# Research on Deformation Mechanisms of a High Geostress Soft Rock Roadway and Double-Shell Grouting Technology

Authors: Fengnian Wang; Shizhuang Chen; Pan Gao; Zhibiao Guo; Zhigang Tao
Journal: Geofluids
 (2021)

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## Abstract

In this study, the deformation characteristics and mechanical properties of coal and rock mass in the S2N5 working face of the Xiaokang coal mine are analyzed to address the problem of large deformation of soft rocks with high in situ stress surrounding roadways. Through a newly developed grouting pipe, a double-shell grouting technology, consisting of low-pressure grouting and high-pressure split grouting, is proposed for the Xiaokang coal mine. In addition, the effect of grouting is evaluated by borehole peeping and deformation monitoring. The results show that the double-shell grouting technology can effectively improve the overall mechanical properties of the surrounding coal and rock mass, preventing the large deformation and failure of the roadway. This technology can be useful when analyzing and preventing large deformation of soft rock roadways.


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## Body

## 1. Introduction

Controlling the soft rock strata surrounding roadways is important when conducting mining activities [1, 2]. To control the large deformation of soft rock roadways, it has become necessary to support them with bolt/cable + steel mesh + shotcrete technology [3, 4]. However, bolts and anchor cables could not play a full role because of insufficient anchoring force in soft rock, and grouting reinforcement is an effective method to control the deformation of roadway surrounding rock [5, 6]. Grouting reinforcement technology is an indispensable part of the support design for tunnels with high ground stress and complex geological conditions [7]. Grouting reinforcement technology can effectively improve the mechanical properties and integrity of broken surrounding rock. At the same time, grouting reinforcement can prevent the surrounding rock from becoming unstable and also prevent its damage and failure during mining [8]. There have been many studies on the mechanism and control of large deformation of roadways in soft rock with high in situ stress.Li. et al. analyzed the failure mechanism of a large span intersection through numerical simulation and proposed a double-bolt control technology to effectively control the deformation of the surrounding rock in roadways [9]. Li. et al. proposed a coupling support technology consisting of a high-toughness sealing layer + hollow grouting cables + full-length anchoring bolts in deep boreholes to effectively control the large deformation of roadways [10]. Fangtian et al. implemented a whole section anchor–grouting reinforcement technology in a coal mine based on a double-shell anchor–grouting reinforcement mechanism to control the deformation of the rock surrounding a roadway [11]. Wang et al. put forward the concept of “high strength, integrity, and decompression” based on the large deformation mechanism of soft rock surrounding a roadway and developed a confined concrete (CC) support system, which was verified by field tests [12]. Chen et al. proposed a whole section double arch synergy reinforcement technology of “sprayed concrete + grouting + anchor bolt + anchor cable” to control the deformation of inclined shaft in soft surrounding rock [13]. Zhang et al. proposed a grouting material with low cost and high density for the reinforcement of large-scale floor cracks; the optimal proportion of constituents for the new grouting material (including 1% foaming agent) was 40% of cement, 30% of clay, and 30% of fly ash [14]. Yang et al. put forward a new grouting method based on the CFD-DEM coupling principle; one typical subgrade section in the Shanghai–Nanjing intercity railway was used to simulate the grouting process and the diffusion mechanism of the slurry at the microlevel [15].This study mainly analyzes the mechanism of large deformation occurring in roadways surrounded by soft rock with high geostress and the reinforcement of soft broken coal rock mass using inorganic grouting material. Modified coal and rock mass can be effectively reinforced in a roadway surrounded by rock using double-shell grouting technology (low-pressure grouting in shallow surrounding rock and high-pressure split grouting technology in deep surrounding rock) to enhance the strength and the deformation resistance of the surrounding rock under mining activity. The field application of double-shell grouting technology is achieved using a newly developed grouting conduit and good results are obtained.


## 2. Field Overview

### 2.1. Engineering Background

The Xiaokang coal mine is located in Kangping County, Shenyang City, Liaoning Province, China, as shown in Figure1(a). It is 40 km away from Shenyang City. The mine area is 28.99 m2, and the output is 270 Wt/a. There are no hydrological characteristics of large rivers in the mine area. The structure of the Xiaokang coal mine is influenced by the second subsidence zone of the Neocathaysian system and the Yinshan zonal structural zone of the Tianshan Mountains, where tension-torsion normal faults are well-developed. The sliding structure of the mine has multilevel sliding surfaces and small faults in the oil shale on the roof of the coal seam. In addition, the widespread development of gravity sliding structures in the Xiaokang coal mine has destroyed the integrity of the coal roof and increased the mine pressure.Figure 1
General situation of the Xiaokang coal mine. (a) Geographical location of the Xiaokang coal mine. (b) Coal seam of S2N5.
(a)(b)The maximum buried depth of the coal seam in the S2N5 working face is 585 m, and the coal seam inclination is generally 3° ~6°. The length of the mining area is 1061.5 m, and the width is 200 m as shown in Figure2. The average thickness of the coal seam is about 7.52 m as shown in Figure 1(b). The adjacent working face S2N3 was mined in 1994 with a small pillar 6 m away from the S2N5 area as shown in Figure 2. Affected by the S2DF32H fault, the roadway deformation in the working face is obvious and the stability of the roadway is difficult to control. Therefore, near the DF12 fault, grouting reinforcement is proposed to control the deformation of S2N5’s ventilation roadway.Figure 2
Basic situation of the S2N5 working face.


