# Improvement of Gas Drainage Efficiency via Optimization of Sealing Depth of Cross-Measure Boreholes

Authors: Pu Li; Zhiheng Cheng; Liang Chen; Hongbing Wang; Jialin Cao
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

The sealing depth of a gas-drainage borehole is critically important as it directly affects the efficiency of the whole drainage system. In order to determine the shortest reasonable sealing depth, in this paper, a theoretical drainage model using different sealing depths was proposed. Based on theoretical analysis presented, two parts of the fractures system surrounding the drainage borehole were proposed, i.e. the fractures induced by roadway excavation and the fractures induced by borehole drilling. A series of geological in-situ tests and simulations research were conducted to determine the stress and fracture distributions in the surrounding rock of the borehole. The depths of crushing zones, plastic zones and stress concentration zones were determined as 5 m, 2 m and 12 m, respectively. Meanwhile, stress simulation shows that the depth of the stress concentration zone was 12 m from the roadway wall and the stress peak was located at the depth of 8 m, which can be verified by the results of drilling penetration velocity analysis. To determine the optimum sealing depth, gas drainage holes with different sealing depths were drilled in the field. The field results revealed that the crushing zones were the main area for air leakage, and the stress concentration induced by roadway excavation assisted in the reduction of air leakage. Therefore, the optimized sealing depth should both cover the plastic zone and the stress concentration zone. The research achievements can provide a quantitative method for the determination of optimum sealing depth in cross-measure drainage boreholes.


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## Body

## 1. Introduction

Coal mines in China have experienced the most serious coal and gas burst disasters in the world [1, 2]. With the increasing depth of mining, stress in strata and gas pressure in coal seams increases while the permeability of coal seams decreases, which makes coal and gas burst disaster more serious [3–6]. It has been proved that releasing the gas energy by CBM drainage is one of the most effective ways to eliminate this disaster [7–11]. Meanwhile, coal-bed methane (CBM) is a kind of clean energy (the heat of pure gas is more than 33 MJ/m3). Also, there are more than 36.81 × 1012 m3 of gas in coal seams up to the depth of 2000 m, which equals to 520 × 109tons of standard coal by combustion heat [4, 12–14]. Furthermore, the greenhouse effect of methane is 25 times stronger than that of CO2, which can cause severe damage to the ozone layer [15, 16]. Therefore, extraction of CBM will not only be helpful to control the coal mine gas-induced disasters and to utilize this great source of clean energy but also to protect our environment [17–20].The quantity of CBM drainage in China was 17 billion m3 in 2014, including 13.3 billion m3 extracted from underground, and this figure is increasing over time [21, 22]. CBM drainage in coal mines refers to a system which consists of boreholes pipes and pumps to extract the gas out from the coal seams, where the sealing of boreholes plays a critical important role to ensure its efficiency [23, 24]. The air leakage during drainage occurs when the integrity of the borehole is poor, i.e. air flows into the borehole through excavation-induced fractures [20, 25, 26]. Nearly two-third of mines undertaking gas drainage in China use a short sealing length, and most of them use different standards of sealing depth, depending on their own experience [13, 27] or empirical formula calculation. Because of improper sealing techniques, the concentration of CBM drainage in 65% of actual working faces is less than 30% [22, 28, 29]; there are many factors that affect the sealing effect, such as sealing material which cannot lead to larger deformation under certain stress level, sealer which resist the unbalanced force inside and outside the borehole and sealing depth which can resist the negative pressure of gas drainage and leave fewer blank bands.Scholars have carried out lots of research to enhance the sealing quality of borehole, and some methods were proposed to determine the sealing depth via in-situ tests [19, 30–34]. [20] analyzed the borehole drainage process by a compositional (CBM and air) model, and suggested that the air flow into the borehole through the excavation-induced fractures, which is the main cause for the air leakage of the borehole [19, 20, 35]. Suggested that the reasonable sealing depth should exceed the stress relief zone, which is the main area for the roadway excavation-induced fractures [36]. calculated the stress and physical state of the surrounding rock by FLAC3D simulation and proposed that the sealing depth for the borehole should be beyond the stress concentration zone as there are some macro-fractures in this area [37]. suggested that rock with low permeability and high stress can prevent the air flowing into the borehole. He concluded that the sealing depth equals or exceed the depth of the maximum drilling sludge volume, due to the drilling sludge volume increase with the stress and permeability increase of the rock. In summary, the shortest reasonable sealing depth is closely related to the fracture and `stress distribution in the surrounding rock. This is vital to take those factors into consideration to find out more precious sealing depth. Besides, due to the geological complexity of different mining areas. It is clear that conclusions were applicable in specific coal mines, although most of them are different but good drainage results were achieved. Meanwhile, none of them did any research based on different sealing depths.In the present study, an analytical model was to the sealing qualities with different sealing depths was proposed. Then, a numerical simulation was carried out to study the stress and deformation distribution characters and a new method was proposed to determine the sealing depth based on the rate of penetration of the drilling rig and in-situ crack zone test by ultrasonic detection. Furthermore, this method was tested through gas drainage experiment with different sealing depths.


