.Figure 11
Effect of blocking gangue.The measuring points were arranged continuously during the advancing process of longwall panel 6302 in Baoshan Coal Mine, and the rock swelling coefficient of the measuring point was measured. Through the field measurement of the longwall panel 6302, the variation curve of the rock broken expansion coefficient of the measuring point with the advancing distance and advancing time of the working face was obtained, as shown in Figure12.Figure 12
Curve of broken expansion coefficient change with monitoring time and advancing distance of working face.Through the variation curve of the broken expansion coefficient of each measuring point with the advancing distance and time of the working face, it was known that with the increase in time and the advancing distance of the working face, the broken expansion coefficient of rock decreases rapidly, especially during the period of periodic pressure, and then, the broken expansion coefficient tends to be stable gradually. The broken expansion coefficient decreased gradually from about 1.84∼1.88 at the beginning and finally stabilized between 1.3 and 1.38. Within 12 days of roof collapse and within 60 m of lagging face distance, the decreasing rate of broken expansion coefficient was the largest, especially within 25 m∼50 m, indicating that the roof movement was the most intense in this range, and the periodic pressure caused by main roof fracture and rotation has a significant effect on the compaction of gangue. From 12 days to 24 days, the distance of lagging face was about 60 m∼120 m, and the expansion coefficient tended to be stable gradually. After 24 days, when the distance of the lagging face was 120 m, the broken expansion coefficient was basically stable, indicating that the cutting roof was compacted, and the basic roof and the overlying strata were in a stable state.


## 5. Engineering Application Effect

During the period of entry retaining in the longwall panel 6302 of Baoshan Coal Mine, the monitor of the displacement of roof and floor can reflect the stress and deformation of the entry surrounding rock, so the displacement of the roof and floor was measured in the field.


### 5.1. Monitoring of Displacement of Entry Roof and Floor

The displacement curve of the roof and floor can be obtained from the field monitoring data, as shown in Figure13. It can be seen from the figure that with the advance of the working face, the roof and floor gradually deform. In lagging working face of 0–60 m, the displacement rate of roof and floor were the largest due to dynamic pressure behavior caused by cutting roof caving and fracture of main roof, the displacement of roof and floor was about 190 mm, and the increment of roof subsidence was about 120 mm. In lagging working face of 60–120 m, the increment of roof and floor subsidence was about 40 mm, the displacement increment of roof was about 20 mm, the displacement rate of roof and floor reduced significantly due to the support of compacted broken expanded gangue to the fractured main roof. In lagging working face of 120∼200 m, the increment of roof and floor subsidence was about 20 mm, the increment of roof subsidence was about 10 mm, and then, the displacement curve of the roof and floor tends to be smooth gradually. When the deformation of roof and floor was stable, the maximum displacement of roof and floor was about 250 mm, the maximum subsidence of the roof was about 150 mm, and the maximum amount of floor heaving was 100 mm, which were in the small deformation range. The monitoring results show that the effect of retaining entry is good.Figure 13
Displacement curve of top and bottom plate.


### 5.2. On-Site Entry Retaining Effect

Pillarless mining with gob-side entry automatically retaining by roof cutting and pressure relief was carried out in the main transport trough of longwall panel 6302 in Baoshan Coal Mine. The bidirection energy cumulative blasting technology was used to presplit the roof near the working face, along with the mining of the working face, under the action of CRLD anchor cable and blocking-gangue support, the roof automatically collapsed along the presplitting cutting plane to form a gangue rib and support the main roof due to the broken expanding effect; the stress transfer between the entry roof and gob roof was also cutoff, and these greatly reduced the pressure from the gob. In the process of roof cutting and retaining entry, the damage degree of surrounding rock of entry was small, the whole was relatively intact, and the effect of entry retaining was good, which meet the requirements of entry reuse in the longwall panel 6303. The effect of retaining entry is shown in Figure14.Figure 14
Effect of on-site entry retaining.


## 5.1. Monitoring of Displacement of Entry Roof and Floor

The displacement curve of the roof and floor can be obtained from the field monitoring data, as shown in Figure13. It can be seen from the figure that with the advance of the working face, the roof and floor gradually deform. In lagging working face of 0–60 m, the displacement rate of roof and floor were the largest due to dynamic pressure behavior caused by cutting roof caving and fracture of main roof, the displacement of roof and floor was about 190 mm, and the increment of roof subsidence was about 120 mm. In lagging working face of 60–120 m, the increment of roof and floor subsidence was about 40 mm, the displacement increment of roof was about 20 mm, the displacement rate of roof and floor reduced significantly due to the support of compacted broken expanded gangue to the fractured main roof. In lagging working face of 120∼200 m, the increment of roof and floor subsidence was about 20 mm, the increment of roof subsidence was about 10 mm, and then, the displacement curve of the roof and floor tends to be smooth gradually. When the deformation of roof and floor was stable, the maximum displacement of roof and floor was about 250 mm, the maximum subsidence of the roof was about 150 mm, and the maximum amount of floor heaving was 100 mm, which were in the small deformation range. The monitoring results show that the effect of retaining entry is good.Figure 13
Displacement curve of top and bottom plate.


## 5.2. On-Site Entry Retaining Effect

Pillarless mining with gob-side entry automatically retaining by roof cutting and pressure relief was carried out in the main transport trough of longwall panel 6302 in Baoshan Coal Mine. The bidirection energy cumulative blasting technology was used to presplit the roof near the working face, along with the mining of the working face, under the action of CRLD anchor cable and blocking-gangue support, the roof automatically collapsed along the presplitting cutting plane to form a gangue rib and support the main roof due to the broken expanding effect; the stress transfer between the entry roof and gob roof was also cutoff, and these greatly reduced the pressure from the gob. In the process of roof cutting and retaining entry, the damage degree of surrounding rock of entry was small, the whole was relatively intact, and the effect of entry retaining was good, which meet the requirements of entry reuse in the longwall panel 6303. The effect of retaining entry is shown in Figure14.Figure 14
Effect of on-site entry retaining.


## 6. Conclusion

(1)
Under the condition of thin coal seam in Baoshan Coal Mine, the 110 mining method was adopted in longwall panel 6302, which mainly included CRLD anchor cable support technology, directional presplitting blasting technology, and blocking-gangue support technology; the technical parameters of these key technologies were made through theoretical analysis, engineering experience, and field test.(2)
Through the variation curve of the swelling coefficient with time and the advancing distance of the working face, the swelling law of the caved gangue duo to roof cutting and the movement law of the main roof were revealed.(3)
According to the field monitoring data, the entry deformation was small, and the entry retaining effect was good; the stress transfer between the entry roof and gob roof was cutoff, the periodic pressure of the main roof fracture and rotation was significantly weakened, the periodic pressure step distance was increased, and the periodic pressure strength of the main roof was also greatly reduced.(4)
The 110 mining method bring significant technical and social and economic benefits. The technology of pillarless mining with gob-side entry automatically retaining by roof cutting and pressure relief greatly improved the recovery rate of Baoshan coal mine. Due to the reuse of retaining entry, high cost and time consumption of half coal rock entry driving of entry driving was also greatly reduced, and the problem of tense mining replacement situation of mining was also solved. These provided valuable application results of economic, safe, and efficient recovery technology for coal resources mining in the future.



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*Source: 8228604-2021-10-19.xml*