# Application Study on Active Advanced Support Technology in Deep Roadway under Mine Goaf

Authors: Pengfei Jiang; Peng Xiao; Fanbao Meng; Suolin Jing; Jingkai Zhang; Ge Wang; Peng Zhao
Journal: Geofluids
 (2020)

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## Abstract

To solve the problems of the rapid advance of the working face was delayed by complicated working procedure and high labor intensity, and the severe damage of roof bolt (anchor cable) induced by advanced hydraulic support, the deformation characteristics of surrounding rock, and the supporting principle of grouting truss anchor cable were analyzed theoretically by taking the roadway of 3_(down) coal seams 2326# working face in Sanhekou coal mine as the research object; then, the mechanical model of supporting structure of roadway under goaf was established. Based on this model, the optimal supporting scheme was determined, and the active advanced support technology scheme of “advanced grouting truss anchor cable” was proposed to take the place of the existing single pillar. The deformation and failure characteristics of surrounding rock of the working face leading roadway were observed and analyzed on-site. Within the allowable range of reading error, the results showed that the maximum displacement of medium-deep base point and shallow base point of two roadways was 15.2 cm and 10.9 cm, respectively; the pressure value had a more obvious jump increase when the distance between each measuring point and the working face was about 35 m, which means the range is strongly affected by the advance mining, and the area affected by advanced mining was 35 m ahead of the working face. It was observed that the lowest position of roof separation development ranged from 0.71 m to 2.73 m. The separation layer was generally distributed in the range of 0.73 m-2.49 m, and the fracture area was roughly distributed in the range of 0.01 m-0.62 m. Under the condition of overlying goaf, there was a complete stress structure, which can meet the requirements of suspension support.


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## Body

## 1. Introduction

Due to the influence of the advanced abutment pressure and working face mining, the rock surrounding the mining roadway in the working face is easy to deform and destroy and the ground pressure behaviour is relatively strong, which has an adverse impact on the safety and efficient production of the mine [1–4]. At present, in addition to the active support mode in roadway excavation, the passive support mode is mainly the single support with Π-type steel beam and self-moving hydraulic support [5–6]. The former support method is simple, but the support strength is low and consumes more material [7–10]; the latter has high support strength and fast-moving speed, but it will damage the original support system of the roadway roof [11–15]. Many experts and scholars have done many works to solve the problem in the process of adopting the advanced support. Through theoretical analysis, FLAC3D numerical simulation, and field measurement, Chen et al. [16] revealed the distribution law of advance abutment pressure in fully mechanized top-coal caving face. Referring the characteristics of rockburst occurring immediately after the excavation of the tunnel, Bobet et al. [17] and others developed a kind of advanced support technology of actively controlling the rockburst based on the analysis of the rockburst process and mechanical mechanism of the tunnel. Wang et al. [18] put forward the critical technology for surrounding rock controlling of the mining roadway with high-stress mudstone roof by analyzing the failure characteristics, mechanical deformation mechanism, and instability reasons for mining roadway with high-stress mudstone roof. Also, some scholars [19–25] used FLAC3D to simulate and analyze the pressure of deep surrounding rock and its influence on advanced support, then put forward a new type of comprehensive mechanized driving roadway advanced support.However, the above research mainly focuses on the passive support mode, and there is less research on the implementation of active support in the mining roadway under the goaf. In this paper, 3_(down) coal seams 2326# working face mining roadway of Sanhekou coal mine as the research background, based on the roadway roof by the 3_(up) coal seam mining damage, the problem of a large amount of advanced support personnel, using theoretical analysis, field measurement and other means, studies the application of bolt grouting technology instead of advanced support in the advance roadway of working face. The original advanced support system is optimized to further reduce the labor intensity and advance support cost while ensuring the support strength.


## 2. The Engineering Situation

The underground position of 3_(down) coal seams 2326# working face of Sanhekou coal mine is located in the middle of No. 3 mining area of the mine, with F12~4 branch fault (∠70°,H=0~35 m) in the east, bu-5 fault (∠70°, H=0~20 m), three mining tracks and three mining belts in the south, and the intersection of FKT4 fault and f12-4 branch fault in the north. It is the lower coal seam of Shanxi formation 3 of the Permian system. The strike length of the working face is 973~992 m (average 982.5 m), dip length is 52~162 m (average 107 m), the area is 87685 m2, coal seam thickness is 3.1~4.1 m, and the average coal thickness is 3.4 m. The working face is low in the southwest and high in the northeast, and it is a monoclinic structure with an overall dip of 140° and a coal seam dip angle of 5° to 7° whose average value is 6°.The 3_(down) coal seams 2326# transport roadway is mainly used for coal transportation and return air of the working face which has a rectangular cross-section, and bolt mesh cable combined support. The net width of the roadway is 4 m, and the net height is 3.2~4.2 m. The direct roof is siltstone with the thickness of nearly 7.5 m, which is light gray and mainly consists of quartz and feldspar containing a large number of dark minerals; it is well sorted and has fractured, and the rock firmness coefficient (proctor hardness coefficient)f equals to 5.3. The direct bottom is the mudstone with a thickness of 2.15 m, which is light black and equipped with sandy and argillaceous structure with calcareous, and it is featured by uneven fracture, semihard, and integrity, and the rock firmness coefficient (proctor hardness coefficient) f equals to 4.2. The pressure on the roof and floor of the roadway is massive, and its deformation is severe, mainly manifested by floor heave. The roof of the water pouring section sinks, and there is no rockburst phenomenon (see Figure 1 for details).Figure 1
Comprehensive histogram of working face.