## 2. Analysis of the Air Leakage with Different Sealing Depths

As shown in Figure1, after being excavated, the surrounding rock of the roadway can be divided into 3 zones, the crushing zone, the plastic zone and the elastic zone, in succession [17]. The strength of the crushing zone is smaller as there are lots of cracks and fractures in it [38], which leads to soaring permeability in this area [15]. Moreover, the stress in crushing zone is much smaller s due to its low strength. As a result, the overburden of the upper layer strata shifts into the plastic zone, which leads to high stress concentration in this area. There exist some macro-fractures in the plastic zone as the stress exceeds its strength. Therefore, the permeability is higher than it is in the original stress zone [22]. Meanwhile, the permeability decreases due to the closure of cleats and the shrinkage of porous structure under high effective stress in the rock mass. And the permeability of porous rock can be calculated as equation (1) [7].(1)k=k0e−μσ−σ0,where σ0 is initial effective stress, σ is effective stress, −μ is stress constant, k0 is initial permeability of fractured rock mass, k is the permeability of rock mass under stress.Figure 1
Distributions of stress and permeability in the surrounding rock of borehole.Likewise, there also exist similar stress and permeability distribution characters in the surrounding rock of the borehole, therefore the air can also get into the borehole through these fractures. Furthermore, the leakage of air from the roadway flowing into the borehole is inevitable during the drainage process. However, as the sealing part is to prevent the air leakage from the roadway wall to the borehole, the air leakage volume can be reduced by improving the sealing depth.According to Darcy’s fluid law, the flow volume through the porous medium can be calculated as equation (2).(2)Q=kΔpAμl,where Q is the gas flow volume per unit time, k is the permeability constant, Δp is the gas pressure drop, A is the cross section area of the seepage zone, μ is the dynamic viscosity of the gas flow, l is the seepage path length. Therefore, the air leakage volume with different sealing depths, as shown in Figure 1, can be calculated as equations (3)–(5).(1)
The sealing depth equals the crushing zone (stress relief zone), i.e.,l=l0(3)Q1=k1ΔpA1μl0.(2)
The sealing depth equals the plastic zone, i.e.,l1=l0+Δl1(4)Q2=k2ΔpA2μl0+Δl1.(3)
The sealing depth equals the stress concentration zone, i.e.,l2=l0+Δl1+Δl2(5)Q3=k3ΔpA3μl0+Δl1+Δl2.According to the analysis above, it is clear thatA1/A2>1, and l0+Δl1/l0>1, and k1/k2>1 combining equations (3) and (4), we obtain:(6)Q1Q2=k1k2×A1A2×l0+Δl1l0>1.Therefore, the air leakage volume can be dramatically reduced if the sealing depth is improved froml0 to l1.Similarly, it is clear thatA2/A3=1, l1+Δl2+Δl3/l0+Δl1>1 and k2/k3=e−μσ−σ0, combining equations (4) and (5), we obtain:(7)Q2Q3=k2k3×A2A3×l1+Δl2+Δl3l0+Δl1=ne−μσ−σ0,where n=A2/A3×l1+Δl2+Δl3/l0+Δl1>1, however, e−μσ−σ0∈0,1, therefore it is unknown based on the equations if the sealing depth is improved from l1 to l2. Therefore, further research is needed to find out the shortest reasonable sealing depth.


## 3. Optimization of the Sealing Depth

### 3.1. Test Site

ShaQu coal mine is located in the Liliu mining area in the central section of Hedong Coalfield in the western of Shanxi province, China. The coal mine is characterized by extremely close distances between coal seams, and with high gas content and gas burst proneness. The coal series strata in the coalfield are composed of the Taiyuan formation in the Upper Carboniferous system and the Shanxi Formation in the Lower Permian system. In total there are 3 production coal seams with an average gas content of 10.34 m3/t, as shown in Table 1. In order to eliminate the risk of gas burst disaster, the gas drainage roadway was excavated for gas drainage before the upper coal seam was mined, shown in Figure 2. The in-situ test research was held at the #97 gas drainage drilling field of No.1 bed plate gas drainage roadway. The overburden depth is approximately 645 m and the main floor is sandstone. The cross-measure drainage boreholes were drilled in the drilling fields which were located along both sides of the roadway. The distribution of the drilling field and size of the road way are shown in Figure 3.Table 1
Basic parameters of the coal seams.
No.Maximum original gas pressure (MPa)Original gas content (m3/t)Permeability (m2/MPa2•d)Thickness (m)#31.087–24.881.78–1.891.1#41.307.3–17.823.52–3.7852.2#51.504.45–17.91.99–.233.77Figure 2
Illustration of the cross-measure boreholes in bed plate drainage roadway.Figure 3
Distribution of drilling fields and drainage boreholes in the gas drainage roadway.From the analysis in last section, there are two parts of fracture zones in the fracture system of surrounding rock. The first part is the fractures induced by the borehole drilling and the second part is the fractures induced by the roadway excavation, shown in Figure1. Meanwhile, both the crushing zone and plastic zone in each part can lead to air leakage during the drainage process due to the fractures and cracks surrounding the borehole. However, the scale and magnitude of the fracture system induced by the roadway excavation is much larger than that of the borehole. Therefore, the main purpose of sealing part is to control the air leakage through the fractures induced by the roadway excavation. In this paper, we mainly focus on the fracture and stress distributions in the surrounding rock of the drilling field, which is part of the roadway and the place where the boreholes are set.


### 3.2. Analysis of Fracture Zone

Both the plastic zone and the crushing zone exists fractures, which is the path for air leakage in the drainage process. Therefore, these two parts are important to the determination of sealing depth. In this part, the plastic zone was calculated by FLAC3D simulation and the crushing zone was in-situ tested by ultrasonic detection.


