# Grouting Technique for Gob-Side Entry Retaining in Deep Mines

Authors: Xianyang Yu; Zhihong Sun; Min Deng; Jinlin Xin
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

The retained rib displacement accounts for roughly 80% of rib-to-rib convergence in gob-side entry retaining in deep coal mines, which shows significant nonsymmetrical feature and long-term rheological phenomenon. Affected by mining-induced stress, cracks spread widely, and broken zones expand beyond the anchoring range. Without grouting and supplementary support in retained rib, the surrounding rock-support load-bearing structure will be in a postpeak failure state, and the anchoring force of the bolting system will be greatly attenuated. After grouting, the compressive strength of grouting geocomposite specimen is significantly higher than the postpeak residual strength of the intact coal specimen, and it is partially restored compared to that of the intact coal specimen. The ductility of the fractured coal specimen increases after grouting, and it has stronger elasticity and plasticity. Broken rock block can become a whole with coordinated bearing capacity, and its stability is improved after grouting. The grouting technique could restore the integrity and strength of the fractured retained coal rib, repair the damaged bolting structure, and make the surrounding rock and supporting structure become an effective bearing structure again. The research result shows that it is feasible to restore the bearing capacity of the retained coal rib by grouting technique.


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## Body

## 1. Introduction

Gob-side entry retaining is a technique to maintain the original roadways along the gob edges after coal mining. Gob-side entry retaining can improve the coal recovery rate, reduce the excavation rate, and reduce the probability of rock burst, which is an important technology to achieve continuous mining without coal pillars. Its technical advantages and economic benefits are significant [1–3]. Under the rapid development of surrounding rock control theories, coal mining equipment, support techniques, and support materials, gob-side entry retaining has been successfully applied under various conditions [4–9].Under the influence of high in situ stress and mining-induced stress, it is difficult to maintain the retained roadway in deep coal mines [7, 10]. During the long-term rotation and subsiding of the main roof above the retained roadway, the original cracks in the surrounding rock gradually expand, and new cracks appear at the same time. The surrounding rock is loose, is broken, and has a large amount of deformation and long-term rheology [11]. In this process, the loose and broken surrounding rock of the retained coal rib is the weakest part of the whole roadway, and large-deformation often occurs in this part, which may even affect the stability of the whole roadway [12, 13]. Maintaining the bearing capacity of the retained coal rib has an important effect on the overall stability of the surrounding rock of the retained roadway.In this paper, the surrounding rock deformation characteristics of retained roadway are monitored and summarized. The temporal and spatial development of the cracks in retained coal rib and its influence on bolting support structure are tested and analyzed. The effect of grouting reinforcement on the strength of fractured coal is tested, and the principle of grouting reinforcement to restore the bearing capacity of surrounding rock is proposed. The technique of restoring the load capacity of the fractured coal by grouting has been successfully applied to some filed cases.


## 2. Surrounding Rock Deformation Characteristics

The surrounding rock deformation observation site is located in the tail roadway of 1252 (1) panel in the Panyidong Mine, which is retained after coal mining. The panel layout is 264 m wide by 1728 m long. The elevation of the panel is − 823– − 738 m, and the ground elevation is + 21.5 –+ 22.1 m. The average thickness of the coal seam is 2.3 m, and the dip angle is 3°–9°. The main roof is medium-fine sandstone with a thickness of 0–11.0 m. The immediate roof is composed by mudstone, sandy mudstone, and 11–3 coal seam, with a thickness of 0–8.4 m. The surrounding rock deformation of retained roadway is shown in Figure1. The surrounding rock deformation presents the following characteristics:(1)
Roadway deformation presents a significant nonsymmetrical feature, which is mainly caused by the retained coal rib deformation and the floor heave. The retained coal rib deformation accounts for 85% of the rib-to-rib convergence; and the floor heave accounts for 79% of the roof-to-floor convergence.(2)
The roadway surrounding rock is in a state of high-speed deforming for a long time under the disturbance of the main roof rotation and subsiding, and it still shows a long-term rheological phenomenon after the main roof structure is stabilized. In deep mines, the retained roadway surrounding rock is loosened and broken under the influence of the mining-induced stress before and after the working face, and its bearing performance is significantly reduced. Surrounding rock has a strong rheological property, which has lower speed and sustained deformation. If proper reinforcement support is not adopted, the damaged area of the roadway will further increase, and even completely lose stability.Figure 1
Surrounding rock convergence. (a) Rib/wall convergence. (b) Roof/floor convergence.
(a)(b)