## 3. Failure Law of Surrounding Rock of Roadway under Goaf

### 3.1. Pilot Monitoring Program

To study the development characteristics of internal cracks of the rock surrounding the 3_(down) coal seams roadway, learn the stress distribution law of surrounding rock, and determine reasonable advanced grouting support design with high strength and low density, the following monitoring scheme is proposed:The in situ monitoring is mainly divided into three parts: the bolt (anchor cable) dynameter is used to monitor the stress of roof and sidewall; top plate separator is used to monitor the roof separation of material roadway and transportation roadway; borehole imager is arranged to monitor the development of the loose zone. The overall layout was shown in Figure2.Figure 2
Schematic diagram of measuring point location.The layout scheme of the bolt (anchor cable) dynameter was shown in Figure3; for the material roadway and transportation roadway, the first group of bolt (anchor cable) dynameter was arranged at 20 m away from the working face. After that, arrange total of 5 groups with a 20 m interval. Each group includes 2 bolt (anchor cable) dynameters, which were, respectively, arranged at the roof and the side of the roadway grade line which close to coal mass.Figure 3
Layout of bolt (anchor cable) dynameter along the roadway.The layout scheme of the top plate separator was shown in Figure4; in the material roadway and transportation roadway, the first top plate separator was arranged on the roof at 20 m away from the working face, with a total of 5 for each roadway.Figure 4
Arrangement of measuring points of top plate separator.
(a)
Layout of top plate separator along the roadway(b)
Layout section of top plate separatorThe layout scheme of the borehole imager was shown in Figure5; due to the same geological conditions of material roadway and transportation roadway, combining with site construction and equipment placement, it was decided to arrange peeping boreholes in the material roadway for construction and observation. In the material roadway, the first group of peeping hole was arranged at 10 m away from the working face after stopping coal mining. Then, arrange a total of 5 groups with a 10 m interval. Each group of peeping boreholes (on the same section) includes two boreholes; they were, respectively, arranged at the roof and the side of the roadway grade which closes to coal mass, and the drilling depth is 5.5 m.Figure 5
Arrangement of borehole observation points.
(a)
Layout of borehole imager along the roadway(b)
Layout section of borehole imager


### 3.2. Analysis of Monitoring Data

#### 3.2.1. Analysis of Bolt (Anchor Cable) Dynameter Data

The relationship between the dynameter pressure value and the distance to the working face was shown in Figures6 and 7 by analyzing the data of anchor cable dynameter pressure: the average peak pressure value of anchor cable dynameter in the material roadway was 123.8 kN, and the average pressure increase value was 57.25 kN. The changing trend of pressure value measured at each measuring point of the material roadway was roughly same. The average peak pressure of dynameter in the transportation roadway was 177.5 kN, and the average pressure increase was 52.5 kN. After the preload was applied, the pressure values of the two roadways’ dynameter had a significant change within the range of 75 m, which can be considered as the obvious area affected by the advance mining pressure of the working face; according to the pressure data, when the distance between the working face and each measuring point was about 35 m, the pressure value had a more obvious jump-type increase. The roof in this range is strongly affected by the mining.Figure 6
Relationship between pressure value of dynameter in material roadway and distance from working face.
(a)(b)Figure 7
Relationship between the pressure value of dynameter in transportation roadway and the distance from the working face.
(a)(b)By analyzing the data of bolt dynameter pressure, the average peak pressure value of sidewall bolt in the material roadway is 30 kN, and the average pressure increase value is 11.75 kN. The changing trend of pressure value measured at each measuring point of the material roadway was roughly the same. The average peak pressure of sidewall bolt in transport roadway was 36.5 kN, and the average pressure increase is 27.5 kN. After the preload was applied, the pressure had a significant change within the range of 75 m, which can be considered as the obvious area affected by the advance mining pressure of the working face; according to the pressure data, when the distance between each measuring point and the working face was about 31 m, the pressure value had a more obvious jump-type increase. The surrounding rock in this range was strongly affected by the mining.Based on the analysis above, the maximum value was chosen and the area with the severe influence of mining was considered as 35 m ahead of the working face.


#### 3.2.2. Data Analysis of Top Plate Separator

According to the analysis of monitoring data (as shown in Figure8), the maximum displacement of the deep base point and the shallow base point was 15.2 cm and 10.9 cm, respectively, within the allowable range of reading error in the transportation roadway. The distance between the 5# measuring point of transportation roadway and the working face is the farthest, and the time affected by mining was the longest. When it was about 29 m away from the working face, the monitoring data of the roof separation instrument showed that the displacement increased sharply, which indicated that the roof was seriously affected by the process of mining. It can be considered that the affected scope of transportation roadway by mining was about 29 m ahead of the working face; the 1# measuring point of material roadway was 20 m away from the working face, and the monitoring data increased in the type of step jump. The reason may be that the initial layout was in the area affected strongly by the mining, and there were faults between measuring points 1# and 2# and working face. According to the monitoring data of 3#, 4#, and 5# measuring points, the displacement increases by leaps and bounds at the maximum distance of 31 m away from the working face. It can be considered that the scope of the material roadway affected by mining was about 31 m ahead of the working face.Figure 8
Relationship between the pressure value of dynameter and the distance from the working face.
(a)(b)


#### 3.2.3. Development Characteristics of Surrounding Rock’s Loose Zone

The structure and stress state of roadway surrounding rock directly affect the support performance. If we can understand the development characteristics of pore and fracture of the surrounding rock (roof and sidewall) more clearly, it would be of guiding significance for the selection and evaluation of the support scheme of coal mine field. The instrument used in this experiment is an RBIT-30 borehole imager (as shown in Figure9) which can observe the distribution of structural and cracks on the roof and sidewall and provide the basis of determining the reasonable length of supporting bolt.Figure 9
RBIT-30 borehole imager.To fully understand the information of borehole, the borehole peep video, borehole expansion map, and histogram were analyzed. This paper summarized and analyzed the development characteristics of rock fractures in each borehole and selected some representative screenshots (as shown in Figure10) for explanation. According to the characteristics of fracture development and fracture, the roof strata can be divided into crushing zone, absciss layer zone, fissure development zone, and intact zone.Figure 10
Distribution law of cracks in roof strata (3# drill hole).According to the analysis of the observation results (as shown in Table1), the lowest position of the roof separation layer range is 0.71 m, the highest position is 2.73 m, and the roof separation layer was generally distributed in the roof ranging from 0.73 m to 2.49 m. The crushing zone was generally distributed in the range of 0.01 m to 0.62 m. According to the analysis results above, the distribution diagram of the roof separation layer can be drawn (as shown in Figure 11).Table 1
Observation results of RBIT-30 borehole imager.
Crushing zoneAbsciss layer zoneFissure development zone1#0.05~0.26 m0.95~1.14 m0.35~0.48 m2#0.01~0.18 m0.73~0.85 m0.42~0.55 m3#0.42~0.62 m1.98~2.11 m2.34~2.45 m4#0.21~0.46 m1.75~1.83 m0.51~0.65 m5#0.12~0.38 m2.26~2.49 m0.44~0.59 m、2.53~2.78 mFigure 11
Schematic diagram of distribution range of roof separation development area.