#### 3.2.1. Simulation Analysis of Plastic Zone

In order to replicate the same geological setting in Table1 and Figure 3, a 3D model, where the size of the excavated roadway is 4 m (width) × 3 m (height) and the drilling field is 5 m (length) × 3 m (width) × 3 m (height), is created (shown in Figure 4). Mohr-Coulomb failure criterion was applied to represent plastic behavior of rock mass. The size of model is 30 m (width) × 30 m (length) × 20 m (height) which includes 165670 elements and 13468 nodes. The vertical stress applied for each element is 16 MPa due to simulate the weight coming from the overburden strata of 640 m in depth and horizontal stress of 20 MPa is also applied on the model based on the data of in-situ stress provided by Shaqu coal mine. The horizontal displacement of front, back, left, and right boundaries, as well as the vertical displacement of bottom are fixed. The mechanical parameters of the rock are shown in Table 2. Figure 4 shows the overburden strata and Figure 5 shows the mesh of the calculation model.Figure 4
Stratigraphic column and position of the bed floor tunnel.Table 2
Mechanical parameters of the surrounding rock of the drilling field.
NoLithologyElastic modulus (MPa)Compression strength (MPa)Density (10−5N·mm−3)Friction angle (°)Cohesion (MPa)1Mudstone20252.425102Coal seam #510151.4201.83Sandstone64762.627204Limestone18202.224155Coal seam #610151.4211.5Figure 5
3D mesh of the numerical model.Figure6 shows the distribution of plastic zone surround the drilling field and roadway. As the gas drainage boreholes mostly roll upward from the drilling field in z direction, the plastic zone in this area puts more influence on the decision for the sealing depth. As shown in the results, the thickness of the plastic zone surrounding the drilling field reached 5 m in 2 direction and 2 m in 2 direction. While, it comes to 3.7 m in x direction and also 5 m in z direction for thickness of plastic zone in the surrounding rock of roadway.Figure 6
Vertical cross section distribution of the plastic zone in surrounding rock. (a) Drilling field. (b) Roadway.
(a)(b)


#### 3.2.2. In-Situ Crushing Zone Test by Ultrasonic Detection

Ultrasonic detection has been adopted for detecting the crushing zone in the surrounding rock by researchers [11, 18, 22, 38]. The principles of the test are as follows: the velocity of the ultrasonic wave attenuates significantly due to the reflection and refraction effects between the interfaces among the discontinuous fractures in the crushing zone and the duration time in certain distance increases rapidly with the number of fractures mounts. While the velocity of the ultrasonic wave attenuates slightly when the number of cracks decreases and the reflection and refraction effects drops. In other words, there exists a positive relationship between the duration of time of ultrasonic wave and the degree of deformation in the surrounding rock. Therefore, the distribution characters of the crack zone can be found by recording the duration time of the ultrasonic wave.In this paper, the ultrasonic detection analyzer (BA-II, CCRI Co, Ltd) was adopted to test the duration time of ultrasonic wave in the rock of the drilling field. This analyzer consists of 3 parts which are the probe the host computer and the connecting wires as is shown in Figure7. The transmitter and receiver are set in the probe with the length of 1 m. Therefore, the host computer will record the duration time and calculate the velocity of the ultrasonic wave based on the signals between the transmitter and receiver, shown in equation (8). The boreholes were tested 0.1 m by each step in depth. The arrangement of the two test boreholes are shown in Figure 8. Figure 9 shows the test results.(8)V=Lt,where L is the distance of the transmitter and receiver and L = 1 m, t is the duration time the ultrasonic wave reaches the receiver coming from the transmitter, V is the velocity of the ultrasonic wave.Figure 7
The ultrasonic detection analyzer unit.Figure 8
Arrangement of the boreholes for ultrasonic detection.Figure 9
Ultrasonic testing results.As the curves show in Figure9, the duration time of the ultrasonic wave drops significantly at the depth of 0–2.0 m and it fluctuated at 45 ms/m slightly afterwards, which infers that the velocity increases in this area and the number of fractures and cracks induced by the excavation has decreased in this area. Therefore, the boundary of the crushing zone locates at the depth of 2.0 m.


### 3.3. Stress State of the Drilling Field

From the analysis above, the redistributed stress can significantly change the permeability of the rock mass. The permeability in the stress concentration zone decreases due to cleats closure and macro-pores shrinkage. While the permeability in the stress increases due to the swell of rock mass and cleats open. Therefore, the stress distribution is an important factor for the determination of sealing depth except for the fracture zone. In this paper, the stress distribution was calculated by FLAC3D simulation and in-situ analyzed by the results of penetration velocity of drilling rod in the surrounding rock during the borehole drilling process.


#### 3.3.1. FLAC3D Simulation

Based on the calculation model above, the vertical stress cloud contour on the horizontal cross section of the drilling field can be achieved, shown in Figure10. Two main characters can be drawn from this result: firstly, the vertical stress in the y direction of the surrounding rock shows high concentration. Secondly, the vertical stress decreases as the distance from the drilling field increases until it falls to the virgin field stress of 16 MPa at the distance around 12 m and the high vertical stress area (20–22 MPa) locates at the depth of 7-8 m. Taking the contour of 16 MPa as the boundary of the stress concentration zone, it is clear that the excavation-induced stress concentration zone reaches as far as 12 m. While, the vertical stress reaches its top (22 MPa) around the depth of 7-8 m.Figure 10
Vertical stress cloud contour in the surrounding rock. (a) Vertical cross section via the central of drilling field. (b) Horizontal cross section via the central of roadway.
(a)(b)