### 2.2. Original Support Design of the S2N5 Tunnel

The problem of implementing an adequate support system has been restricting the development of the Xiaokang coal mine [16]. A series of reforms have been carried out on the selection of an appropriate roadway support section, the supporting material of the arch frame, and the anchor cable as shown in Table 1.Table 1
Development of the support system in the Xiaokang coal mine.
Supporting designParametersSectionSteel archBolts and anchor cablesIt can be seen from Table1 that the supporting methods selected for the Xiaokang coal mine have become increasingly more complex and that the support strength has gotten increasingly higher. At present, the roadway in the Xiaokang coal mine has adopted a compound lining structure. The initial support consists of bolts (2.4 m) and anchor cables (7.3 m). The row spacing between bolts is 800mm×600mm and anchor cables is 1600mm×1200 mm. The diameter of mining roadway in the S2N5 working face is 4.6 m. Comprehensive mechanized caving mining technology is adopted with a mining height of 3.8 m, and the height of caving mining is 3.72 m. The secondary lining is composed of steel arch (U36) and shotcrete (28 mm) as shown in Figure 3. However, the mining roadway, which has had a long service period and a complex engineering-geological environment, still needs to be improved to achieve normal production of the mine.Figure 3
Support design of the ventilation roadway of S2N5.


## 2.1. Engineering Background

The Xiaokang coal mine is located in Kangping County, Shenyang City, Liaoning Province, China, as shown in Figure1(a). It is 40 km away from Shenyang City. The mine area is 28.99 m2, and the output is 270 Wt/a. There are no hydrological characteristics of large rivers in the mine area. The structure of the Xiaokang coal mine is influenced by the second subsidence zone of the Neocathaysian system and the Yinshan zonal structural zone of the Tianshan Mountains, where tension-torsion normal faults are well-developed. The sliding structure of the mine has multilevel sliding surfaces and small faults in the oil shale on the roof of the coal seam. In addition, the widespread development of gravity sliding structures in the Xiaokang coal mine has destroyed the integrity of the coal roof and increased the mine pressure.Figure 1
General situation of the Xiaokang coal mine. (a) Geographical location of the Xiaokang coal mine. (b) Coal seam of S2N5.
(a)(b)The maximum buried depth of the coal seam in the S2N5 working face is 585 m, and the coal seam inclination is generally 3° ~6°. The length of the mining area is 1061.5 m, and the width is 200 m as shown in Figure2. The average thickness of the coal seam is about 7.52 m as shown in Figure 1(b). The adjacent working face S2N3 was mined in 1994 with a small pillar 6 m away from the S2N5 area as shown in Figure 2. Affected by the S2DF32H fault, the roadway deformation in the working face is obvious and the stability of the roadway is difficult to control. Therefore, near the DF12 fault, grouting reinforcement is proposed to control the deformation of S2N5’s ventilation roadway.Figure 2
Basic situation of the S2N5 working face.


## 2.2. Original Support Design of the S2N5 Tunnel

The problem of implementing an adequate support system has been restricting the development of the Xiaokang coal mine [16]. A series of reforms have been carried out on the selection of an appropriate roadway support section, the supporting material of the arch frame, and the anchor cable as shown in Table 1.Table 1
Development of the support system in the Xiaokang coal mine.
Supporting designParametersSectionSteel archBolts and anchor cablesIt can be seen from Table1 that the supporting methods selected for the Xiaokang coal mine have become increasingly more complex and that the support strength has gotten increasingly higher. At present, the roadway in the Xiaokang coal mine has adopted a compound lining structure. The initial support consists of bolts (2.4 m) and anchor cables (7.3 m). The row spacing between bolts is 800mm×600mm and anchor cables is 1600mm×1200 mm. The diameter of mining roadway in the S2N5 working face is 4.6 m. Comprehensive mechanized caving mining technology is adopted with a mining height of 3.8 m, and the height of caving mining is 3.72 m. The secondary lining is composed of steel arch (U36) and shotcrete (28 mm) as shown in Figure 3. However, the mining roadway, which has had a long service period and a complex engineering-geological environment, still needs to be improved to achieve normal production of the mine.Figure 3
Support design of the ventilation roadway of S2N5.


## 3. Failure Characteristics and Mechanism of the Surrounding Rock

### 3.1. Failure Characteristics of the Surrounding Rock

Observations of the deformation of the rock surrounding the roadway at the S2N5 working face show that the influence range of the advance working face is up to 200 m. The zoning statistics of the influence area of the working face are as follows.(1)
Abutment pressure affects damage zone I (0-20 m). The roadway is seriously affected by the mining pressure of the working face. Under mining pressure, the roadway section shrinks overall, and the bottom heave phenomenon is particularly obvious. The arch frame of the roadway needed to be dismantled and repaired twice to achieve normal production as shown in Figure4(a)(2)
Abutment pressure affects damage zone II (20-75 m). The roadway shows the rheological properties of soft rock, and the support structure shrinks overall. The plastic zone is far beyond the control depth of the support structure as shown in Figure4(b).(3)
Abutment pressure affects damage zone III (75-120 m). The pressure around the roadway causes the support structure to shrink overall under pressure. Because the support structure does not have certain pressure relief characteristics, the U36 arch frame presents different shapes of yielding states, such as folding, bending, and falling off(4)
Abutment pressure affects the IV area (120-200 m). As the strength of surrounding rock is not coupled with the strength of support body, the failure of roadway starts from a certain point, which is mainly manifested in the form of falling blocks of shotcrete, bending deformation of the steel arch, and the failure of the anchors in the shallow surrounding rockFigure 4
Failure phenomenon of the S2N5 working face.
(a)(b)(c)(d)


