# Application of Distributed Optical Fiber Technology for Coal Bump Prevention

Authors: Han Liang; Jun Han; Zuoqing Bi
Journal: Shock and Vibration
 (2021)

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## Abstract

The 8939 working face in Xinzhouyao coal mine is a high coal bump proneness panel. For coal bump prevention, rib holes are drilled for pressure relief purpose. The deformational behaviour of the pressure relief borehole is studied using distributed optical fiber sensing technology. The strain of the surrounding coal and the pressure relief range were measured from 0 hrs to 402 hrs after hole drilling. Based on the analysis of pressure relief procedure, combining with borehole observation, the crack development, limited equilibrium, collapse, and compaction stages of the borehole were estimated as 0∼72 h, 72∼190 h, 190∼402 h, and greater than 402 h, respectively. Consequently, the hole drilling is modified to 110 m ahead of the working face to achieve better pressure relief effect. Microseismic monitoring shows that, after hole drilling optimisation, the high-energy microseismic events and average energy of microseismic events are reduced significantly.


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## Body

## 1. Introduction

Along with increasing mining depth, geodynamic disasters, such as coal bump and coal and gas outburst, become one major issue that threaten mining safety and economy for underground coal mining industry [1–4]. Among them, coal bump occurred at 132 underground coal mines in China. This geodynamic disaster is closely relative to high ground stress and stress concentration around the coal pillar in the case of mulitseam mining [5–7].Dynamic disasters are induced by stress change, including abutment pressure, circular loading, and unloading, which are closely related to the stability of surrounding rock [8–11]. For dynamic disaster prevention, pressure relief measures are often employed, which mainly include borehole drilling, injection, coal seam blasting, roof blasting, and floor blasting [12–16]. Among them, borehole drilling is an easy, quick manner that does not affect mining operation. It releases rib coal stress directly that prevents coal bumps effectively.In literature, the effect of pressure relief induced by the drilling hole was studied using analytical, numerical, or electromagnetic radiation methods [17–26]. It was found that stress was concentrated on the hole perimeter after the hole was drilled; coal mass around the borehole formed crushing area, plastic deformation area, and elastic deformation area. As a result, the potential energy within the coal seam was released and the possibility of coal bump was reduced [17]. However, there is lack of accurate measurement technology to monitoring the deformation procedure of surrounding coal quantitively.Several new sensing technologies have been developed to monitoring the stress changes in underground coal mining [27–31]. Distributed optical fiber sensing is one of them based on spontaneous Brillouin scattering principle. It is now being used in geotechnical engineering such as overburden subsidence measurement in coal mining industry [32–34]. In this study, BOTDR distributed optical fiber sensing technology is being used to monitoring the effect of pressure relief of drilling hole. Along the tailgate of one working face with high coal bump proneness, optical fiber was installed into the coal mass of the tailgate rib. Holes for pressure releasing were drilled beneath the optical fiber. Regular measurement of the deformation of surrounding coal was undertaken, combining with observation of the crushing procedure of the drilling holes. This study investigates borehole deformation and also technical aspects of application of distributed optical fiber sensing technology in coal bump prevention.


## 2. BOTDR Measurement Principle

BOTDR can measure the temperature or strain distribution along the entire fiber by sensing the frequency drift of back Brillouin scattered light. When the axial strain or peripheral temperature of the fiber changes, the frequency of the Brillouin scattered light along the fiber drifts linearly. As the temperature change in coal mine is negligible, the relationship can be expressed as [35, 36](1)υBε=υB0+dυBεdε×ε,where ε—strain; υBε—frequency of Brillouin light while strain is ε; υB0—initial Brillouin scattered light; dυBε/dε—ratio.BOTDR sensor fiber is waterproof, moisture resistance, antielectromagnetic interruption, corrosion resistance, and flexible. After implanting a single-mode fiber into the coal mass, its deformation can be measured along the fiber through a demodulator. The measurement is accurate, real time, and continuous.The ground stress of the coal mass is redistributed after a hole is drilled [37]. Finally, the borehole is filled with crushed coal; and crushing zone, plastic zone, elastic zone are formed from inside to outside of the borehole, as shown in Figure 1.Figure 1
Plane view of the onsite measurement.In the field, the optical fiber was installed above the pressure relief borehole. The fiber is glued with the surrounding coal so that the deformational behaviour of the coal mass can be calculated using axial strain data of the fiber. From the Brillouin light measurement principle, a positive value of the fiber strain is in the state of tension and a negative strain indicates compression of the fiber. According to the fixed beam theory [38, 39], the middle section of the sensing fiber is in tensile state, and the bending moment in this section is positive; at the two ends of the fiber, the bending moment is negative. Therefore, the point of zero bending moment along the sensor fiber indicates the boundary of the pressure relieving area of the borehole. According to the geometry illustrated by Figure 1, the effective pressure relief range can be calculated using(2)R=h2+L22,where L is the length strain >0; R is the relief radius; h is the distance between pressure relief borehole center and sensing optical cable.