### 3.3. Comparative Analysis of Numerical Simulation

The spatial position of the mining roadway of the 3_(down) coal seams 2326# working face and goaf of 3_(up) coal seams is staggered. Therefore, the bearing stress of different sections of the mining roadway was different, which leads to the difference between roadway deformation and failure. It is necessary to study and analyze the deformation characteristics of the mining roadway to provide a theoretical basis for optimizing the support schemes.


#### 3.3.1. Establishment of Numerical Simulation Model

The influence range of the stress is about 3~5 times of the roadway width after driving. Based on combining with the actual production of the coal mine, the model size was finally selected asX×Y×Z=160m×60m×60m. To reduce the error caused by grid division, the length-width ratio of the grid was limited to be no more than 5. The zones’ size far away from the roadway was about 1 m, and the size of the area close to the roadway and the excavation area was 0.5 m. The grid densification was carried out for the critical research area. The model (as shown in Figure 12) consists of 96000 zones and 115356 Gps. A compensation load of 5.91 MPa was applied to the top of the model to simulate the gravity of overlying strata, and sxx=syy=10.64 MPa. The bottom of the model was restrained to move in vertical direction, and the profile was restrained to move in horizontal direction. The initial displacement in each direction is 0.Figure 12
Numerical simulation model of mining roadway.


#### 3.3.2. Stress-Strain Field under Goaf

To analyze the deformation and failure of the roadways and provide partition design for roadway support, numerical simulation was carried out on the stress field (as shown in Figure13) and the distribution of elastic-plastic zone (as shown in Figure 14) around the roadway at different positions under the goaf of working face. The simulation results showed that a pressure-relief zone was formed directly below the goaf after it became stable; the stress concentration was apparent and formed a high-stress area extending downward at the coal side of the mining roadway on both sides. The influence range of both sides was about 30 m in the horizontal direction of 3_(up) coal seam under the third floor. When the roadway was located in the high-stress area, the bearing load was immense, and plastic deformation and failure all happened at the roof and both sides. The stress of the roadway roof was greater than that of the lower side and floor of the roadway. When the roadway was located in the transition range of pressure-relief zone and pressure-rise zone, the elastoplastic deformation of surrounding rock was small. The support strength can be reduced appropriately compared with the roadway in the high-stress area.Figure 13
The vertical stress field of strata after the above-gob area in stabilization.Figure 14
Distribution of elastic-plastic zone in surrounding rock of mining roadway.By analyzing the field monitoring data, the range of the separation of roadway roof was summarized to determine the reasonable length of anchor cable. At the same time, the scope of the painful area of advance influence of the working face was clarified to determine the reasonable support range. With the help of the numerical simulation software, the plastic failure zone of roadways at different positions under the goaf working face was studied to determine the reasonable support density. In a word, the previous study provided a scientific basis to determine the reasonable scheme of advanced support.


## 3.1. Pilot Monitoring Program

To study the development characteristics of internal cracks of the rock surrounding the 3_(down) coal seams roadway, learn the stress distribution law of surrounding rock, and determine reasonable advanced grouting support design with high strength and low density, the following monitoring scheme is proposed:The in situ monitoring is mainly divided into three parts: the bolt (anchor cable) dynameter is used to monitor the stress of roof and sidewall; top plate separator is used to monitor the roof separation of material roadway and transportation roadway; borehole imager is arranged to monitor the development of the loose zone. The overall layout was shown in Figure2.Figure 2
Schematic diagram of measuring point location.The layout scheme of the bolt (anchor cable) dynameter was shown in Figure3; for the material roadway and transportation roadway, the first group of bolt (anchor cable) dynameter was arranged at 20 m away from the working face. After that, arrange total of 5 groups with a 20 m interval. Each group includes 2 bolt (anchor cable) dynameters, which were, respectively, arranged at the roof and the side of the roadway grade line which close to coal mass.Figure 3
Layout of bolt (anchor cable) dynameter along the roadway.The layout scheme of the top plate separator was shown in Figure4; in the material roadway and transportation roadway, the first top plate separator was arranged on the roof at 20 m away from the working face, with a total of 5 for each roadway.Figure 4
Arrangement of measuring points of top plate separator.
(a)
Layout of top plate separator along the roadway(b)
Layout section of top plate separatorThe layout scheme of the borehole imager was shown in Figure5; due to the same geological conditions of material roadway and transportation roadway, combining with site construction and equipment placement, it was decided to arrange peeping boreholes in the material roadway for construction and observation. In the material roadway, the first group of peeping hole was arranged at 10 m away from the working face after stopping coal mining. Then, arrange a total of 5 groups with a 10 m interval. Each group of peeping boreholes (on the same section) includes two boreholes; they were, respectively, arranged at the roof and the side of the roadway grade which closes to coal mass, and the drilling depth is 5.5 m.Figure 5
Arrangement of borehole observation points.
(a)
Layout of borehole imager along the roadway(b)
Layout section of borehole imager