### 3.2. Failure Mechanism of the Surrounding Rock in S2N5

#### 3.2.1. Low Strength of the Surrounding Rock

The roof of the roadway in the S2N5 working face is mainly composed of coal and shale, and the floor is composed of sandy mudstone. In the laboratory, the strengths of the roof, floor, and coal were tested using the rock strength test system shown in Figure5. The strength parameters are shown in Table 2. The strengths of the coal, shale, and sandy mudstone are 14.20 MPa, 19.70 MPa, and 17.71 MPa, respectively. The surrounding rock belongs to the typical three-soft coal seam, which has low compressive strength, poor stability, and poor load-bearing capacity [17–20]. In the process of coal mining, areas of stress expansion and collapse of the surrounding rock easily occur due to the concentrated stress in the surrounding rock. The low strength of the rock mass surrounding the roadway is the main cause of the large deformation of the roadway.Figure 5
Rock strength testing system.Table 2
Physical and mechanical parameters of the surrounding rock.
No.LithologyTensile strength (MPa)Friction angle (°)Poisson’s ratioCohesion (MPa)Compressive strength (MPa)Elastic modulus (GPa)1Coal0.6447.200.112.3514.205.8 × 1032Shale0.7933.600.124.2819.706.3 × 1033Mudstone1.3247.700.181.5217.718.8 × 103


#### 3.2.2. Clay Minerals and Microstructure

The rock mineral content and the clay mineral relative content were tested using an X-ray diffractometer, and the results are shown in Tables3 and 4:Table 3
Mineral content of the surrounding rock.
LithologyMineral content (%)QuartzFeldsparAnorthoseCalciteDolomiteSideritePyriteKaoliniteClay mineralMudstone47.51.85.0/////45.7Shale29.30.82.612.1/14.71.0/39.5Table 4
Clay mineral relative content of the surrounding rock.
LithologyClay mineral relative content (%)Mixed layer than (%)SI/SItKaoCC/SI/SC/SMudstone/5815198/40/Shale/581230//50/S: smectite; I/S: illite-smectite layer-mixed; It: illite; K: kaolinite; C: chlorite; C/S: chlorite -smectite layer-mixed.It can be seen from Table3 that the clay content of the bottom sandy mudstone is 45.7%, and the illite-smectite layer-mixed clay mineral is the main component with a content of 58%, followed by kaolinite (19%) and illite (15%). The shale clay composition of the roof is 39.5%, and the main constituents of the clay are the illite-smectite layer-mixed content (58%) followed by kaolinite (30%) and illite (12%). Both the imonite mixed layer and the kaolinite show strong hydrophilicity and easily soften and disintegrate in contact with water. After the excavation of the working face, the surrounding rock encounters water and wind, causing significant expansion in the soft rock, which leads to the destruction of the soft rock. This is another cause of the floor heave and roof failure.SEM (scanning electron microscopy) shows that the shale surface is smoother after magnification of 36 times perpendicular to the bedding direction. After magnification by 27740 times, it is found that the shale surface has curved flaky illite and imonite mixed layer, clay minerals, fine clastic particles, and microholes as shown in Figure6(a). The parallel bedding direction shows the directional distribution of thin-bedded illite and imonite mixed layers, and there are some biofossil fragments and micropores in the shale, which is also one of the reasons for the high oil content of the shale, as shown in Figure 6(b). Extremely well-developed horizontal and vertical cracks penetrate the coal body as shown in Figure 6(c), which is the main reason for the low strength of the coal body. The mudstone has a thin layer with a flocculent structure, as shown in Figure 6(d). Due to its high clay content, the structure of mudstone is relatively loose.Figure 6
SEM of surrounding rock. (a, b) SEM of mudstone. (c, d) SEM of shale.
(a)(b)(c)(d)


#### 3.2.3. Measurement of the Geostress

We conducted on-site measurements of the geostress on the working face. The results show that the S2 mining area is dominated by horizontal tectonic stress, with a maximum value of 22.76 MPa, which is 1.22 times the self-weight stress. The direction of the maximum horizontal principal stress is east-west (EW). The angle between the direction of the roadway and the maximum stress is greater than 70°, which is also one of the reasons for the large deformation of the roadway.The analysis above shows that the strength values of the surrounding rock are all lower than 20 MPa, which shows that it is a typical soft rock. Although the maximum horizontal principal stress is only 12.05 MPa, the strength-to-stress ratio is about 3, and the coal and rock mass are in a state of high in situ stress. However, due to the high content of clay in the roof and bottom and the developmental cracks, which become the main channels to conduct water under certain conditions, the strength of the surrounding rock is greatly reduced after encountering water. In addition, in the original support plan, although the anchor cable ofφ28.6 was used, the initial pretightening force was only 175 kN. The tension test of the anchor cable shows that the pretightening force is only 150 kN, but the anchoring force can reach 380 kN after field testing. This shows that the anchor cable with the low pretension cannot mobilize the stress of the deep surrounding rock. The short anchor bolt and the long anchor cable with low pretension cannot form a stress overlap, and their stress-bearing arch strengths are low and not enough to resist the strong mining activity. The U36 circular arch is used as the last line of defense against the deformation of the soft rock roadway. Its rigidity is high, but it cannot be adapted to the rheological characteristics of the soft rock. The rheological properties of the bottom argillaceous siltstone after encountering water and the nonuniformly distributed load under the deviator stress caused by roof engineering leading to obvious asymmetric deformation, finally causing the metal shed to be destroyed first from the bottom heave and then successively form severe shrinkage and deformation, resulting in complete instability.