## 3. Cracks Development in Retained Coal Rib

### 3.1. Observation Plan

The development of cracks in coal and rock is one of the characteristics of its stability, and it has always been a research hotspot in the stability of roadway surrounding rock [14, 15]. Affected by times excavation and mining disturbances, the retained coal rib is loose and broken and deforms in a large area during the service process. The internal cracks of the surrounding rock will develop, and its bearing capacity is reduced. The expansion of the cracks leads to the debonding of the bonding interface between the anchoring agent and the surrounding rock and gradually extends to both sides of the cracks, which causes the axial stress of the bolting structure to decrease exponentially [16, 17]. This paper uses the observation results of the borescope to reflect the stability of the surrounding rock of the retained coal rib. Studying the development of cracks in the retained coal rib can provide an evaluation of its stability status and optimize the timing of grouting and other reinforcement methods [18, 19].In order to observe the development of the cracks in the retained coal rib along with the advancement of the working face, holes with a depth of 6 m were drilled at the positions of 50 m, 30 m, 10 m, and 5 m in front of the working face, at the working face, and 10 m, 20 m, 40 m, 60 m, 100 m behind the working face along the coal seam inclination. In order to quantitatively describe the development of cracks in the holes, referring to other research results, coal bodies and cracks are divided into the following four categories [20]. Various kinds of typical cracks are shown in Figure 2.(a)
Small Crack. The crack is original crack or newly developed with aperture less than 2 mm(b)
Medium Crack. Affected by the mining-induced stress, the aperture of the cracks in the coal rib has increased to 2–5 mm(c)
Large Crack. When the coal rib is relatively broken, multiple cracks are connected to each other and gradually expand, and the aperture reaches more than 5 mm(d)
Broken Zone. Affected by mining-induced stress, a large number of cracks in the surrounding rock of the large-deformation roadway are interconnected with each other, and the range of the broken zone is greatly expandedFigure 2
Typical cracks in borehole images. (a) Small crack. (b) Medium crack. (c) Large crack. (d) Broken zone.
(a)(b)(c)(d)


### 3.2. Development of the Cracks and Its Influence on Anchoring System

After the borescope was completed, the development of the cracks in the boreholes was sketched, and the result is shown in Figure3. In order to facilitate statistics and analysis, every 500 mm width of the broken zone is equivalent to a small crack, a medium crack, and a large crack. Figure 4 shows the final statistical results of the cracks in the drilling hole. The development of cracks in the retained coal rib along with the working face is as follows:(1)
Outside of the mining-induced stress area, the cracks in coal rib are generated within a depth of about 1 m from the surface. The causes of cracks are mostly the original small cracks, mining-induced stress caused by roadway excavation, and weathering of coal on the roadway surface.(2)
With the advancement of the working face, the roadway surrounding rock fracture gradually penetrated into the coal body. Within the range of 0–30 m in front of the working face, the high mining-induced stress section, the cracks in coal rib are generated within a depth of about 0–2.8 m from the surface. The greatly fluctuating mining-induced stress caused a large number of new cracks in the retained coal rib and caused the original cracks to expand further. However, it is worth noting that because the roadway adopts the active strong bolting support method, and the main roof above the roadway has not broken or rotated and subsided, the range of the broken zone in coal rib has not been greatly expanded at this time.(3)
In the 0–40 m mining-induced stress-affected section behind the working face, both the ranges of cracks and the width of the broken zones have increased significantly, and the broken zone has also begun to appear inside the retained coal rib. After the main roof breaking, rotating, and subsiding, stress concentration occurs in the retained rib, which causes the shallow part of the coal rib to be crushed and squeezed out. At the same time, it also causes the weakening and failure of the bolting structure. At this time, the surrounding rock-supporting load-bearing structure is already in a postpeak failure state. The roadway surrounding rock needs strengthening supporting in time; otherwise, there will be slow and continuous plastic flow in the future.(4)
Beyond 100 m behind the working face, retained coal rib cracks extend beyond 6 m depth. It is often found that the broken zone is in the deep part of the surrounding rock, and the cracks width is further increased. At this stage, the surrounding rock of the roadway has been in a loose and broken state, the anchoring force of the bolting system has been greatly attenuated or has been lost, and the roadway is in a state of plastic flow under low supporting force.Figure 3
Sketch of cracks and fractures zones in retained coal rib around working face.Figure 4
Statistical graph of cracks development in boreholes around working face.