## 3.2. Analysis of Monitoring Data

### 3.2.1. Analysis of Bolt (Anchor Cable) Dynameter Data

The relationship between the dynameter pressure value and the distance to the working face was shown in Figures6 and 7 by analyzing the data of anchor cable dynameter pressure: the average peak pressure value of anchor cable dynameter in the material roadway was 123.8 kN, and the average pressure increase value was 57.25 kN. The changing trend of pressure value measured at each measuring point of the material roadway was roughly same. The average peak pressure of dynameter in the transportation roadway was 177.5 kN, and the average pressure increase was 52.5 kN. After the preload was applied, the pressure values of the two roadways’ dynameter had a significant change within the range of 75 m, which can be considered as the obvious area affected by the advance mining pressure of the working face; according to the pressure data, when the distance between the working face and each measuring point was about 35 m, the pressure value had a more obvious jump-type increase. The roof in this range is strongly affected by the mining.Figure 6
Relationship between pressure value of dynameter in material roadway and distance from working face.
(a)(b)Figure 7
Relationship between the pressure value of dynameter in transportation roadway and the distance from the working face.
(a)(b)By analyzing the data of bolt dynameter pressure, the average peak pressure value of sidewall bolt in the material roadway is 30 kN, and the average pressure increase value is 11.75 kN. The changing trend of pressure value measured at each measuring point of the material roadway was roughly the same. The average peak pressure of sidewall bolt in transport roadway was 36.5 kN, and the average pressure increase is 27.5 kN. After the preload was applied, the pressure had a significant change within the range of 75 m, which can be considered as the obvious area affected by the advance mining pressure of the working face; according to the pressure data, when the distance between each measuring point and the working face was about 31 m, the pressure value had a more obvious jump-type increase. The surrounding rock in this range was strongly affected by the mining.Based on the analysis above, the maximum value was chosen and the area with the severe influence of mining was considered as 35 m ahead of the working face.


### 3.2.2. Data Analysis of Top Plate Separator

According to the analysis of monitoring data (as shown in Figure8), the maximum displacement of the deep base point and the shallow base point was 15.2 cm and 10.9 cm, respectively, within the allowable range of reading error in the transportation roadway. The distance between the 5# measuring point of transportation roadway and the working face is the farthest, and the time affected by mining was the longest. When it was about 29 m away from the working face, the monitoring data of the roof separation instrument showed that the displacement increased sharply, which indicated that the roof was seriously affected by the process of mining. It can be considered that the affected scope of transportation roadway by mining was about 29 m ahead of the working face; the 1# measuring point of material roadway was 20 m away from the working face, and the monitoring data increased in the type of step jump. The reason may be that the initial layout was in the area affected strongly by the mining, and there were faults between measuring points 1# and 2# and working face. According to the monitoring data of 3#, 4#, and 5# measuring points, the displacement increases by leaps and bounds at the maximum distance of 31 m away from the working face. It can be considered that the scope of the material roadway affected by mining was about 31 m ahead of the working face.Figure 8
Relationship between the pressure value of dynameter and the distance from the working face.
(a)(b)


### 3.2.3. Development Characteristics of Surrounding Rock’s Loose Zone

The structure and stress state of roadway surrounding rock directly affect the support performance. If we can understand the development characteristics of pore and fracture of the surrounding rock (roof and sidewall) more clearly, it would be of guiding significance for the selection and evaluation of the support scheme of coal mine field. The instrument used in this experiment is an RBIT-30 borehole imager (as shown in Figure9) which can observe the distribution of structural and cracks on the roof and sidewall and provide the basis of determining the reasonable length of supporting bolt.Figure 9
RBIT-30 borehole imager.To fully understand the information of borehole, the borehole peep video, borehole expansion map, and histogram were analyzed. This paper summarized and analyzed the development characteristics of rock fractures in each borehole and selected some representative screenshots (as shown in Figure10) for explanation. According to the characteristics of fracture development and fracture, the roof strata can be divided into crushing zone, absciss layer zone, fissure development zone, and intact zone.Figure 10
Distribution law of cracks in roof strata (3# drill hole).According to the analysis of the observation results (as shown in Table1), the lowest position of the roof separation layer range is 0.71 m, the highest position is 2.73 m, and the roof separation layer was generally distributed in the roof ranging from 0.73 m to 2.49 m. The crushing zone was generally distributed in the range of 0.01 m to 0.62 m. According to the analysis results above, the distribution diagram of the roof separation layer can be drawn (as shown in Figure 11).Table 1
Observation results of RBIT-30 borehole imager.
Crushing zoneAbsciss layer zoneFissure development zone1#0.05~0.26 m0.95~1.14 m0.35~0.48 m2#0.01~0.18 m0.73~0.85 m0.42~0.55 m3#0.42~0.62 m1.98~2.11 m2.34~2.45 m4#0.21~0.46 m1.75~1.83 m0.51~0.65 m5#0.12~0.38 m2.26~2.49 m0.44~0.59 m、2.53~2.78 mFigure 11
Schematic diagram of distribution range of roof separation development area.


## 3.2.1. Analysis of Bolt (Anchor Cable) Dynameter Data

The relationship between the dynameter pressure value and the distance to the working face was shown in Figures6 and 7 by analyzing the data of anchor cable dynameter pressure: the average peak pressure value of anchor cable dynameter in the material roadway was 123.8 kN, and the average pressure increase value was 57.25 kN. The changing trend of pressure value measured at each measuring point of the material roadway was roughly same. The average peak pressure of dynameter in the transportation roadway was 177.5 kN, and the average pressure increase was 52.5 kN. After the preload was applied, the pressure values of the two roadways’ dynameter had a significant change within the range of 75 m, which can be considered as the obvious area affected by the advance mining pressure of the working face; according to the pressure data, when the distance between the working face and each measuring point was about 35 m, the pressure value had a more obvious jump-type increase. The roof in this range is strongly affected by the mining.Figure 6
Relationship between pressure value of dynameter in material roadway and distance from working face.
(a)(b)Figure 7
Relationship between the pressure value of dynameter in transportation roadway and the distance from the working face.
(a)(b)By analyzing the data of bolt dynameter pressure, the average peak pressure value of sidewall bolt in the material roadway is 30 kN, and the average pressure increase value is 11.75 kN. The changing trend of pressure value measured at each measuring point of the material roadway was roughly the same. The average peak pressure of sidewall bolt in transport roadway was 36.5 kN, and the average pressure increase is 27.5 kN. After the preload was applied, the pressure had a significant change within the range of 75 m, which can be considered as the obvious area affected by the advance mining pressure of the working face; according to the pressure data, when the distance between each measuring point and the working face was about 31 m, the pressure value had a more obvious jump-type increase. The surrounding rock in this range was strongly affected by the mining.Based on the analysis above, the maximum value was chosen and the area with the severe influence of mining was considered as 35 m ahead of the working face.