## 3.1. Failure Characteristics of the Surrounding Rock

Observations of the deformation of the rock surrounding the roadway at the S2N5 working face show that the influence range of the advance working face is up to 200 m. The zoning statistics of the influence area of the working face are as follows.(1)
Abutment pressure affects damage zone I (0-20 m). The roadway is seriously affected by the mining pressure of the working face. Under mining pressure, the roadway section shrinks overall, and the bottom heave phenomenon is particularly obvious. The arch frame of the roadway needed to be dismantled and repaired twice to achieve normal production as shown in Figure4(a)(2)
Abutment pressure affects damage zone II (20-75 m). The roadway shows the rheological properties of soft rock, and the support structure shrinks overall. The plastic zone is far beyond the control depth of the support structure as shown in Figure4(b).(3)
Abutment pressure affects damage zone III (75-120 m). The pressure around the roadway causes the support structure to shrink overall under pressure. Because the support structure does not have certain pressure relief characteristics, the U36 arch frame presents different shapes of yielding states, such as folding, bending, and falling off(4)
Abutment pressure affects the IV area (120-200 m). As the strength of surrounding rock is not coupled with the strength of support body, the failure of roadway starts from a certain point, which is mainly manifested in the form of falling blocks of shotcrete, bending deformation of the steel arch, and the failure of the anchors in the shallow surrounding rockFigure 4
Failure phenomenon of the S2N5 working face.
(a)(b)(c)(d)


## 3.2. Failure Mechanism of the Surrounding Rock in S2N5

### 3.2.1. Low Strength of the Surrounding Rock

The roof of the roadway in the S2N5 working face is mainly composed of coal and shale, and the floor is composed of sandy mudstone. In the laboratory, the strengths of the roof, floor, and coal were tested using the rock strength test system shown in Figure5. The strength parameters are shown in Table 2. The strengths of the coal, shale, and sandy mudstone are 14.20 MPa, 19.70 MPa, and 17.71 MPa, respectively. The surrounding rock belongs to the typical three-soft coal seam, which has low compressive strength, poor stability, and poor load-bearing capacity [17–20]. In the process of coal mining, areas of stress expansion and collapse of the surrounding rock easily occur due to the concentrated stress in the surrounding rock. The low strength of the rock mass surrounding the roadway is the main cause of the large deformation of the roadway.Figure 5
Rock strength testing system.Table 2
Physical and mechanical parameters of the surrounding rock.
No.LithologyTensile strength (MPa)Friction angle (°)Poisson’s ratioCohesion (MPa)Compressive strength (MPa)Elastic modulus (GPa)1Coal0.6447.200.112.3514.205.8 × 1032Shale0.7933.600.124.2819.706.3 × 1033Mudstone1.3247.700.181.5217.718.8 × 103


### 3.2.2. Clay Minerals and Microstructure

The rock mineral content and the clay mineral relative content were tested using an X-ray diffractometer, and the results are shown in Tables3 and 4:Table 3
Mineral content of the surrounding rock.
LithologyMineral content (%)QuartzFeldsparAnorthoseCalciteDolomiteSideritePyriteKaoliniteClay mineralMudstone47.51.85.0/////45.7Shale29.30.82.612.1/14.71.0/39.5Table 4
Clay mineral relative content of the surrounding rock.
LithologyClay mineral relative content (%)Mixed layer than (%)SI/SItKaoCC/SI/SC/SMudstone/5815198/40/Shale/581230//50/S: smectite; I/S: illite-smectite layer-mixed; It: illite; K: kaolinite; C: chlorite; C/S: chlorite -smectite layer-mixed.It can be seen from Table3 that the clay content of the bottom sandy mudstone is 45.7%, and the illite-smectite layer-mixed clay mineral is the main component with a content of 58%, followed by kaolinite (19%) and illite (15%). The shale clay composition of the roof is 39.5%, and the main constituents of the clay are the illite-smectite layer-mixed content (58%) followed by kaolinite (30%) and illite (12%). Both the imonite mixed layer and the kaolinite show strong hydrophilicity and easily soften and disintegrate in contact with water. After the excavation of the working face, the surrounding rock encounters water and wind, causing significant expansion in the soft rock, which leads to the destruction of the soft rock. This is another cause of the floor heave and roof failure.SEM (scanning electron microscopy) shows that the shale surface is smoother after magnification of 36 times perpendicular to the bedding direction. After magnification by 27740 times, it is found that the shale surface has curved flaky illite and imonite mixed layer, clay minerals, fine clastic particles, and microholes as shown in Figure6(a). The parallel bedding direction shows the directional distribution of thin-bedded illite and imonite mixed layers, and there are some biofossil fragments and micropores in the shale, which is also one of the reasons for the high oil content of the shale, as shown in Figure 6(b). Extremely well-developed horizontal and vertical cracks penetrate the coal body as shown in Figure 6(c), which is the main reason for the low strength of the coal body. The mudstone has a thin layer with a flocculent structure, as shown in Figure 6(d). Due to its high clay content, the structure of mudstone is relatively loose.Figure 6
SEM of surrounding rock. (a, b) SEM of mudstone. (c, d) SEM of shale.
(a)(b)(c)(d)


### 3.2.3. Measurement of the Geostress

We conducted on-site measurements of the geostress on the working face. The results show that the S2 mining area is dominated by horizontal tectonic stress, with a maximum value of 22.76 MPa, which is 1.22 times the self-weight stress. The direction of the maximum horizontal principal stress is east-west (EW). The angle between the direction of the roadway and the maximum stress is greater than 70°, which is also one of the reasons for the large deformation of the roadway.The analysis above shows that the strength values of the surrounding rock are all lower than 20 MPa, which shows that it is a typical soft rock. Although the maximum horizontal principal stress is only 12.05 MPa, the strength-to-stress ratio is about 3, and the coal and rock mass are in a state of high in situ stress. However, due to the high content of clay in the roof and bottom and the developmental cracks, which become the main channels to conduct water under certain conditions, the strength of the surrounding rock is greatly reduced after encountering water. In addition, in the original support plan, although the anchor cable ofφ28.6 was used, the initial pretightening force was only 175 kN. The tension test of the anchor cable shows that the pretightening force is only 150 kN, but the anchoring force can reach 380 kN after field testing. This shows that the anchor cable with the low pretension cannot mobilize the stress of the deep surrounding rock. The short anchor bolt and the long anchor cable with low pretension cannot form a stress overlap, and their stress-bearing arch strengths are low and not enough to resist the strong mining activity. The U36 circular arch is used as the last line of defense against the deformation of the soft rock roadway. Its rigidity is high, but it cannot be adapted to the rheological characteristics of the soft rock. The rheological properties of the bottom argillaceous siltstone after encountering water and the nonuniformly distributed load under the deviator stress caused by roof engineering leading to obvious asymmetric deformation, finally causing the metal shed to be destroyed first from the bottom heave and then successively form severe shrinkage and deformation, resulting in complete instability.