## 3.1. Observation Plan

The development of cracks in coal and rock is one of the characteristics of its stability, and it has always been a research hotspot in the stability of roadway surrounding rock [14, 15]. Affected by times excavation and mining disturbances, the retained coal rib is loose and broken and deforms in a large area during the service process. The internal cracks of the surrounding rock will develop, and its bearing capacity is reduced. The expansion of the cracks leads to the debonding of the bonding interface between the anchoring agent and the surrounding rock and gradually extends to both sides of the cracks, which causes the axial stress of the bolting structure to decrease exponentially [16, 17]. This paper uses the observation results of the borescope to reflect the stability of the surrounding rock of the retained coal rib. Studying the development of cracks in the retained coal rib can provide an evaluation of its stability status and optimize the timing of grouting and other reinforcement methods [18, 19].In order to observe the development of the cracks in the retained coal rib along with the advancement of the working face, holes with a depth of 6 m were drilled at the positions of 50 m, 30 m, 10 m, and 5 m in front of the working face, at the working face, and 10 m, 20 m, 40 m, 60 m, 100 m behind the working face along the coal seam inclination. In order to quantitatively describe the development of cracks in the holes, referring to other research results, coal bodies and cracks are divided into the following four categories [20]. Various kinds of typical cracks are shown in Figure 2.(a)
Small Crack. The crack is original crack or newly developed with aperture less than 2 mm(b)
Medium Crack. Affected by the mining-induced stress, the aperture of the cracks in the coal rib has increased to 2–5 mm(c)
Large Crack. When the coal rib is relatively broken, multiple cracks are connected to each other and gradually expand, and the aperture reaches more than 5 mm(d)
Broken Zone. Affected by mining-induced stress, a large number of cracks in the surrounding rock of the large-deformation roadway are interconnected with each other, and the range of the broken zone is greatly expandedFigure 2
Typical cracks in borehole images. (a) Small crack. (b) Medium crack. (c) Large crack. (d) Broken zone.
(a)(b)(c)(d)


## 3.2. Development of the Cracks and Its Influence on Anchoring System

After the borescope was completed, the development of the cracks in the boreholes was sketched, and the result is shown in Figure3. In order to facilitate statistics and analysis, every 500 mm width of the broken zone is equivalent to a small crack, a medium crack, and a large crack. Figure 4 shows the final statistical results of the cracks in the drilling hole. The development of cracks in the retained coal rib along with the working face is as follows:(1)
Outside of the mining-induced stress area, the cracks in coal rib are generated within a depth of about 1 m from the surface. The causes of cracks are mostly the original small cracks, mining-induced stress caused by roadway excavation, and weathering of coal on the roadway surface.(2)
With the advancement of the working face, the roadway surrounding rock fracture gradually penetrated into the coal body. Within the range of 0–30 m in front of the working face, the high mining-induced stress section, the cracks in coal rib are generated within a depth of about 0–2.8 m from the surface. The greatly fluctuating mining-induced stress caused a large number of new cracks in the retained coal rib and caused the original cracks to expand further. However, it is worth noting that because the roadway adopts the active strong bolting support method, and the main roof above the roadway has not broken or rotated and subsided, the range of the broken zone in coal rib has not been greatly expanded at this time.(3)
In the 0–40 m mining-induced stress-affected section behind the working face, both the ranges of cracks and the width of the broken zones have increased significantly, and the broken zone has also begun to appear inside the retained coal rib. After the main roof breaking, rotating, and subsiding, stress concentration occurs in the retained rib, which causes the shallow part of the coal rib to be crushed and squeezed out. At the same time, it also causes the weakening and failure of the bolting structure. At this time, the surrounding rock-supporting load-bearing structure is already in a postpeak failure state. The roadway surrounding rock needs strengthening supporting in time; otherwise, there will be slow and continuous plastic flow in the future.(4)
Beyond 100 m behind the working face, retained coal rib cracks extend beyond 6 m depth. It is often found that the broken zone is in the deep part of the surrounding rock, and the cracks width is further increased. At this stage, the surrounding rock of the roadway has been in a loose and broken state, the anchoring force of the bolting system has been greatly attenuated or has been lost, and the roadway is in a state of plastic flow under low supporting force.Figure 3
Sketch of cracks and fractures zones in retained coal rib around working face.Figure 4
Statistical graph of cracks development in boreholes around working face.