## 3.2.2. Data Analysis of Top Plate Separator

According to the analysis of monitoring data (as shown in Figure8), the maximum displacement of the deep base point and the shallow base point was 15.2 cm and 10.9 cm, respectively, within the allowable range of reading error in the transportation roadway. The distance between the 5# measuring point of transportation roadway and the working face is the farthest, and the time affected by mining was the longest. When it was about 29 m away from the working face, the monitoring data of the roof separation instrument showed that the displacement increased sharply, which indicated that the roof was seriously affected by the process of mining. It can be considered that the affected scope of transportation roadway by mining was about 29 m ahead of the working face; the 1# measuring point of material roadway was 20 m away from the working face, and the monitoring data increased in the type of step jump. The reason may be that the initial layout was in the area affected strongly by the mining, and there were faults between measuring points 1# and 2# and working face. According to the monitoring data of 3#, 4#, and 5# measuring points, the displacement increases by leaps and bounds at the maximum distance of 31 m away from the working face. It can be considered that the scope of the material roadway affected by mining was about 31 m ahead of the working face.Figure 8
Relationship between the pressure value of dynameter and the distance from the working face.
(a)(b)


## 3.2.3. Development Characteristics of Surrounding Rock’s Loose Zone

The structure and stress state of roadway surrounding rock directly affect the support performance. If we can understand the development characteristics of pore and fracture of the surrounding rock (roof and sidewall) more clearly, it would be of guiding significance for the selection and evaluation of the support scheme of coal mine field. The instrument used in this experiment is an RBIT-30 borehole imager (as shown in Figure9) which can observe the distribution of structural and cracks on the roof and sidewall and provide the basis of determining the reasonable length of supporting bolt.Figure 9
RBIT-30 borehole imager.To fully understand the information of borehole, the borehole peep video, borehole expansion map, and histogram were analyzed. This paper summarized and analyzed the development characteristics of rock fractures in each borehole and selected some representative screenshots (as shown in Figure10) for explanation. According to the characteristics of fracture development and fracture, the roof strata can be divided into crushing zone, absciss layer zone, fissure development zone, and intact zone.Figure 10
Distribution law of cracks in roof strata (3# drill hole).According to the analysis of the observation results (as shown in Table1), the lowest position of the roof separation layer range is 0.71 m, the highest position is 2.73 m, and the roof separation layer was generally distributed in the roof ranging from 0.73 m to 2.49 m. The crushing zone was generally distributed in the range of 0.01 m to 0.62 m. According to the analysis results above, the distribution diagram of the roof separation layer can be drawn (as shown in Figure 11).Table 1
Observation results of RBIT-30 borehole imager.
Crushing zoneAbsciss layer zoneFissure development zone1#0.05~0.26 m0.95~1.14 m0.35~0.48 m2#0.01~0.18 m0.73~0.85 m0.42~0.55 m3#0.42~0.62 m1.98~2.11 m2.34~2.45 m4#0.21~0.46 m1.75~1.83 m0.51~0.65 m5#0.12~0.38 m2.26~2.49 m0.44~0.59 m、2.53~2.78 mFigure 11
Schematic diagram of distribution range of roof separation development area.


## 3.3. Comparative Analysis of Numerical Simulation

The spatial position of the mining roadway of the 3_(down) coal seams 2326# working face and goaf of 3_(up) coal seams is staggered. Therefore, the bearing stress of different sections of the mining roadway was different, which leads to the difference between roadway deformation and failure. It is necessary to study and analyze the deformation characteristics of the mining roadway to provide a theoretical basis for optimizing the support schemes.


### 3.3.1. Establishment of Numerical Simulation Model

The influence range of the stress is about 3~5 times of the roadway width after driving. Based on combining with the actual production of the coal mine, the model size was finally selected asX×Y×Z=160m×60m×60m. To reduce the error caused by grid division, the length-width ratio of the grid was limited to be no more than 5. The zones’ size far away from the roadway was about 1 m, and the size of the area close to the roadway and the excavation area was 0.5 m. The grid densification was carried out for the critical research area. The model (as shown in Figure 12) consists of 96000 zones and 115356 Gps. A compensation load of 5.91 MPa was applied to the top of the model to simulate the gravity of overlying strata, and sxx=syy=10.64 MPa. The bottom of the model was restrained to move in vertical direction, and the profile was restrained to move in horizontal direction. The initial displacement in each direction is 0.Figure 12
Numerical simulation model of mining roadway.


### 3.3.2. Stress-Strain Field under Goaf

To analyze the deformation and failure of the roadways and provide partition design for roadway support, numerical simulation was carried out on the stress field (as shown in Figure13) and the distribution of elastic-plastic zone (as shown in Figure 14) around the roadway at different positions under the goaf of working face. The simulation results showed that a pressure-relief zone was formed directly below the goaf after it became stable; the stress concentration was apparent and formed a high-stress area extending downward at the coal side of the mining roadway on both sides. The influence range of both sides was about 30 m in the horizontal direction of 3_(up) coal seam under the third floor. When the roadway was located in the high-stress area, the bearing load was immense, and plastic deformation and failure all happened at the roof and both sides. The stress of the roadway roof was greater than that of the lower side and floor of the roadway. When the roadway was located in the transition range of pressure-relief zone and pressure-rise zone, the elastoplastic deformation of surrounding rock was small. The support strength can be reduced appropriately compared with the roadway in the high-stress area.Figure 13
The vertical stress field of strata after the above-gob area in stabilization.Figure 14
Distribution of elastic-plastic zone in surrounding rock of mining roadway.By analyzing the field monitoring data, the range of the separation of roadway roof was summarized to determine the reasonable length of anchor cable. At the same time, the scope of the painful area of advance influence of the working face was clarified to determine the reasonable support range. With the help of the numerical simulation software, the plastic failure zone of roadways at different positions under the goaf working face was studied to determine the reasonable support density. In a word, the previous study provided a scientific basis to determine the reasonable scheme of advanced support.