## 3.2.1. Low Strength of the Surrounding Rock

The roof of the roadway in the S2N5 working face is mainly composed of coal and shale, and the floor is composed of sandy mudstone. In the laboratory, the strengths of the roof, floor, and coal were tested using the rock strength test system shown in Figure5. The strength parameters are shown in Table 2. The strengths of the coal, shale, and sandy mudstone are 14.20 MPa, 19.70 MPa, and 17.71 MPa, respectively. The surrounding rock belongs to the typical three-soft coal seam, which has low compressive strength, poor stability, and poor load-bearing capacity [17–20]. In the process of coal mining, areas of stress expansion and collapse of the surrounding rock easily occur due to the concentrated stress in the surrounding rock. The low strength of the rock mass surrounding the roadway is the main cause of the large deformation of the roadway.Figure 5
Rock strength testing system.Table 2
Physical and mechanical parameters of the surrounding rock.
No.LithologyTensile strength (MPa)Friction angle (°)Poisson’s ratioCohesion (MPa)Compressive strength (MPa)Elastic modulus (GPa)1Coal0.6447.200.112.3514.205.8 × 1032Shale0.7933.600.124.2819.706.3 × 1033Mudstone1.3247.700.181.5217.718.8 × 103


## 3.2.2. Clay Minerals and Microstructure

The rock mineral content and the clay mineral relative content were tested using an X-ray diffractometer, and the results are shown in Tables3 and 4:Table 3
Mineral content of the surrounding rock.
LithologyMineral content (%)QuartzFeldsparAnorthoseCalciteDolomiteSideritePyriteKaoliniteClay mineralMudstone47.51.85.0/////45.7Shale29.30.82.612.1/14.71.0/39.5Table 4
Clay mineral relative content of the surrounding rock.
LithologyClay mineral relative content (%)Mixed layer than (%)SI/SItKaoCC/SI/SC/SMudstone/5815198/40/Shale/581230//50/S: smectite; I/S: illite-smectite layer-mixed; It: illite; K: kaolinite; C: chlorite; C/S: chlorite -smectite layer-mixed.It can be seen from Table3 that the clay content of the bottom sandy mudstone is 45.7%, and the illite-smectite layer-mixed clay mineral is the main component with a content of 58%, followed by kaolinite (19%) and illite (15%). The shale clay composition of the roof is 39.5%, and the main constituents of the clay are the illite-smectite layer-mixed content (58%) followed by kaolinite (30%) and illite (12%). Both the imonite mixed layer and the kaolinite show strong hydrophilicity and easily soften and disintegrate in contact with water. After the excavation of the working face, the surrounding rock encounters water and wind, causing significant expansion in the soft rock, which leads to the destruction of the soft rock. This is another cause of the floor heave and roof failure.SEM (scanning electron microscopy) shows that the shale surface is smoother after magnification of 36 times perpendicular to the bedding direction. After magnification by 27740 times, it is found that the shale surface has curved flaky illite and imonite mixed layer, clay minerals, fine clastic particles, and microholes as shown in Figure6(a). The parallel bedding direction shows the directional distribution of thin-bedded illite and imonite mixed layers, and there are some biofossil fragments and micropores in the shale, which is also one of the reasons for the high oil content of the shale, as shown in Figure 6(b). Extremely well-developed horizontal and vertical cracks penetrate the coal body as shown in Figure 6(c), which is the main reason for the low strength of the coal body. The mudstone has a thin layer with a flocculent structure, as shown in Figure 6(d). Due to its high clay content, the structure of mudstone is relatively loose.Figure 6
SEM of surrounding rock. (a, b) SEM of mudstone. (c, d) SEM of shale.
(a)(b)(c)(d)


## 3.2.3. Measurement of the Geostress

We conducted on-site measurements of the geostress on the working face. The results show that the S2 mining area is dominated by horizontal tectonic stress, with a maximum value of 22.76 MPa, which is 1.22 times the self-weight stress. The direction of the maximum horizontal principal stress is east-west (EW). The angle between the direction of the roadway and the maximum stress is greater than 70°, which is also one of the reasons for the large deformation of the roadway.The analysis above shows that the strength values of the surrounding rock are all lower than 20 MPa, which shows that it is a typical soft rock. Although the maximum horizontal principal stress is only 12.05 MPa, the strength-to-stress ratio is about 3, and the coal and rock mass are in a state of high in situ stress. However, due to the high content of clay in the roof and bottom and the developmental cracks, which become the main channels to conduct water under certain conditions, the strength of the surrounding rock is greatly reduced after encountering water. In addition, in the original support plan, although the anchor cable ofφ28.6 was used, the initial pretightening force was only 175 kN. The tension test of the anchor cable shows that the pretightening force is only 150 kN, but the anchoring force can reach 380 kN after field testing. This shows that the anchor cable with the low pretension cannot mobilize the stress of the deep surrounding rock. The short anchor bolt and the long anchor cable with low pretension cannot form a stress overlap, and their stress-bearing arch strengths are low and not enough to resist the strong mining activity. The U36 circular arch is used as the last line of defense against the deformation of the soft rock roadway. Its rigidity is high, but it cannot be adapted to the rheological characteristics of the soft rock. The rheological properties of the bottom argillaceous siltstone after encountering water and the nonuniformly distributed load under the deviator stress caused by roof engineering leading to obvious asymmetric deformation, finally causing the metal shed to be destroyed first from the bottom heave and then successively form severe shrinkage and deformation, resulting in complete instability.