## 4. Mechanical Properties of Grouted Fractured Coal Mass

Grouting can bond the broken surrounding rock, improve the overall mechanical properties of the surrounding rock, weaken the stress concentration between the rock blocks, and make the broken surrounding rock reform a bearing structure. By comparing the stress-strain curves of the intact coal mass and the fractured coal mass grouting geocomposite, the mechanical properties of grouted postpeak coal can be obtained, and the effect of grouting reinforcement can be analyzed.


### 4.1. Experimental Device and Plan

The experiment was carried out on the MTS 815.03 testing machine and the self-made pressure-bearing grouting device. The self-made pressure-bearing grouting device can produce the fractured coal mass grouting geocomposite specimen by Φ50 mm × 100 mm, as shown in Figure5.Figure 5
Pressure-bearing grouting device.The first step of the experiment was a conventional uniaxial compression experiment, which mainly measured the compressive strength and stress-strain curve of the intact coal mass specimen to obtain the mechanical parameters of the intact coal mass specimen. The second step was to prepare the grouting geocomposite specimen. Stirring the cement slurry evenly according to the three water-cement ratios of 0.7, 0.8, and 1.0. Put the specimen that has been fractured in the previous step of the experiment into the pressure-bearing grouting device, and then pour the cement slurry to submerge the specimen. After closing the device cap, start the grouting pump to grout until the pressure reaches 2 MPa, and then stop pressurizing. Maintain the pressure until the slurry condenses. Cure at room temperature for 2 to 3 weeks until the cement slurry reaches its maximum strength. Then, trim the grouting geocomposite specimen to make them meet the experimental requirements, as shown in Figure6.Figure 6
Grouting geocomposite specimen (a) and its broken pieces (b).
(a)(b)


### 4.2. Experiment Result and Data Analysis

The ratio of the grouting geocomposite specimen strength to the residual strength of the intact specimen is defined as the consolidation coefficient; the ratio of grouting geocomposite specimen strength to the compressive strength of the intact specimen is defined as the recovery coefficient. In this experiment, the mechanical properties of coal specimen with different P. O42.5 Portland cement water-cement ratios before and after grouting are obtained, as shown in Table1. Figure 7 shows the stress-strain and Poisson’s ratio-strain during the whole loading process of the grouting geocomposite specimen under the condition of 0.8 water-cement ratio. Analyzing the experimental results, we can get the following conclusions:(1)
After grouting, the compressive strength of the grouting geocomposite specimen is significantly higher than the postpeak residual strength of the intake coal specimen, and it is partially restored compared to that of the intact coal specimen. When the water-cement ratio is 0.7, 0.8, and 1.0, the average consolidation coefficient and recovery coefficient of the grouting geocomposite specimen are 2.84, 2.55, and 1.24 and 35.33%, 31.43%, and 40.12%, respectively.(2)
During the whole process from the beginning of the compression to the failure the grouting geocomposite specimen, there is no stress sudden decrease stress after failure of the specimen. It shows that the ductility of the fractured coal specimen increases after grouting, and it has stronger antideformation ability and plasticity.(3)
After the specimen is fractured, the rock blocks slip and move along the fracture surface, the lateral deformation increases rapidly, and its Poisson’s ratioμ increases rapidly. Poisson’s ratio μ of the grouting geocomposite specimen is smaller than that of the intact specimen, which indicates that the broken rock block can become a whole with coordinated bearing capacity, and its stability is improved after grouting.Table 1
Mechanical properties of coal specimen before and after grouting.
No.Water-cement ratioIntact specimen UCS (MPa)Intact specimen residual strength (MPa)Grouting geocomposite specimen UCS (MPa)Consolidation coefficientRecovery coefficient (%)11.019.502.848.192.8841.98224.632.507.523.0130.54316.012.045.362.6333.4840.811.452.735.331.9546.54526.74-0.54-2.01622.923.3210.493.1645.7670.719.195.378.831.6446.02816.515.804.650.8028.1998.302.983.831.2946.14Figure 7
Mechanical properties of coal specimen before and after grouting. (a) Typical stress-strain curve. (b) Typical Poisson’s ratio-strain curve.
(a)(b)