## 3.3.1. Establishment of Numerical Simulation Model

The influence range of the stress is about 3~5 times of the roadway width after driving. Based on combining with the actual production of the coal mine, the model size was finally selected asX×Y×Z=160m×60m×60m. To reduce the error caused by grid division, the length-width ratio of the grid was limited to be no more than 5. The zones’ size far away from the roadway was about 1 m, and the size of the area close to the roadway and the excavation area was 0.5 m. The grid densification was carried out for the critical research area. The model (as shown in Figure 12) consists of 96000 zones and 115356 Gps. A compensation load of 5.91 MPa was applied to the top of the model to simulate the gravity of overlying strata, and sxx=syy=10.64 MPa. The bottom of the model was restrained to move in vertical direction, and the profile was restrained to move in horizontal direction. The initial displacement in each direction is 0.Figure 12
Numerical simulation model of mining roadway.


## 3.3.2. Stress-Strain Field under Goaf

To analyze the deformation and failure of the roadways and provide partition design for roadway support, numerical simulation was carried out on the stress field (as shown in Figure13) and the distribution of elastic-plastic zone (as shown in Figure 14) around the roadway at different positions under the goaf of working face. The simulation results showed that a pressure-relief zone was formed directly below the goaf after it became stable; the stress concentration was apparent and formed a high-stress area extending downward at the coal side of the mining roadway on both sides. The influence range of both sides was about 30 m in the horizontal direction of 3_(up) coal seam under the third floor. When the roadway was located in the high-stress area, the bearing load was immense, and plastic deformation and failure all happened at the roof and both sides. The stress of the roadway roof was greater than that of the lower side and floor of the roadway. When the roadway was located in the transition range of pressure-relief zone and pressure-rise zone, the elastoplastic deformation of surrounding rock was small. The support strength can be reduced appropriately compared with the roadway in the high-stress area.Figure 13
The vertical stress field of strata after the above-gob area in stabilization.Figure 14
Distribution of elastic-plastic zone in surrounding rock of mining roadway.By analyzing the field monitoring data, the range of the separation of roadway roof was summarized to determine the reasonable length of anchor cable. At the same time, the scope of the painful area of advance influence of the working face was clarified to determine the reasonable support range. With the help of the numerical simulation software, the plastic failure zone of roadways at different positions under the goaf working face was studied to determine the reasonable support density. In a word, the previous study provided a scientific basis to determine the reasonable scheme of advanced support.


## 4. Advance Support Technology of Truss Anchor Cable

Based on the geological conditions of the Sanhekou coal mine and the pressure characteristics of surrounding rock under the influence of overlying goaf, combining with the roadway surrounding rock support control the regulations in “Coalmine Safe Protocol”. The reinforcement and restoration control scheme of Sanhekou coal mine with high prestressed truss anchor cable as the core was established.


### 4.1. Working Mechanism of Truss Anchor Cable Advanced Support

High prestressed truss anchor support structure (as shown in Figures15 and 16) is a kind of prestressed support structure that can provide extrusion stress in the horizontal and vertical direction of the roadway roof. It overcomes the defect of single anchor cable support incapable of providing horizontal tension force so that the coal and rock in the anchorage area are in a multidimensional extrusion state. The structure can provide active support force in the horizontal and vertical direction at the same time, and the increase of tensile stress and support force with the roof deformation effectively reduces the maximum tensile stress of coal and rock mass in the middle of the roadway, while the strength and deformation resistance of coal and rock mass are improved. Besides, the steel strand in the structure is in line contact with the roof, the load on the steel strand can be continuously transmitted, and a high pretension can be easily applied. The supporting range is extensive, and the stress state of the loose broken roof is sound. During bending and sinking of the roof, the anchor points of two sides of the truss structure move inward and the stress increases slowly so that the supporting structure is not easy to fail; its locking structure can control the further deformation of the roof and prevent the fateful roof fall accident.Figure 15
Schematic diagram of truss anchor cable support structure.Figure 16
Schematic diagram of high-strength pretightening steel strand bracket.


### 4.2. Advance Support Design

Due to the influence of pillar supporting pressure in goaf, the roof of 3_(down) coal seam 2326# working face exists zonal failure and deformation. Therefore, the support control process of the surrounding rock of roadway was divided into two stages as follows according to the spatial position relative relationship between the goaf pillar of 3_(up) coal seam and the two roadways in 3_(down) coal seam.


#### 4.2.1. Stage I

When the roadway was located in the distressed zone, the combined support form which consists of the single-unit grouting anchor cable, two1×7 strands of high strength and low-relaxation prestressed steel strand with a diameter of 17.8×4000 mm, anchor mesh, and truss anchor cable (without grouting) was adopted to the material and transportation roadways at the distance of 0~35 m from the working face. Among them, the single grouting anchor cable was reinforced by a 1×8-strand middle hole grouting anchor cable in each row, the specification was Φ21.8×6600 mm, and the spacing between rows was 1800 mm; the truss anchor cable adopted two 1 × 8 strands of high strength and low-relaxation prestressed steel strand with a diameter of 21.8×6600 mm, the drilling depth and hole diameter were 6400 mm and 28 mm, respectively, and the angle between the anchor cable drilling hole and the vertical roof line was 15°. For two 1×7 strands of high strength and low-relaxation prestressed steel strands, the diameter was 17.8×4000 mm, the spacing was 150 mm, and preload was 25 kN. The pretightening force of the anchor cable was 150 kN, and the drum tray with the specification of 300×300×16 mm was adopted. The grouting point was 30-50 m ahead of the working face. Grouting shall be carried out twice with an interval of 10 to 15 minutes. The first grouting shall be stopped when a large amount of slurry leakage begins. The grouting materials are cement, accelerator, and other mixed materials. During grouting, the pressure was determined to be 2 MPa.