#### 3.3.2. Stress Concentration Zone Analysis through Drilling Response

Drilling torque is the stress that the bit imposes on the rock during the drilling process. The value of the drilling torque depends on the size of the borehole, rate of penetration and drilling power, shown in equation (9) [24]. During the drilling process, the drilling torque may get unstable mainly caused by the change of the physical characters of the surrounding rock, such as the strength or the stress concentration characters. Given that the drilling constant and the drilling power W are fixed, the drilling torque T decreases as the surrounding rock gets less stress concentration or strength, the rate of penetration will increase. Likewise, when the drilling torque T increases as the surrounding rock gets more stress concentration or strength, the rate of penetration will decrease [39]. The curve of the rate of penetration against the drilling torque is shown in Figure 11.(9)T=cWv,where c is a drilling constant which is determined by the diameter of the borehole and the rotational speed of the drilling pipe, v is the rate of penetration and W is the drilling power.Figure 11
Curve of rate of penetration against drilling torque under fixed drilling power.The drilling duration time was recorded based on 4 testing boreholes. The basic parameters were shown in Figure12 and Table 3. The in-situ drilling duration time and rate of penetration are tested 1 m by each step due to the length of the drill pipe is 1 m. As is shown in Figure 13, the testing curves have shown similar trends with the drilling depth goes up. Meanwhile, the rate of penetration has seen significant drop while the duration time soared up during the depth of 0-8 m. Moreover, the curves meet their turning point at the depth of 7-8 m. However, the rate of penetration gradually bounced back and the duration time decreases sharply after the drilling depth exceeds 8 m. The drop of the rate of penetration is mainly caused by the friction of drilling pipe due to the stress concentration in the surrounding rock. Therefore, it can be seen that the maximum stress concentration area locates at the depth of 7-8 m of the borehole, which verifies the simulation results.Figure 12
Arrangement of the testing boreholes.Table 3
Parameters of the testing boreholes.
No.Diameter (mm)Dip angle (°)Length (m)Surrounding rockDrilling power (KW)Drilling rig#1941512Sandstone45ZDY-4000L#2941512Sandstone45ZDY-4000L#3941512Sandstone45ZDY-4000L#4941512Sandstone45ZDY-4000LFigure 13
Curves of drilling time against rate of penetration.


## 3.1. Test Site

ShaQu coal mine is located in the Liliu mining area in the central section of Hedong Coalfield in the western of Shanxi province, China. The coal mine is characterized by extremely close distances between coal seams, and with high gas content and gas burst proneness. The coal series strata in the coalfield are composed of the Taiyuan formation in the Upper Carboniferous system and the Shanxi Formation in the Lower Permian system. In total there are 3 production coal seams with an average gas content of 10.34 m3/t, as shown in Table 1. In order to eliminate the risk of gas burst disaster, the gas drainage roadway was excavated for gas drainage before the upper coal seam was mined, shown in Figure 2. The in-situ test research was held at the #97 gas drainage drilling field of No.1 bed plate gas drainage roadway. The overburden depth is approximately 645 m and the main floor is sandstone. The cross-measure drainage boreholes were drilled in the drilling fields which were located along both sides of the roadway. The distribution of the drilling field and size of the road way are shown in Figure 3.Table 1
Basic parameters of the coal seams.
No.Maximum original gas pressure (MPa)Original gas content (m3/t)Permeability (m2/MPa2•d)Thickness (m)#31.087–24.881.78–1.891.1#41.307.3–17.823.52–3.7852.2#51.504.45–17.91.99–.233.77Figure 2
Illustration of the cross-measure boreholes in bed plate drainage roadway.Figure 3
Distribution of drilling fields and drainage boreholes in the gas drainage roadway.From the analysis in last section, there are two parts of fracture zones in the fracture system of surrounding rock. The first part is the fractures induced by the borehole drilling and the second part is the fractures induced by the roadway excavation, shown in Figure1. Meanwhile, both the crushing zone and plastic zone in each part can lead to air leakage during the drainage process due to the fractures and cracks surrounding the borehole. However, the scale and magnitude of the fracture system induced by the roadway excavation is much larger than that of the borehole. Therefore, the main purpose of sealing part is to control the air leakage through the fractures induced by the roadway excavation. In this paper, we mainly focus on the fracture and stress distributions in the surrounding rock of the drilling field, which is part of the roadway and the place where the boreholes are set.


## 3.2. Analysis of Fracture Zone

Both the plastic zone and the crushing zone exists fractures, which is the path for air leakage in the drainage process. Therefore, these two parts are important to the determination of sealing depth. In this part, the plastic zone was calculated by FLAC3D simulation and the crushing zone was in-situ tested by ultrasonic detection.