## 4.1. Experimental Device and Plan

The experiment was carried out on the MTS 815.03 testing machine and the self-made pressure-bearing grouting device. The self-made pressure-bearing grouting device can produce the fractured coal mass grouting geocomposite specimen by Φ50 mm × 100 mm, as shown in Figure5.Figure 5
Pressure-bearing grouting device.The first step of the experiment was a conventional uniaxial compression experiment, which mainly measured the compressive strength and stress-strain curve of the intact coal mass specimen to obtain the mechanical parameters of the intact coal mass specimen. The second step was to prepare the grouting geocomposite specimen. Stirring the cement slurry evenly according to the three water-cement ratios of 0.7, 0.8, and 1.0. Put the specimen that has been fractured in the previous step of the experiment into the pressure-bearing grouting device, and then pour the cement slurry to submerge the specimen. After closing the device cap, start the grouting pump to grout until the pressure reaches 2 MPa, and then stop pressurizing. Maintain the pressure until the slurry condenses. Cure at room temperature for 2 to 3 weeks until the cement slurry reaches its maximum strength. Then, trim the grouting geocomposite specimen to make them meet the experimental requirements, as shown in Figure6.Figure 6
Grouting geocomposite specimen (a) and its broken pieces (b).
(a)(b)


## 4.2. Experiment Result and Data Analysis

The ratio of the grouting geocomposite specimen strength to the residual strength of the intact specimen is defined as the consolidation coefficient; the ratio of grouting geocomposite specimen strength to the compressive strength of the intact specimen is defined as the recovery coefficient. In this experiment, the mechanical properties of coal specimen with different P. O42.5 Portland cement water-cement ratios before and after grouting are obtained, as shown in Table1. Figure 7 shows the stress-strain and Poisson’s ratio-strain during the whole loading process of the grouting geocomposite specimen under the condition of 0.8 water-cement ratio. Analyzing the experimental results, we can get the following conclusions:(1)
After grouting, the compressive strength of the grouting geocomposite specimen is significantly higher than the postpeak residual strength of the intake coal specimen, and it is partially restored compared to that of the intact coal specimen. When the water-cement ratio is 0.7, 0.8, and 1.0, the average consolidation coefficient and recovery coefficient of the grouting geocomposite specimen are 2.84, 2.55, and 1.24 and 35.33%, 31.43%, and 40.12%, respectively.(2)
During the whole process from the beginning of the compression to the failure the grouting geocomposite specimen, there is no stress sudden decrease stress after failure of the specimen. It shows that the ductility of the fractured coal specimen increases after grouting, and it has stronger antideformation ability and plasticity.(3)
After the specimen is fractured, the rock blocks slip and move along the fracture surface, the lateral deformation increases rapidly, and its Poisson’s ratioμ increases rapidly. Poisson’s ratio μ of the grouting geocomposite specimen is smaller than that of the intact specimen, which indicates that the broken rock block can become a whole with coordinated bearing capacity, and its stability is improved after grouting.Table 1
Mechanical properties of coal specimen before and after grouting.
No.Water-cement ratioIntact specimen UCS (MPa)Intact specimen residual strength (MPa)Grouting geocomposite specimen UCS (MPa)Consolidation coefficientRecovery coefficient (%)11.019.502.848.192.8841.98224.632.507.523.0130.54316.012.045.362.6333.4840.811.452.735.331.9546.54526.74-0.54-2.01622.923.3210.493.1645.7670.719.195.378.831.6446.02816.515.804.650.8028.1998.302.983.831.2946.14Figure 7
Mechanical properties of coal specimen before and after grouting. (a) Typical stress-strain curve. (b) Typical Poisson’s ratio-strain curve.
(a)(b)