## 4. Double-Shell Grouting Technology

Grouting and reinforcement of broken coal and rock mass can improve the mechanical properties of the weak structural surface and increase the cohesive force and internal friction angle of the broken coal and rock mass [21]. The cementation effect of the grouting material can increase the internal relative displacement resistance between the discontinuous blocks of broken coal and rock mass, thereby improving the overall stability and integrity of the surrounding rock [22]. In addition, grouting materials can penetrate the fissures of the surrounding rock to form a skeleton bearing structure, improve the residual strength of the crushed surrounding rock, and give full play to the self-stability of the coal and rock mass [23].According to the engineering geological conditions of Xiaokang Coal Mine, the concept of double-shell grouting is proposed, namely, shallow low-pressure grouting and deep high-pressure split grouting, as shown in Figure7(a). In addition, considering that the length of the initial supporting anchor cable is 7.3 m, it is hoped that the internal grouting can be carried out on the surrounding rock within its range without damaging the anchor section of the anchor cable. The grouting is carried out as follows:(1)
A large amount of grouting material is poured into the coal body so that a harder thin plate is formed in the shallow coal body to resist the deformation of the surrounding rock. At the same time, it also provides an isolation layer for the high-pressure fracturing grouting(2)
Compared with the shallow surrounding rock, the deep surrounding rock has fewer fissure channels. High-pressure fracturing grouting technology can inject the grouting material into the surrounding rock along its structural plane to improve the cohesion (c) and friction angle (φ) of the coal mass as shown in Figure 7(b). At the same time, a fissure framework is formed inside the coal body to further enhance the coal body’s ability to resist deformationFigure 7
Double-shell grouting reinforcement mechanism.Grouting technology is widely used in surrounding rock reinforcement [24]. Cement materials have the characteristics of low cost and good performance and are commonly used to manage soft rock roadways in coal mines [25]. In the Xiaokang coal mine, the deformation of the soft rock roadway before mining was about 300 mm, which was able to stay steady. In addition, a large number of cracks were detected in the surrounding rock by borehole visitation. Therefore, P.O52.5 concrete was chosen as the grouting material. In order to fill the cracks in the coal and rock mass, an expansion agent which accounts for about 0.4% of the total composition is specially added. The volume expansion rate of the grouting material is about 0.43%, the final setting time is 70 minutes, and the final strength is not less than 30 MPa. The mechanical properties of the grouting materials are shown in Table 5.Table 5
Physical and mechanical properties of grouting materials.
1Initial grouting time2018.6.20Water: solid0.52 : 12Cement and admixturesCement (92%)Admixtures (8%)P.O 52.5Water reducing agentBentoniteAcceleratorExpansive agentOther2.00.40.25.00.43Physical and mechanical properties of grouting materialsLiquid viscosityLiquid timeSoftening plasticity timeHardening plastic timeFinal setting timeInflation rateBulk densityCompressive strength/s/min%g/cm3MPa37.26402020700.431.75>30


### 4.1. Low-Pressure Grouting Technology

To prevent the grouting material from leaking, the surrounding rock was sprayed with 3 ~ 5 cm of thick concrete. Then, holes with a diameter of 75 mm and a depth of 2.0 m and 8.0 m were drilled in the shallow and deep surrounding rock. The detailed grouting process is shown in Figure8. The on-site grouting process is shown in Figures 9(a), 9(b), and 9(d). A newly developed grouting pipe with a length of 1.8 m and an outer diameter of 75 mm as shown in Figure 9(c) was installed as shown in Figure 9(e).Figure 8
Grouting process and control standards.Figure 9
On-site grouting process and a newly developed grouting pipe installation method.
(a)(b)(c)(d)(e)


### 4.2. High-Pressure Split Grouting Technology

Split grouting technology uses high-pressure grouting pumps to split the surrounding rock along the bedding or weak surfaces. By injecting thick slurry into the fissures, the surrounding rock is compacted and the strength of the surrounding rock is increased. The grouting flow rate should be kept at 20 L/min as much as possible. If the flow rate is too small, it will cause the slurry to condense in the equipment and pipelines, and the flow rate will be prone to slurry leakage. Since the grout enters the initial setting state in about 40 minutes, the grouting time of each barrel of grout should not exceed 40 minutes. The detailed grouting process is shown in Figure8.


## 4.1. Low-Pressure Grouting Technology

To prevent the grouting material from leaking, the surrounding rock was sprayed with 3 ~ 5 cm of thick concrete. Then, holes with a diameter of 75 mm and a depth of 2.0 m and 8.0 m were drilled in the shallow and deep surrounding rock. The detailed grouting process is shown in Figure8. The on-site grouting process is shown in Figures 9(a), 9(b), and 9(d). A newly developed grouting pipe with a length of 1.8 m and an outer diameter of 75 mm as shown in Figure 9(c) was installed as shown in Figure 9(e).Figure 8
Grouting process and control standards.Figure 9
On-site grouting process and a newly developed grouting pipe installation method.
(a)(b)(c)(d)(e)


## 4.2. High-Pressure Split Grouting Technology

Split grouting technology uses high-pressure grouting pumps to split the surrounding rock along the bedding or weak surfaces. By injecting thick slurry into the fissures, the surrounding rock is compacted and the strength of the surrounding rock is increased. The grouting flow rate should be kept at 20 L/min as much as possible. If the flow rate is too small, it will cause the slurry to condense in the equipment and pipelines, and the flow rate will be prone to slurry leakage. Since the grout enters the initial setting state in about 40 minutes, the grouting time of each barrel of grout should not exceed 40 minutes. The detailed grouting process is shown in Figure8.