### 3.2.1. Simulation Analysis of Plastic Zone

In order to replicate the same geological setting in Table1 and Figure 3, a 3D model, where the size of the excavated roadway is 4 m (width) × 3 m (height) and the drilling field is 5 m (length) × 3 m (width) × 3 m (height), is created (shown in Figure 4). Mohr-Coulomb failure criterion was applied to represent plastic behavior of rock mass. The size of model is 30 m (width) × 30 m (length) × 20 m (height) which includes 165670 elements and 13468 nodes. The vertical stress applied for each element is 16 MPa due to simulate the weight coming from the overburden strata of 640 m in depth and horizontal stress of 20 MPa is also applied on the model based on the data of in-situ stress provided by Shaqu coal mine. The horizontal displacement of front, back, left, and right boundaries, as well as the vertical displacement of bottom are fixed. The mechanical parameters of the rock are shown in Table 2. Figure 4 shows the overburden strata and Figure 5 shows the mesh of the calculation model.Figure 4
Stratigraphic column and position of the bed floor tunnel.Table 2
Mechanical parameters of the surrounding rock of the drilling field.
NoLithologyElastic modulus (MPa)Compression strength (MPa)Density (10−5N·mm−3)Friction angle (°)Cohesion (MPa)1Mudstone20252.425102Coal seam #510151.4201.83Sandstone64762.627204Limestone18202.224155Coal seam #610151.4211.5Figure 5
3D mesh of the numerical model.Figure6 shows the distribution of plastic zone surround the drilling field and roadway. As the gas drainage boreholes mostly roll upward from the drilling field in z direction, the plastic zone in this area puts more influence on the decision for the sealing depth. As shown in the results, the thickness of the plastic zone surrounding the drilling field reached 5 m in 2 direction and 2 m in 2 direction. While, it comes to 3.7 m in x direction and also 5 m in z direction for thickness of plastic zone in the surrounding rock of roadway.Figure 6
Vertical cross section distribution of the plastic zone in surrounding rock. (a) Drilling field. (b) Roadway.
(a)(b)


### 3.2.2. In-Situ Crushing Zone Test by Ultrasonic Detection

Ultrasonic detection has been adopted for detecting the crushing zone in the surrounding rock by researchers [11, 18, 22, 38]. The principles of the test are as follows: the velocity of the ultrasonic wave attenuates significantly due to the reflection and refraction effects between the interfaces among the discontinuous fractures in the crushing zone and the duration time in certain distance increases rapidly with the number of fractures mounts. While the velocity of the ultrasonic wave attenuates slightly when the number of cracks decreases and the reflection and refraction effects drops. In other words, there exists a positive relationship between the duration of time of ultrasonic wave and the degree of deformation in the surrounding rock. Therefore, the distribution characters of the crack zone can be found by recording the duration time of the ultrasonic wave.In this paper, the ultrasonic detection analyzer (BA-II, CCRI Co, Ltd) was adopted to test the duration time of ultrasonic wave in the rock of the drilling field. This analyzer consists of 3 parts which are the probe the host computer and the connecting wires as is shown in Figure7. The transmitter and receiver are set in the probe with the length of 1 m. Therefore, the host computer will record the duration time and calculate the velocity of the ultrasonic wave based on the signals between the transmitter and receiver, shown in equation (8). The boreholes were tested 0.1 m by each step in depth. The arrangement of the two test boreholes are shown in Figure 8. Figure 9 shows the test results.(8)V=Lt,where L is the distance of the transmitter and receiver and L = 1 m, t is the duration time the ultrasonic wave reaches the receiver coming from the transmitter, V is the velocity of the ultrasonic wave.Figure 7
The ultrasonic detection analyzer unit.Figure 8
Arrangement of the boreholes for ultrasonic detection.Figure 9
Ultrasonic testing results.As the curves show in Figure9, the duration time of the ultrasonic wave drops significantly at the depth of 0–2.0 m and it fluctuated at 45 ms/m slightly afterwards, which infers that the velocity increases in this area and the number of fractures and cracks induced by the excavation has decreased in this area. Therefore, the boundary of the crushing zone locates at the depth of 2.0 m.


## 3.2.1. Simulation Analysis of Plastic Zone

In order to replicate the same geological setting in Table1 and Figure 3, a 3D model, where the size of the excavated roadway is 4 m (width) × 3 m (height) and the drilling field is 5 m (length) × 3 m (width) × 3 m (height), is created (shown in Figure 4). Mohr-Coulomb failure criterion was applied to represent plastic behavior of rock mass. The size of model is 30 m (width) × 30 m (length) × 20 m (height) which includes 165670 elements and 13468 nodes. The vertical stress applied for each element is 16 MPa due to simulate the weight coming from the overburden strata of 640 m in depth and horizontal stress of 20 MPa is also applied on the model based on the data of in-situ stress provided by Shaqu coal mine. The horizontal displacement of front, back, left, and right boundaries, as well as the vertical displacement of bottom are fixed. The mechanical parameters of the rock are shown in Table 2. Figure 4 shows the overburden strata and Figure 5 shows the mesh of the calculation model.Figure 4
Stratigraphic column and position of the bed floor tunnel.Table 2
Mechanical parameters of the surrounding rock of the drilling field.
NoLithologyElastic modulus (MPa)Compression strength (MPa)Density (10−5N·mm−3)Friction angle (°)Cohesion (MPa)1Mudstone20252.425102Coal seam #510151.4201.83Sandstone64762.627204Limestone18202.224155Coal seam #610151.4211.5Figure 5
3D mesh of the numerical model.Figure6 shows the distribution of plastic zone surround the drilling field and roadway. As the gas drainage boreholes mostly roll upward from the drilling field in z direction, the plastic zone in this area puts more influence on the decision for the sealing depth. As shown in the results, the thickness of the plastic zone surrounding the drilling field reached 5 m in 2 direction and 2 m in 2 direction. While, it comes to 3.7 m in x direction and also 5 m in z direction for thickness of plastic zone in the surrounding rock of roadway.Figure 6
Vertical cross section distribution of the plastic zone in surrounding rock. (a) Drilling field. (b) Roadway.
(a)(b)