## 5. The Principle of Retained Coal Rib Bearing Capacity Recovered

### 5.1. The Principle of Bearing Capacity Recovered

Affected by times excavation and mining disturbances, the original cracks in the retained coal rib are activated, extended and merged, and eventually became internal and surface broken zones. This leads to progressive interface debonding of the anchoring system, which is one of the main forms of bolt support system failure in deep coal mines [16, 17]. In this situation, the large rib to rib deformation is unavoidable, and large-scale plastic zones and even broken zones appear and develop.After grouting, the cracks in the retained coal rib at are cemented and filled, the cohesion, internal friction angle, and elastic modulus of the retained coal rib are significantly improved, and the stress concentration in the retained coal rib is greatly weakened. The grouting technique has restored the integrity and strength of the fractured coal rib, repaired the damaged anchoring structure, and made the surrounding rock and supporting structure become an effective bearing structure again [21]. Use the coordinated bearing capacity of bolts and cables to support the surrounding rock. Bolts are used to maintain the shear strength and integrity of the surrounding rock in the shallow surrounding rock. Anchor cables are used to fully utilize the load-bearing capacity of large rock masses with relatively light damage in the deep rock. Under the triple reinforced support of grouting, bolt, and cable, the retained coal rib can effectively resist the impact of mining-induced stress, avoid the continued expansion of cracks, and significantly improve the stability. The stability of retained coal rib has been significantly improved.


### 5.2. Grouting Opportunity

Research shows that there is an optimal grouting opportunity for grouting in dynamic stress roadway surrounding rock [22–25]. If the grouting is carried out too early, an effective grouting diffusion path has not been formed inside the surrounding rock, and the reinforcement effect will be poor. Under the influence of mining-induced stress, the surrounding rock and supporting structure of the roadway will deform or even be damaged. If the grouting is carried out too late, large-scale loosening and destruction of the surrounding rock of the roadway have appeared, and the bolting and supporting structure have been damaged. At this time, simply relying on grouting can no longer prevent the instability of the roadway.According to the crack development in retained coal rib and its influence on the bolting structure, grouting can be carried out in the section affected by strong mining-induced stress before and after the working face, in which grouting can achieve the best results at this time. In this section, a large number of cracks have been formed in coal rib, and the broken zone has not been extended beyond the bolting range. At this time, the interaction between the bolting structure and the surrounding rock is in a critical state, and the bolting system has exerted its maximum supporting effect. Grouting in the strong mining stress affecting section could repair damaged surrounding rock and bolting structure and rebond the broken zones of the surrounding rock. The broken surrounding rock bonded by grouting reforms a bearing unit, which greatly increases the resistance-increasing speed of bolts and cables in large-deformation roadways.


## 5.1. The Principle of Bearing Capacity Recovered

Affected by times excavation and mining disturbances, the original cracks in the retained coal rib are activated, extended and merged, and eventually became internal and surface broken zones. This leads to progressive interface debonding of the anchoring system, which is one of the main forms of bolt support system failure in deep coal mines [16, 17]. In this situation, the large rib to rib deformation is unavoidable, and large-scale plastic zones and even broken zones appear and develop.After grouting, the cracks in the retained coal rib at are cemented and filled, the cohesion, internal friction angle, and elastic modulus of the retained coal rib are significantly improved, and the stress concentration in the retained coal rib is greatly weakened. The grouting technique has restored the integrity and strength of the fractured coal rib, repaired the damaged anchoring structure, and made the surrounding rock and supporting structure become an effective bearing structure again [21]. Use the coordinated bearing capacity of bolts and cables to support the surrounding rock. Bolts are used to maintain the shear strength and integrity of the surrounding rock in the shallow surrounding rock. Anchor cables are used to fully utilize the load-bearing capacity of large rock masses with relatively light damage in the deep rock. Under the triple reinforced support of grouting, bolt, and cable, the retained coal rib can effectively resist the impact of mining-induced stress, avoid the continued expansion of cracks, and significantly improve the stability. The stability of retained coal rib has been significantly improved.


## 5.2. Grouting Opportunity

Research shows that there is an optimal grouting opportunity for grouting in dynamic stress roadway surrounding rock [22–25]. If the grouting is carried out too early, an effective grouting diffusion path has not been formed inside the surrounding rock, and the reinforcement effect will be poor. Under the influence of mining-induced stress, the surrounding rock and supporting structure of the roadway will deform or even be damaged. If the grouting is carried out too late, large-scale loosening and destruction of the surrounding rock of the roadway have appeared, and the bolting and supporting structure have been damaged. At this time, simply relying on grouting can no longer prevent the instability of the roadway.According to the crack development in retained coal rib and its influence on the bolting structure, grouting can be carried out in the section affected by strong mining-induced stress before and after the working face, in which grouting can achieve the best results at this time. In this section, a large number of cracks have been formed in coal rib, and the broken zone has not been extended beyond the bolting range. At this time, the interaction between the bolting structure and the surrounding rock is in a critical state, and the bolting system has exerted its maximum supporting effect. Grouting in the strong mining stress affecting section could repair damaged surrounding rock and bolting structure and rebond the broken zones of the surrounding rock. The broken surrounding rock bonded by grouting reforms a bearing unit, which greatly increases the resistance-increasing speed of bolts and cables in large-deformation roadways.