#### 4.2.2. Stage II

When the roadway was located in the stress concentration zone, the combined support form which consists of single-unit grouting anchor cable, two1×7 strands of high strength and low relaxation prestressed steel strand with a diameter of 17.8×4000 mm, anchor mesh, and grouting truss anchor cable was adopted to the material and transportation roadways at the distance of 0~35 m from the working face. Among them, the single grouting anchor cable was reinforced by two 1×8 strands of medium hole grouting anchor cables with the specification of Φ21.8×6600 mm, and the spacing between rows was set as 1200×1800 mm; the grouting truss anchor cable adopted two 1×8 strands of high strength and low-relaxation prestressed middle hole grouting anchor cables with the diameter of 21.8×6600 mm, the drilling depth of 6400 mm, the diameter of 28 mm, and the angle between the anchor cable drilling hole and the roof vertical line was 15°. For two 1×7 strands of high strength and low relaxation prestressed steel strands, the diameter was 17.8×4000 mm, the spacing was 150 mm, and the preload was 25 kN. The pretightening force of the anchor cable was 150 kN, and the 300×300×16 mm high strength drum tray was used (see Figure 17 for details).Figure 17
Schematic diagram of advanced support scheme design.
(a)
Section diagram of advanced support(b)
Unfolding drawing of advanced support


### 4.3. Strength Check of Advanced Support

According to the original advanced support scheme of 3_(down) coal seam 2326# working face in Sanhekou coal mine, the minimum support resistance per unit area and the maximum support resistance were 150 kN and 195 kN, respectively.According to the advanced support scheme of working face at stage I, the mechanical model of the support structure was constructed (as shown in Figure18), and the support resistance per unit area was obtained as follows:
(1)P=kF1+2cosθa×b,Figure 18
Mechanical model of support structure in stage I.wherep—support resistance per unit area, kN/m2; F—broken load of grouting anchor cable, 530 kN; k—safety factor, taken as 0.8; a—roadway width, m; b—spacing between anchor cables of truss, m; θ—the angle between truss anchor cable and vertical roof line, taken as 30°.The support resistance per unit area was 160.89 kN/m2, which was more than 150 kN/m2 and met the support requirements.According to the advanced support scheme at stage II, the mechanical model of the support structure was constructed (as shown in Figure19), and the support resistance per unit area was obtained as follows:
(2)P=2kF1+cosθa×b,Figure 19
Mechanical model of support structure in stage II.wherep—support resistance per unit area, kN/m2; F—broken load of grouting anchor cable, 530 kN; k—safety factor, taking 0.8; a—working face width, m; b—spacing between anchor cables of truss, m; θ—the angle between truss anchor cable and vertical roof line, 30°.The support resistance per unit area was 219.78 kN/m2, which was more than 195 kN/m2 and met the support requirements.


## 4.1. Working Mechanism of Truss Anchor Cable Advanced Support

High prestressed truss anchor support structure (as shown in Figures15 and 16) is a kind of prestressed support structure that can provide extrusion stress in the horizontal and vertical direction of the roadway roof. It overcomes the defect of single anchor cable support incapable of providing horizontal tension force so that the coal and rock in the anchorage area are in a multidimensional extrusion state. The structure can provide active support force in the horizontal and vertical direction at the same time, and the increase of tensile stress and support force with the roof deformation effectively reduces the maximum tensile stress of coal and rock mass in the middle of the roadway, while the strength and deformation resistance of coal and rock mass are improved. Besides, the steel strand in the structure is in line contact with the roof, the load on the steel strand can be continuously transmitted, and a high pretension can be easily applied. The supporting range is extensive, and the stress state of the loose broken roof is sound. During bending and sinking of the roof, the anchor points of two sides of the truss structure move inward and the stress increases slowly so that the supporting structure is not easy to fail; its locking structure can control the further deformation of the roof and prevent the fateful roof fall accident.Figure 15
Schematic diagram of truss anchor cable support structure.Figure 16
Schematic diagram of high-strength pretightening steel strand bracket.


## 4.2. Advance Support Design

Due to the influence of pillar supporting pressure in goaf, the roof of 3_(down) coal seam 2326# working face exists zonal failure and deformation. Therefore, the support control process of the surrounding rock of roadway was divided into two stages as follows according to the spatial position relative relationship between the goaf pillar of 3_(up) coal seam and the two roadways in 3_(down) coal seam.


### 4.2.1. Stage I

When the roadway was located in the distressed zone, the combined support form which consists of the single-unit grouting anchor cable, two1×7 strands of high strength and low-relaxation prestressed steel strand with a diameter of 17.8×4000 mm, anchor mesh, and truss anchor cable (without grouting) was adopted to the material and transportation roadways at the distance of 0~35 m from the working face. Among them, the single grouting anchor cable was reinforced by a 1×8-strand middle hole grouting anchor cable in each row, the specification was Φ21.8×6600 mm, and the spacing between rows was 1800 mm; the truss anchor cable adopted two 1 × 8 strands of high strength and low-relaxation prestressed steel strand with a diameter of 21.8×6600 mm, the drilling depth and hole diameter were 6400 mm and 28 mm, respectively, and the angle between the anchor cable drilling hole and the vertical roof line was 15°. For two 1×7 strands of high strength and low-relaxation prestressed steel strands, the diameter was 17.8×4000 mm, the spacing was 150 mm, and preload was 25 kN. The pretightening force of the anchor cable was 150 kN, and the drum tray with the specification of 300×300×16 mm was adopted. The grouting point was 30-50 m ahead of the working face. Grouting shall be carried out twice with an interval of 10 to 15 minutes. The first grouting shall be stopped when a large amount of slurry leakage begins. The grouting materials are cement, accelerator, and other mixed materials. During grouting, the pressure was determined to be 2 MPa.


### 4.2.2. Stage II

When the roadway was located in the stress concentration zone, the combined support form which consists of single-unit grouting anchor cable, two1×7 strands of high strength and low relaxation prestressed steel strand with a diameter of 17.8×4000 mm, anchor mesh, and grouting truss anchor cable was adopted to the material and transportation roadways at the distance of 0~35 m from the working face. Among them, the single grouting anchor cable was reinforced by two 1×8 strands of medium hole grouting anchor cables with the specification of Φ21.8×6600 mm, and the spacing between rows was set as 1200×1800 mm; the grouting truss anchor cable adopted two 1×8 strands of high strength and low-relaxation prestressed middle hole grouting anchor cables with the diameter of 21.8×6600 mm, the drilling depth of 6400 mm, the diameter of 28 mm, and the angle between the anchor cable drilling hole and the roof vertical line was 15°. For two 1×7 strands of high strength and low relaxation prestressed steel strands, the diameter was 17.8×4000 mm, the spacing was 150 mm, and the preload was 25 kN. The pretightening force of the anchor cable was 150 kN, and the 300×300×16 mm high strength drum tray was used (see Figure 17 for details).Figure 17
Schematic diagram of advanced support scheme design.
(a)
Section diagram of advanced support(b)
Unfolding drawing of advanced support