## 3. Field Testing

### 3.1. Field Conditions

Xinzhouyao coal mine is located in the Datong coalfield. The eastern part of the Datong coalfield is adjacent to Kouquan Fault, whose tectonic movement accumulates potential energy that induces coal bump in the mining procedure. Coal bumps occurred in coal mines around Kouquan fault such as Meiyukou, Yizhou, and Tongjialiang coal mines.The 8939 working face is in west 2nd mining district mainly mining 11# coal seam. Its western side is 8937 working face goaf, and its eastern side is formed by 8941 goaf and Yungang coal mine goaf, as shown in Figure 2. A working face that is adjacent to two goafs like 8939 is often called island working face, which is normally high possibility of coal bump occurrence. Coal bumps occurred several times in tailgates at about 100 m ahead of 8935 and 8937 working faces [40, 41]. It suggests that the 8939 island face has high coal bump risk.Figure 2
Plan view of no. 8939 panel.The average bury depth of 11# coal seam is 345 m with an average coal thickness of 7.5 m and average inclination angle of 3°. Fully mechanised top coal caving mining method is employed for the 8939 panel; its face length is 95 m, panel length is 1400 m, and pillar width is designed as 20 m. The UCS of the coal is measured as 15.9 MPa, and the hardness is of 3.2–4.4 that indicates hard coal seam. The roof and floor of the coal seam are sandstone with UCS 65.4 MPa and 42.7 MPa, respectively.Pressure relief via rib hole drilling is one major burst control measure in Xinzhouyou coal mine. The hole is designed asϕ108 mm × 8.0 m located 0.5 m above the floor. The holes are drilled using crawler drilling machine, but the drilling schedule is not strictly defined due to lack of theoretical guideline. Therefore, it is necessary to study pressure relief procedure of the drilling hole for mining safety and economy of the 8939 panel.


### 3.2. Instrumentation

Aϕ65 mm × 44 m monitoring hole was drilled from a winch chamber in 5939 tailgate to install the optical fiber. The chamber is 2 m depth located 1254 m from the open-cut of the 8939 panel. The monitoring hole was drilled horizontally at 1.2 m height and 1.4 m from the roadway rib. The angle of the optical fiber hole with the rib is 5°, as shown in Figure 3.Figure 3
Scheme of monitoring optic fiber.Metal strain sensor cable was used to monitoring the deformation of the coal mass. The sensing cable isϕ5.0 ± 0.2 mm with a maximum tensile force of 2350 N. The fiber was inserted into the monitoring hole using a PVC tube and then cast by cement mortar. According to laboratory test, the elastic modulus of the #11 coal seam is 3.66 GPa and Poisson’s ratio is 0.23 [42], so M7.5 cement mortar that has similar rigidity to the coal was selected to fill the monitoring hole.


### 3.3. Pressure Relief Holes Layout

A total of 15 pressure relief boreholes were drilled at the length of 6.0 m and interval of 1.5 m. The hole is 1.0 m from the floor, i.e., 0.2 m from the optical fiber. The diameters of the pressure relief hole are selected as 65 mm, 90 mm, and 108 mm, and the layout of the hole arrangement is shown in Figure4.Figure 4
Plan view of pressure relief boreholes layout.To confirm the location of the sensor is in accordance with the designing, two rows of detective holes were drilled horizontally at a distance of 40 m from the optical fiber monitoring orifice, as shown in Figure4. The row distance is 0.5 m, and the interval of the detective holes is 0.2 m. Apparent strain changes of the sensor cable were measured at this location, indicating that the sensor fiber was installed at the designed position. After confirmation of the monitoring fiber position, the pressure relief holes were drilled perpendicular to the rib surface, as shown in Figure 5.Figure 5
Pressure relief borehole drilling in field.


### 3.4. Data Collection

AV6419 timely domain optical strain gauge was used to collect the strain of the sensor cable after the hole was filled with cement mortar. The strain was measured 9 times at 0 h–480 h after the completion of the pressure relief hole drilling. The acquisition frequency is set to be 0.1 m, that is, every 0.1 m fiber length generates one strain data. The field acquisition process is shown in Figure6.Figure 6
Data acquisition of optical timely domain strain.