## 6. A Field Case

### 6.1. Working Panel Situation and Roadway Initial Support

The tail roadway of 12418 panel in the Xieqiao Mine was retained after coal mining. The panel layout is 212.8 m wide by 826.9 m long. The elevation of the panel is -579 ∼ −598.8 m, and the ground elevation is + 18.3 ∼ + 27.1 m. The average thickness of the coal seam is 3.08 m. The main roof of the coal seam is composed of siltstone, medium-fine sandstone, and sandstone, with an average thickness of 5.85 m. The immediate roof is composed by cemented fracture mudstone, sandy with a thickness of 4.56 m.The roadway has a trapezoidal shape with a width × height dimension of 5.0 × 3.0 m, and it was supported by bolts, meshes, and cables. The roof was supported by 7 bolts, the diameter and length of the bolts were 20 mm and 2500 mm, and the layout is 800 × 1000 mm. High prestressed anchor cable beams were constructed on the top plate, the diameter and length of the steel strand were 17.8 mm and 6300 mm, and the layout was “2-2-0-2-2”. The retained rib was supported by 5 bolts, the diameter and length of the bolts were 20 mm and 2500 mm, and the layout was 780 × 1000 mm. The mined rib was supported by 54 bolts, the diameter and length of the bolts were 18 mm and 2000 mm, and the layout was 730 × 1000 mm. The width of the filling wall is 3.0 m. The wall is made of ready-mixed concrete, and the main components are cement, fly ash, and sand and gravel aggregates and additives. The measured final setting strength is 25–30 MPa.


### 6.2. Grouting and Supplementary Support in Retained Coal Rib

When the roadway was not affected by the mining-induced stress, a row of anchor cable beams was carried out along the roadway direction on the retained rib to control its rapid deformation during the mining. The distance between the anchor cable beam and the roadway floor was 2.5 m, and the diameter and length of the steel strand were 17.8 mm and 4300 mm, respectively. The drill hole was inclined upward by 40°. Quick-hardening sulphoaluminate cement was adopted for grouting cement, the compressive strength of which can reach 30 MPa in one day and 42.5 MPa in three days. Grouting was carried out 20–30 m in front of the working face with a water-cement ratio of 0.8. Three grouting bolts were arranged in each row in the retained rib, the length of the bolts is 2600 mm, and the distance between the bolts was 1.0–2.0 m. The hole sealing length of the grouting holes needs to be 1.0 m, and the grouting pressure was 1.0–1.5 MPa. The layout of grouting bolts is shown in Figure8.Figure 8
Grouting bolts layout.


### 6.3. Retained Roadway Deformation

Grouting and supplementary support in retained roadway have controlled the surrounding rock deformation, as shown in Figures9 and 10 . In front of the working face, the rib-to-rib convergence was only 300 mm, which provided a foundation for the stability of the retained roadway behind the working face. The retained roadway within the section of 0–40 m behind the working face was strongly affected by mining-induced stress. The influence of mining-induced stress in the section of 40–90 m behind the working face gradually weakened, and the deformation speed of the retained rib and wall began to slow down. Outside the section of 100 m behind the working face, the roof rotated and subsided to a stable state. At this time, the deformation speed of the retained roadway gradually decreased and entered a stable period. After that, the deformation of the retained coal rib is less than 1 mm per day. Grouting and supplementary support kept the surrounding rock of the roadway intact, and the width and height of the roadway were about 3.6 m and 2.5 m respectively.Figure 9
Curve of retained roadway ribs displacement.Figure 10
Roadway at 160 m after working face.