## 5. Field Test and Evaluation of the Controlling Effect

### 5.1. Selection of the Testing Site

The grouting test was carried out on 100 m (270 m ~170 m) of the S2N5 transport roadway. Monitoring points were created at 20 m intervals and numbered II-VII in sequence. I monitoring point was used for data analysis and comparison as shown in Figure10. In the grouting test section, the deformation of the roadway between the roof and floor (AB) and that of the two sides of the roadway were measured (CD).Figure 10
Overview of the testing site.


### 5.2. Grouting Reinforcement Support Design

Considering the original roadway support form in the Xiaokang coal mine, a double-shell grouting reinforcement scheme is proposed as shown in Figure11(a). The alternate arrangement of the shallow and deep drilling holes is shown in Figure 11(b).Figure 11
Support design of grouting reinforcement.
(a)(b)


### 5.3. Evaluation of Grouting

#### 5.3.1. Grouting Block Analysis

To evaluate the effect of grouting, rock samples were evaluated. The shallow coal seam was relatively broken, and the grouting material could penetrate the bedding and joints of the coal under the action of lower pressure as shown in Figure12(a). The grouting material had a high bonding force to the fracture surface, which improved the deformation rigidity of the fractured coal and rock mass structure so that the integrity of the coal mass was improved. The deep coal seam was relatively complete, and the grouting material could expand the microcracks in the coal under the action of high-pressure splitting. Through the squeezing action, the c and φ of the coal body were enhanced as shown in Figure 12(b).Figure 12
Sample of the grouting block. (a) Sample of the shallow coal. (b) Sample of the deep coal.
(a)(b)


#### 5.3.2. Borehole Observations

An electronic borehole observation instrument, which is an effective method for grouting evaluation, was used to observe the grouting borehole [26–29]. Observations showed that the shallow surrounding rock fissures were relatively developed and that the grouting material could fully fill the coal seam fissures to improve the integrity of the coal seam as shown in Figures 13(a)–13(e). Although there were fewer fissures in the deep surrounding rock, the internal structural surface of the coal seam was still filled under the action of the high-pressure fracturing grouting as shown in Figures 13(f)–13(l).Figure 13
Results of the borehole observations.
(a)
0.4 m(b)
0.6 m(c)
0.96 m(d)
1.21 m(e)
1.69 m(f)
2.36 m(g)
2.58 m(h)
3.26 m(i)
3.56 m(j)
4.81 m(k)
5.27 m(l)
6.31 m


#### 5.3.3. Deformation Curve of the Surrounding Rock

The statistics of the maximum deformation of the surrounding rock in the grouting test area are shown in Figure14, and the maximum displacement between the roof and floor is shown in Figure 14(a). After grouting, the displacement between the roof and floor decreased from a maximum of 885 mm to 145 mm, which is a decrease of 83.5%. The deformation of the two sides of the roadway decreased from a maximum of 680 mm to 90 mm, which is a decrease of 86.8%, as shown in Figure 14(b). Sections II and V were selected for detailed analysis, as shown in Figures 15(a) and 15(b). The results show that the deformation of the mining roadway is obviously reduced and normal production can be maintained after grouting. The influence of the advanced abutment pressure was reduced to about 150 m. The roadway deformation was still dominated by roof subsidence, but the deformation was significantly reduced.Figure 14
Statistics of the maximum deformation of the test section. (a) Displacement between the roof and floor. (b) Displacement of the two sides of the roadway.
(a)(b)Figure 15
Statistics of the maximum deformation of the test section. (a) Displacement between the roof and floor. (b) Displacement of the two sides of the roadway.
(a)(b)


## 5.1. Selection of the Testing Site

The grouting test was carried out on 100 m (270 m ~170 m) of the S2N5 transport roadway. Monitoring points were created at 20 m intervals and numbered II-VII in sequence. I monitoring point was used for data analysis and comparison as shown in Figure10. In the grouting test section, the deformation of the roadway between the roof and floor (AB) and that of the two sides of the roadway were measured (CD).Figure 10
Overview of the testing site.


## 5.2. Grouting Reinforcement Support Design

Considering the original roadway support form in the Xiaokang coal mine, a double-shell grouting reinforcement scheme is proposed as shown in Figure11(a). The alternate arrangement of the shallow and deep drilling holes is shown in Figure 11(b).Figure 11
Support design of grouting reinforcement.
(a)(b)


## 5.3. Evaluation of Grouting

### 5.3.1. Grouting Block Analysis

To evaluate the effect of grouting, rock samples were evaluated. The shallow coal seam was relatively broken, and the grouting material could penetrate the bedding and joints of the coal under the action of lower pressure as shown in Figure12(a). The grouting material had a high bonding force to the fracture surface, which improved the deformation rigidity of the fractured coal and rock mass structure so that the integrity of the coal mass was improved. The deep coal seam was relatively complete, and the grouting material could expand the microcracks in the coal under the action of high-pressure splitting. Through the squeezing action, the c and φ of the coal body were enhanced as shown in Figure 12(b).Figure 12
Sample of the grouting block. (a) Sample of the shallow coal. (b) Sample of the deep coal.
(a)(b)