## 3.2.2. In-Situ Crushing Zone Test by Ultrasonic Detection

Ultrasonic detection has been adopted for detecting the crushing zone in the surrounding rock by researchers [11, 18, 22, 38]. The principles of the test are as follows: the velocity of the ultrasonic wave attenuates significantly due to the reflection and refraction effects between the interfaces among the discontinuous fractures in the crushing zone and the duration time in certain distance increases rapidly with the number of fractures mounts. While the velocity of the ultrasonic wave attenuates slightly when the number of cracks decreases and the reflection and refraction effects drops. In other words, there exists a positive relationship between the duration of time of ultrasonic wave and the degree of deformation in the surrounding rock. Therefore, the distribution characters of the crack zone can be found by recording the duration time of the ultrasonic wave.In this paper, the ultrasonic detection analyzer (BA-II, CCRI Co, Ltd) was adopted to test the duration time of ultrasonic wave in the rock of the drilling field. This analyzer consists of 3 parts which are the probe the host computer and the connecting wires as is shown in Figure7. The transmitter and receiver are set in the probe with the length of 1 m. Therefore, the host computer will record the duration time and calculate the velocity of the ultrasonic wave based on the signals between the transmitter and receiver, shown in equation (8). The boreholes were tested 0.1 m by each step in depth. The arrangement of the two test boreholes are shown in Figure 8. Figure 9 shows the test results.(8)V=Lt,where L is the distance of the transmitter and receiver and L = 1 m, t is the duration time the ultrasonic wave reaches the receiver coming from the transmitter, V is the velocity of the ultrasonic wave.Figure 7
The ultrasonic detection analyzer unit.Figure 8
Arrangement of the boreholes for ultrasonic detection.Figure 9
Ultrasonic testing results.As the curves show in Figure9, the duration time of the ultrasonic wave drops significantly at the depth of 0–2.0 m and it fluctuated at 45 ms/m slightly afterwards, which infers that the velocity increases in this area and the number of fractures and cracks induced by the excavation has decreased in this area. Therefore, the boundary of the crushing zone locates at the depth of 2.0 m.


## 3.3. Stress State of the Drilling Field

From the analysis above, the redistributed stress can significantly change the permeability of the rock mass. The permeability in the stress concentration zone decreases due to cleats closure and macro-pores shrinkage. While the permeability in the stress increases due to the swell of rock mass and cleats open. Therefore, the stress distribution is an important factor for the determination of sealing depth except for the fracture zone. In this paper, the stress distribution was calculated by FLAC3D simulation and in-situ analyzed by the results of penetration velocity of drilling rod in the surrounding rock during the borehole drilling process.


### 3.3.1. FLAC3D Simulation

Based on the calculation model above, the vertical stress cloud contour on the horizontal cross section of the drilling field can be achieved, shown in Figure10. Two main characters can be drawn from this result: firstly, the vertical stress in the y direction of the surrounding rock shows high concentration. Secondly, the vertical stress decreases as the distance from the drilling field increases until it falls to the virgin field stress of 16 MPa at the distance around 12 m and the high vertical stress area (20–22 MPa) locates at the depth of 7-8 m. Taking the contour of 16 MPa as the boundary of the stress concentration zone, it is clear that the excavation-induced stress concentration zone reaches as far as 12 m. While, the vertical stress reaches its top (22 MPa) around the depth of 7-8 m.Figure 10
Vertical stress cloud contour in the surrounding rock. (a) Vertical cross section via the central of drilling field. (b) Horizontal cross section via the central of roadway.
(a)(b)


### 3.3.2. Stress Concentration Zone Analysis through Drilling Response

Drilling torque is the stress that the bit imposes on the rock during the drilling process. The value of the drilling torque depends on the size of the borehole, rate of penetration and drilling power, shown in equation (9) [24]. During the drilling process, the drilling torque may get unstable mainly caused by the change of the physical characters of the surrounding rock, such as the strength or the stress concentration characters. Given that the drilling constant and the drilling power W are fixed, the drilling torque T decreases as the surrounding rock gets less stress concentration or strength, the rate of penetration will increase. Likewise, when the drilling torque T increases as the surrounding rock gets more stress concentration or strength, the rate of penetration will decrease [39]. The curve of the rate of penetration against the drilling torque is shown in Figure 11.(9)T=cWv,where c is a drilling constant which is determined by the diameter of the borehole and the rotational speed of the drilling pipe, v is the rate of penetration and W is the drilling power.Figure 11
Curve of rate of penetration against drilling torque under fixed drilling power.The drilling duration time was recorded based on 4 testing boreholes. The basic parameters were shown in Figure12 and Table 3. The in-situ drilling duration time and rate of penetration are tested 1 m by each step due to the length of the drill pipe is 1 m. As is shown in Figure 13, the testing curves have shown similar trends with the drilling depth goes up. Meanwhile, the rate of penetration has seen significant drop while the duration time soared up during the depth of 0-8 m. Moreover, the curves meet their turning point at the depth of 7-8 m. However, the rate of penetration gradually bounced back and the duration time decreases sharply after the drilling depth exceeds 8 m. The drop of the rate of penetration is mainly caused by the friction of drilling pipe due to the stress concentration in the surrounding rock. Therefore, it can be seen that the maximum stress concentration area locates at the depth of 7-8 m of the borehole, which verifies the simulation results.Figure 12
Arrangement of the testing boreholes.Table 3
Parameters of the testing boreholes.
No.Diameter (mm)Dip angle (°)Length (m)Surrounding rockDrilling power (KW)Drilling rig#1941512Sandstone45ZDY-4000L#2941512Sandstone45ZDY-4000L#3941512Sandstone45ZDY-4000L#4941512Sandstone45ZDY-4000LFigure 13
Curves of drilling time against rate of penetration.