## 4.2.1. Stage I

When the roadway was located in the distressed zone, the combined support form which consists of the single-unit grouting anchor cable, two1×7 strands of high strength and low-relaxation prestressed steel strand with a diameter of 17.8×4000 mm, anchor mesh, and truss anchor cable (without grouting) was adopted to the material and transportation roadways at the distance of 0~35 m from the working face. Among them, the single grouting anchor cable was reinforced by a 1×8-strand middle hole grouting anchor cable in each row, the specification was Φ21.8×6600 mm, and the spacing between rows was 1800 mm; the truss anchor cable adopted two 1 × 8 strands of high strength and low-relaxation prestressed steel strand with a diameter of 21.8×6600 mm, the drilling depth and hole diameter were 6400 mm and 28 mm, respectively, and the angle between the anchor cable drilling hole and the vertical roof line was 15°. For two 1×7 strands of high strength and low-relaxation prestressed steel strands, the diameter was 17.8×4000 mm, the spacing was 150 mm, and preload was 25 kN. The pretightening force of the anchor cable was 150 kN, and the drum tray with the specification of 300×300×16 mm was adopted. The grouting point was 30-50 m ahead of the working face. Grouting shall be carried out twice with an interval of 10 to 15 minutes. The first grouting shall be stopped when a large amount of slurry leakage begins. The grouting materials are cement, accelerator, and other mixed materials. During grouting, the pressure was determined to be 2 MPa.


## 4.2.2. Stage II

When the roadway was located in the stress concentration zone, the combined support form which consists of single-unit grouting anchor cable, two1×7 strands of high strength and low relaxation prestressed steel strand with a diameter of 17.8×4000 mm, anchor mesh, and grouting truss anchor cable was adopted to the material and transportation roadways at the distance of 0~35 m from the working face. Among them, the single grouting anchor cable was reinforced by two 1×8 strands of medium hole grouting anchor cables with the specification of Φ21.8×6600 mm, and the spacing between rows was set as 1200×1800 mm; the grouting truss anchor cable adopted two 1×8 strands of high strength and low-relaxation prestressed middle hole grouting anchor cables with the diameter of 21.8×6600 mm, the drilling depth of 6400 mm, the diameter of 28 mm, and the angle between the anchor cable drilling hole and the roof vertical line was 15°. For two 1×7 strands of high strength and low relaxation prestressed steel strands, the diameter was 17.8×4000 mm, the spacing was 150 mm, and the preload was 25 kN. The pretightening force of the anchor cable was 150 kN, and the 300×300×16 mm high strength drum tray was used (see Figure 17 for details).Figure 17
Schematic diagram of advanced support scheme design.
(a)
Section diagram of advanced support(b)
Unfolding drawing of advanced support


## 4.3. Strength Check of Advanced Support

According to the original advanced support scheme of 3_(down) coal seam 2326# working face in Sanhekou coal mine, the minimum support resistance per unit area and the maximum support resistance were 150 kN and 195 kN, respectively.According to the advanced support scheme of working face at stage I, the mechanical model of the support structure was constructed (as shown in Figure18), and the support resistance per unit area was obtained as follows:
(1)P=kF1+2cosθa×b,Figure 18
Mechanical model of support structure in stage I.wherep—support resistance per unit area, kN/m2; F—broken load of grouting anchor cable, 530 kN; k—safety factor, taken as 0.8; a—roadway width, m; b—spacing between anchor cables of truss, m; θ—the angle between truss anchor cable and vertical roof line, taken as 30°.The support resistance per unit area was 160.89 kN/m2, which was more than 150 kN/m2 and met the support requirements.According to the advanced support scheme at stage II, the mechanical model of the support structure was constructed (as shown in Figure19), and the support resistance per unit area was obtained as follows:
(2)P=2kF1+cosθa×b,Figure 19
Mechanical model of support structure in stage II.wherep—support resistance per unit area, kN/m2; F—broken load of grouting anchor cable, 530 kN; k—safety factor, taking 0.8; a—working face width, m; b—spacing between anchor cables of truss, m; θ—the angle between truss anchor cable and vertical roof line, 30°.The support resistance per unit area was 219.78 kN/m2, which was more than 195 kN/m2 and met the support requirements.


## 5. Conclusion

(1)
After analyzing the supporting principle of prestressed truss grouting anchor cable, it can be indicated that the structure overcomes the defect of the single anchor cable support incapable of providing the horizontal tension force so that the coal and rock mass in the anchorage zone were always in a multidimensional compression state. This structure can provide active support force in the horizontal and vertical direction at the same time, and the tensile stress and support force increased with the roof deforming, which effectively reduced the maximum tensile stress of coal and rock mass in the middle of the roadway and improved the strength and deformation resistance of coal and rock mass. Besides, the steel strand in the structure was in line contact with the roof, the load on the steel strand can be continuously transmitted, and a high pretension can be easily applied. The supporting range is extensive, and the stress state of the loose broken roof is sound(2)
By observing and analyzing the deformation and failure characteristics of advanced roadway in working face, it can be concluded within the allowable range of reading error; the maximum displacement of medium-deep base point and shallow base point of two roadways was 15.2 cm and 10.9 cm, respectively; the pressure value has a more obvious jump-type increase when the distance between each measuring point and the working face was about 35 m, which means the range was strongly affected by the advance mining, and the area affected by the advance mining was 35 m ahead of the working face; the lowest position of roof separation was 0.71 m, and the highest was 2.73 m. The overall distribution of roof separation ranged from 0.73 m to 2.49 m. The fracture zone was generally distributed in the range of 0.01 m-0.62 m(3)
After grouting with grouting anchor cable, the joints and fissures in the roof were filled with slurry, which increased the integrity and bearing capacity of the roof. At the same time, the advanced monomer hydraulic prop was cancelled so that the mining time and the labor intensity were reduced and the coal mine production efficiency was improved



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*Source: 8865238-2020-11-24.xml*