### 5.3.2. Borehole Observations

An electronic borehole observation instrument, which is an effective method for grouting evaluation, was used to observe the grouting borehole [26–29]. Observations showed that the shallow surrounding rock fissures were relatively developed and that the grouting material could fully fill the coal seam fissures to improve the integrity of the coal seam as shown in Figures 13(a)–13(e). Although there were fewer fissures in the deep surrounding rock, the internal structural surface of the coal seam was still filled under the action of the high-pressure fracturing grouting as shown in Figures 13(f)–13(l).Figure 13
Results of the borehole observations.
(a)
0.4 m(b)
0.6 m(c)
0.96 m(d)
1.21 m(e)
1.69 m(f)
2.36 m(g)
2.58 m(h)
3.26 m(i)
3.56 m(j)
4.81 m(k)
5.27 m(l)
6.31 m


### 5.3.3. Deformation Curve of the Surrounding Rock

The statistics of the maximum deformation of the surrounding rock in the grouting test area are shown in Figure14, and the maximum displacement between the roof and floor is shown in Figure 14(a). After grouting, the displacement between the roof and floor decreased from a maximum of 885 mm to 145 mm, which is a decrease of 83.5%. The deformation of the two sides of the roadway decreased from a maximum of 680 mm to 90 mm, which is a decrease of 86.8%, as shown in Figure 14(b). Sections II and V were selected for detailed analysis, as shown in Figures 15(a) and 15(b). The results show that the deformation of the mining roadway is obviously reduced and normal production can be maintained after grouting. The influence of the advanced abutment pressure was reduced to about 150 m. The roadway deformation was still dominated by roof subsidence, but the deformation was significantly reduced.Figure 14
Statistics of the maximum deformation of the test section. (a) Displacement between the roof and floor. (b) Displacement of the two sides of the roadway.
(a)(b)Figure 15
Statistics of the maximum deformation of the test section. (a) Displacement between the roof and floor. (b) Displacement of the two sides of the roadway.
(a)(b)


## 5.3.1. Grouting Block Analysis

To evaluate the effect of grouting, rock samples were evaluated. The shallow coal seam was relatively broken, and the grouting material could penetrate the bedding and joints of the coal under the action of lower pressure as shown in Figure12(a). The grouting material had a high bonding force to the fracture surface, which improved the deformation rigidity of the fractured coal and rock mass structure so that the integrity of the coal mass was improved. The deep coal seam was relatively complete, and the grouting material could expand the microcracks in the coal under the action of high-pressure splitting. Through the squeezing action, the c and φ of the coal body were enhanced as shown in Figure 12(b).Figure 12
Sample of the grouting block. (a) Sample of the shallow coal. (b) Sample of the deep coal.
(a)(b)


## 5.3.2. Borehole Observations

An electronic borehole observation instrument, which is an effective method for grouting evaluation, was used to observe the grouting borehole [26–29]. Observations showed that the shallow surrounding rock fissures were relatively developed and that the grouting material could fully fill the coal seam fissures to improve the integrity of the coal seam as shown in Figures 13(a)–13(e). Although there were fewer fissures in the deep surrounding rock, the internal structural surface of the coal seam was still filled under the action of the high-pressure fracturing grouting as shown in Figures 13(f)–13(l).Figure 13
Results of the borehole observations.
(a)
0.4 m(b)
0.6 m(c)
0.96 m(d)
1.21 m(e)
1.69 m(f)
2.36 m(g)
2.58 m(h)
3.26 m(i)
3.56 m(j)
4.81 m(k)
5.27 m(l)
6.31 m


## 5.3.3. Deformation Curve of the Surrounding Rock

The statistics of the maximum deformation of the surrounding rock in the grouting test area are shown in Figure14, and the maximum displacement between the roof and floor is shown in Figure 14(a). After grouting, the displacement between the roof and floor decreased from a maximum of 885 mm to 145 mm, which is a decrease of 83.5%. The deformation of the two sides of the roadway decreased from a maximum of 680 mm to 90 mm, which is a decrease of 86.8%, as shown in Figure 14(b). Sections II and V were selected for detailed analysis, as shown in Figures 15(a) and 15(b). The results show that the deformation of the mining roadway is obviously reduced and normal production can be maintained after grouting. The influence of the advanced abutment pressure was reduced to about 150 m. The roadway deformation was still dominated by roof subsidence, but the deformation was significantly reduced.Figure 14
Statistics of the maximum deformation of the test section. (a) Displacement between the roof and floor. (b) Displacement of the two sides of the roadway.
(a)(b)Figure 15
Statistics of the maximum deformation of the test section. (a) Displacement between the roof and floor. (b) Displacement of the two sides of the roadway.
(a)(b)


## 6. Conclusion

(1)
The S2N5 working face is a typical three-soft coal seam, which shows obvious rheological characteristics under the action of high geostress. The original support structure could not control the deformation of the surrounding rock, resulting in the failure of supporting structures(2)
The pretension of the bolts and anchor cables was too low to consolidate the broken surrounding rock and form a stress-bearing structure. The superposition of the advanced abutment pressure and the geostress is the dynamic source of the large deformation in the S2N5 working face(3)
Grouting reinforcement can effectively improve the value of cohesion (c), friction angle (φ), and strength of the broken surrounding rock (σ1 and σ3). The surrounding rock bonded by grouting materials and bolts and anchor cables forms a stress-bearing structure that prevents large deformation from occurring in the roadway(4)
Double-shell grouting technology can effectively improve the overall mechanical properties of the surrounding coal and rock mass and prevent the large deformation and failure of the roadway using a newly developed grouting pipe made in this study



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*Source: 6215959-2021-10-31.xml*