## 3.3.1. FLAC3D Simulation

Based on the calculation model above, the vertical stress cloud contour on the horizontal cross section of the drilling field can be achieved, shown in Figure10. Two main characters can be drawn from this result: firstly, the vertical stress in the y direction of the surrounding rock shows high concentration. Secondly, the vertical stress decreases as the distance from the drilling field increases until it falls to the virgin field stress of 16 MPa at the distance around 12 m and the high vertical stress area (20–22 MPa) locates at the depth of 7-8 m. Taking the contour of 16 MPa as the boundary of the stress concentration zone, it is clear that the excavation-induced stress concentration zone reaches as far as 12 m. While, the vertical stress reaches its top (22 MPa) around the depth of 7-8 m.Figure 10
Vertical stress cloud contour in the surrounding rock. (a) Vertical cross section via the central of drilling field. (b) Horizontal cross section via the central of roadway.
(a)(b)


## 3.3.2. Stress Concentration Zone Analysis through Drilling Response

Drilling torque is the stress that the bit imposes on the rock during the drilling process. The value of the drilling torque depends on the size of the borehole, rate of penetration and drilling power, shown in equation (9) [24]. During the drilling process, the drilling torque may get unstable mainly caused by the change of the physical characters of the surrounding rock, such as the strength or the stress concentration characters. Given that the drilling constant and the drilling power W are fixed, the drilling torque T decreases as the surrounding rock gets less stress concentration or strength, the rate of penetration will increase. Likewise, when the drilling torque T increases as the surrounding rock gets more stress concentration or strength, the rate of penetration will decrease [39]. The curve of the rate of penetration against the drilling torque is shown in Figure 11.(9)T=cWv,where c is a drilling constant which is determined by the diameter of the borehole and the rotational speed of the drilling pipe, v is the rate of penetration and W is the drilling power.Figure 11
Curve of rate of penetration against drilling torque under fixed drilling power.The drilling duration time was recorded based on 4 testing boreholes. The basic parameters were shown in Figure12 and Table 3. The in-situ drilling duration time and rate of penetration are tested 1 m by each step due to the length of the drill pipe is 1 m. As is shown in Figure 13, the testing curves have shown similar trends with the drilling depth goes up. Meanwhile, the rate of penetration has seen significant drop while the duration time soared up during the depth of 0-8 m. Moreover, the curves meet their turning point at the depth of 7-8 m. However, the rate of penetration gradually bounced back and the duration time decreases sharply after the drilling depth exceeds 8 m. The drop of the rate of penetration is mainly caused by the friction of drilling pipe due to the stress concentration in the surrounding rock. Therefore, it can be seen that the maximum stress concentration area locates at the depth of 7-8 m of the borehole, which verifies the simulation results.Figure 12
Arrangement of the testing boreholes.Table 3
Parameters of the testing boreholes.
No.Diameter (mm)Dip angle (°)Length (m)Surrounding rockDrilling power (KW)Drilling rig#1941512Sandstone45ZDY-4000L#2941512Sandstone45ZDY-4000L#3941512Sandstone45ZDY-4000L#4941512Sandstone45ZDY-4000LFigure 13
Curves of drilling time against rate of penetration.