## 6.1. Working Panel Situation and Roadway Initial Support

The tail roadway of 12418 panel in the Xieqiao Mine was retained after coal mining. The panel layout is 212.8 m wide by 826.9 m long. The elevation of the panel is -579 ∼ −598.8 m, and the ground elevation is + 18.3 ∼ + 27.1 m. The average thickness of the coal seam is 3.08 m. The main roof of the coal seam is composed of siltstone, medium-fine sandstone, and sandstone, with an average thickness of 5.85 m. The immediate roof is composed by cemented fracture mudstone, sandy with a thickness of 4.56 m.The roadway has a trapezoidal shape with a width × height dimension of 5.0 × 3.0 m, and it was supported by bolts, meshes, and cables. The roof was supported by 7 bolts, the diameter and length of the bolts were 20 mm and 2500 mm, and the layout is 800 × 1000 mm. High prestressed anchor cable beams were constructed on the top plate, the diameter and length of the steel strand were 17.8 mm and 6300 mm, and the layout was “2-2-0-2-2”. The retained rib was supported by 5 bolts, the diameter and length of the bolts were 20 mm and 2500 mm, and the layout was 780 × 1000 mm. The mined rib was supported by 54 bolts, the diameter and length of the bolts were 18 mm and 2000 mm, and the layout was 730 × 1000 mm. The width of the filling wall is 3.0 m. The wall is made of ready-mixed concrete, and the main components are cement, fly ash, and sand and gravel aggregates and additives. The measured final setting strength is 25–30 MPa.


## 6.2. Grouting and Supplementary Support in Retained Coal Rib

When the roadway was not affected by the mining-induced stress, a row of anchor cable beams was carried out along the roadway direction on the retained rib to control its rapid deformation during the mining. The distance between the anchor cable beam and the roadway floor was 2.5 m, and the diameter and length of the steel strand were 17.8 mm and 4300 mm, respectively. The drill hole was inclined upward by 40°. Quick-hardening sulphoaluminate cement was adopted for grouting cement, the compressive strength of which can reach 30 MPa in one day and 42.5 MPa in three days. Grouting was carried out 20–30 m in front of the working face with a water-cement ratio of 0.8. Three grouting bolts were arranged in each row in the retained rib, the length of the bolts is 2600 mm, and the distance between the bolts was 1.0–2.0 m. The hole sealing length of the grouting holes needs to be 1.0 m, and the grouting pressure was 1.0–1.5 MPa. The layout of grouting bolts is shown in Figure8.Figure 8
Grouting bolts layout.


## 6.3. Retained Roadway Deformation

Grouting and supplementary support in retained roadway have controlled the surrounding rock deformation, as shown in Figures9 and 10 . In front of the working face, the rib-to-rib convergence was only 300 mm, which provided a foundation for the stability of the retained roadway behind the working face. The retained roadway within the section of 0–40 m behind the working face was strongly affected by mining-induced stress. The influence of mining-induced stress in the section of 40–90 m behind the working face gradually weakened, and the deformation speed of the retained rib and wall began to slow down. Outside the section of 100 m behind the working face, the roof rotated and subsided to a stable state. At this time, the deformation speed of the retained roadway gradually decreased and entered a stable period. After that, the deformation of the retained coal rib is less than 1 mm per day. Grouting and supplementary support kept the surrounding rock of the roadway intact, and the width and height of the roadway were about 3.6 m and 2.5 m respectively.Figure 9
Curve of retained roadway ribs displacement.Figure 10
Roadway at 160 m after working face.


## 7. Conclusion

(1)
The retained roadway deformation presents a significant nonsymmetrical feature. The retained coal rib deformation accounts for most of the rib-to-rib convergence in deep mines.(2)
If proper support method is not adopted, the cracks in the retained rib will gradually increase, and the range of the broken zone will expand from the surface beyond the bolting range. Without grouting and supplementary support in retained rib, the surrounding rock-supporting load-bearing structure will be in a postpeak failure state, and the anchoring force of the bolting system will be greatly attenuated.(3)
After grouting, the compressive strength of the grouting geocomposite specimen is significantly higher than the postpeak residual strength of the intake coal specimen, and it is partially restored compared to that of the intact coal specimen. The ductility of the fractured coal specimen increases after grouting, and it has stronger elasticity and plasticity. Broken rock block can become a whole with coordinated bearing capacity, and its stability is improved after grouting.(4)
The grouting technique could restore the integrity and strength of the fractured coal rib, repair the damaged bolting structure, and make the surrounding rock and supporting structure become an effective bearing structure again. The research result shows that it is feasible to restore the bearing capacity of the retained coal rib by grouting technique.



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*Source: 5343937-2021-05-13.xml*