## 4. Gas Drainage Test via Cross-Measure Boreholes

It can be concluded from Section3 that the boundary of the crushing zone (B1), plastic zone (B2) and stress concentration zone (B3) is located at the depths of 2 m, 5 m and 12 m respectively. In order to determine the shortest sealing depth of the cross-measure gas drainage borehole, a contrast gas drainage experiment based on different sealing depths has been conducted. This experiment was to determine the relationship of the optimized sealing depth between the depths of B1, B2 and B3. Therefore, three contrasting experimental drainage groups were formed and each group has a unique sealing depth. The sealing depth for group 1 is 2 m which equals the depth of B1. The sealing depth for group 2 is 5 m which equals the depth of B2. And the sealing depth for group 3 is 12 m which equals the depth of B3. Table 4 shows the parameters of each borehole and Figure 14 shows the illustration for the sealing process. In order to minimize the influence from unstable drainage performance of single drainage borehole, each experiment group consists of 3 independent boreholes. Furthermore, the boreholes in each group are at interlaced arrangement to minimize the influence from the inhomogeneity of the coal-bed gas geology. Three monitoring lines group these boreholes to get the drainage performance data, shown in Figure 15.Table 4
Basic parameters of the experiment boreholes.
Borehole no.Diameter (mm)Dip angle (°)Length (m)Sealing depth (m)Group no.#1–194514251#1–29498051#1–394135651#2–1945142102#2–294982102#2–3941354102#3–1945140153#3–294982153#3–3941356153Figure 14
Simplified schematic of the borehole sealing in the drilling field.Figure 15
Arrangement of the experiment boreholes.The gas flow is the total mixed gas extracted out from the coal seam which consists of two parts, namely, the pure methane and air (other gas components). Therefore, the pure methane volume can be calculated by the product of methane concentration and gas flow volume. In this experiment, the monitoring was initiated immediately after the boreholes were sealed and connected to the drainage system. The gas concentration and the gas flow volume of each drainage borehole were monitored for every other day in the following 60 days during the drainage process. The drainage results of methane concentration of three monitoring lines were shown in Figure16–18. Two main conclusions can be drawn from these curves. Firstly, the methane concentration in three monitoring lines stayed high in the early stage (day 0–10) of the drainage process. Then a negative exponential decline is observed due to the residual coal seam gas decreasing, which applies to all drainage boreholes. Secondly, the results of group 2 (l = 10 m) and 3 (l = 15 m) were comparable during the whole drainage process. While, the gas concentration of the group 1 (l = 5 m) were significantly lower than that of group 2 (l = 5 m) and group 3 (l = 15 m).Figure 16
Curves of gas concentration in boreholes at monitor line 1.Figure 17
Curves of gas concentration in boreholes at monitor line 2.Figure 18
Curves of gas concentration in boreholes at monitor line 3.Tables5 and 6 show the drainage performance of each borehole and each group respectively. Based on the results shown in Table 6, it is clear that the methane concentration of group 1 (15.1%) is lower than half that of group 2 (46.2%) and group 3 (51.6%), while the gas flow volume (18.9 L/min) is significantly higher than the rest two groups (13.9 L/min and 12.5 L/min, respectively). As a result, the pure gas volume of group 1 (2.8 L/min) is 50% less than that of group 2 (6.3 L/min) and group 3 (6.5 L/min). The direct cause for the low drainage efficiency of group 1 is, because of insufficient sealing depth, the air in the roadway flow into the borehole through the fracture system (both the fractures induced by the roadway excavation and borehole drilling) in the surrounding rock of the drilling field. Therefore, this result verifies that the air leakage volume can be dramatically reduced if the sealing depth is improved from the crushing zone (group 1) to the plastic zone (group 2), as shown in equation (6). Meanwhile, though both the sealing depths of group 2 and group 3 exceed the fracture zone induced by the roadway excavation, the methane concentration of group 2 (46.2%) is still 10.4% less than that of group 3 (51.6%), which indicates there still exist air leakage in group 2. A reasonable explanation is that, though the air leakage of drainage borehole is unavoidable due to the fracture system induced by the borehole drilling, the leakage volume still can be reduced by improving the sealing depth. Meanwhile, as shown in equation (7), it can be concluded Q2/Q3=k2/k3×A2/A3×l1+Δl2+Δl3/l0+Δl1=ne−μσ−σ0 > 1.Table 5
Drainage results of each test borehole.
Borehole no.Methane concentration (%)Gas flow volume (L/min)Pure methane volume (L/min)Drainage pressure (kPa)Sealing depth (m)Group no.#1–113.520.32.74−1351#1–215.118.82.83−1351#1–316.917.52.95−1351#2–14613.86.34−13102#2–242.414.86.27−13102#2–350.313.06.43−13102#3–150.112.86.41−13153#3–250.612.76.42−13153#3–354.112.16.54−13153Table 6
Drainage results of each group.
Group no.Methane concentration (%)Gas flow volume (L/min)Pure methane volume (L/min)Sealing depth (m)115.118.92.85246.213.96.310351.612.56.515In summary, the drainage result has verified the theoretical analysis of air leakage volume using different sealing depth. Meanwhile, three conclusions can be drawn based on the analysis above, firstly, the air leakage decreases with the increase of sealing depth, especially when the sealing depth is less than the crushing zone. Secondly, the fractures induced by roadway excavation are the main path for air leakage of the borehole. Thirdly, the permeability decrease caused by stress concentration is helpful to prevent the air flowing into the borehole through the fractures. Moreover, based on the drainage performance of 3 groups, the optimized shortest sealing depth for the cross-measure borehole is 12 m, which should cover both the plastic zone and stress concentration zone.


## 5. Conclusions

To optimize the sealing depth of the cross-measure drainage borehole, a theoretical model was proposed to analyze the air leakage volume using different sealing depths. A series of in-situ tests were conducted for verification and further research. Based on the results of tests and analysis, the following conclusions can be drawn:(1)
Based on theoretical analysis presented, two parts of the fractures system surrounding the drainage borehole were proposed, i.e. the fractures induced by roadway excavation and the fractures induced by borehole drilling. Both parts can lead to air leakage of the drainage borehole. The first part consists of crushing zone and plastic zone. And the crushing zone is the main path for air leakage, which can be reduced by improving sealing depth. However, for the second part, the air leakage volume is affected by the stress concentration induced by roadway excavation.(2)
The stress and fracture distributions were analyzed by in-situ test and numerical simulation. The results show that the thickness of the plastic zone and the crushing zone was 5 m and 2 m, respectively. Meanwhile, stress simulation shows that the depth of the stress concentration zone was 12 m from the roadway wall and the stress peak was located at the depth of 8 m, which can be verified by the results of drilling penetration velocity analysis.(3)
The drainage contrast experiment revealed that, though the air leakage volume decreased with the increase of sealing depth. However, different sealing depth stages have their unique causes. In the first stage, when the sealing depth was improved from crushing zone to plastic zone, the air leakage volume decreased due to the sealing material preventing the air flowing into the borehole through the fractures in the crushing zone. While in the second stage, when the sealing depth was improved from the plastic zone to the stress concentration zone, the air leakage volume decreased due to the permeability decrease caused by high stress imposing on the fractures induced by borehole drilling. The study case shows that the shortest optimized sealing depth is 12 m, which should both cover the plastic zone and the stress concentration zone [40].



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*Source: 5521666-2021-10-29.xml*