## 3.1. Field Conditions

Xinzhouyao coal mine is located in the Datong coalfield. The eastern part of the Datong coalfield is adjacent to Kouquan Fault, whose tectonic movement accumulates potential energy that induces coal bump in the mining procedure. Coal bumps occurred in coal mines around Kouquan fault such as Meiyukou, Yizhou, and Tongjialiang coal mines.The 8939 working face is in west 2nd mining district mainly mining 11# coal seam. Its western side is 8937 working face goaf, and its eastern side is formed by 8941 goaf and Yungang coal mine goaf, as shown in Figure 2. A working face that is adjacent to two goafs like 8939 is often called island working face, which is normally high possibility of coal bump occurrence. Coal bumps occurred several times in tailgates at about 100 m ahead of 8935 and 8937 working faces [40, 41]. It suggests that the 8939 island face has high coal bump risk.Figure 2
Plan view of no. 8939 panel.The average bury depth of 11# coal seam is 345 m with an average coal thickness of 7.5 m and average inclination angle of 3°. Fully mechanised top coal caving mining method is employed for the 8939 panel; its face length is 95 m, panel length is 1400 m, and pillar width is designed as 20 m. The UCS of the coal is measured as 15.9 MPa, and the hardness is of 3.2–4.4 that indicates hard coal seam. The roof and floor of the coal seam are sandstone with UCS 65.4 MPa and 42.7 MPa, respectively.Pressure relief via rib hole drilling is one major burst control measure in Xinzhouyou coal mine. The hole is designed asϕ108 mm × 8.0 m located 0.5 m above the floor. The holes are drilled using crawler drilling machine, but the drilling schedule is not strictly defined due to lack of theoretical guideline. Therefore, it is necessary to study pressure relief procedure of the drilling hole for mining safety and economy of the 8939 panel.


## 3.2. Instrumentation

Aϕ65 mm × 44 m monitoring hole was drilled from a winch chamber in 5939 tailgate to install the optical fiber. The chamber is 2 m depth located 1254 m from the open-cut of the 8939 panel. The monitoring hole was drilled horizontally at 1.2 m height and 1.4 m from the roadway rib. The angle of the optical fiber hole with the rib is 5°, as shown in Figure 3.Figure 3
Scheme of monitoring optic fiber.Metal strain sensor cable was used to monitoring the deformation of the coal mass. The sensing cable isϕ5.0 ± 0.2 mm with a maximum tensile force of 2350 N. The fiber was inserted into the monitoring hole using a PVC tube and then cast by cement mortar. According to laboratory test, the elastic modulus of the #11 coal seam is 3.66 GPa and Poisson’s ratio is 0.23 [42], so M7.5 cement mortar that has similar rigidity to the coal was selected to fill the monitoring hole.


## 3.3. Pressure Relief Holes Layout

A total of 15 pressure relief boreholes were drilled at the length of 6.0 m and interval of 1.5 m. The hole is 1.0 m from the floor, i.e., 0.2 m from the optical fiber. The diameters of the pressure relief hole are selected as 65 mm, 90 mm, and 108 mm, and the layout of the hole arrangement is shown in Figure4.Figure 4
Plan view of pressure relief boreholes layout.To confirm the location of the sensor is in accordance with the designing, two rows of detective holes were drilled horizontally at a distance of 40 m from the optical fiber monitoring orifice, as shown in Figure4. The row distance is 0.5 m, and the interval of the detective holes is 0.2 m. Apparent strain changes of the sensor cable were measured at this location, indicating that the sensor fiber was installed at the designed position. After confirmation of the monitoring fiber position, the pressure relief holes were drilled perpendicular to the rib surface, as shown in Figure 5.Figure 5
Pressure relief borehole drilling in field.


## 3.4. Data Collection

AV6419 timely domain optical strain gauge was used to collect the strain of the sensor cable after the hole was filled with cement mortar. The strain was measured 9 times at 0 h–480 h after the completion of the pressure relief hole drilling. The acquisition frequency is set to be 0.1 m, that is, every 0.1 m fiber length generates one strain data. The field acquisition process is shown in Figure6.Figure 6
Data acquisition of optical timely domain strain.


## 4. Results

### 4.1. Sensing Cable Strain Analysis

The strain of the sensing cable was measured at 0 h, 24 h, 72 h, 168 h, 240 h, 288 h, 360 h, 432 h, and 480 h after the completion of the drilling. The full length strain curve of the cable is shown in Figure7, whereas the abscissa is the distance of the sensing cable from the origin of the monitoring hole, and the ordinate is the strain of the sensing fiber.Figure 7
Strain of the whole length of the optic cable.10# hole is 19.7 m from the origin of the optical fiber monitoring hole. Figure8 shows 10# pressure relief borehole strain development, which is a typical result for ϕ108 mm borehole, the origin of the coordinator is the center of 10# hole, and positive direction of x-axis is towards the working face.Figure 8
Strain curve of 10# borehole.Figure8 shows that the strain is around 10 με immediately after the hole was drilled. After 24 h, 72 h, and 168 h of drilling, the strain of surrounding coal is small (<20 με) with slow increasing of pressure relief range from 0.15 m to 0.22 m. At the time of 240 h after drilling, the measured strain was 41 με and the radius of pressure relief range was 0.40 m, which indicates certain pressure relieving effect. From 288 h to 360 h of the hole drilling, the strain changed from 120 με to 140 με with the pressure relief radius increasing from 0.55 m to 0.71 m. This is the stable development of the pressure relief domain. 432 h after the hole was drilled, the deformation of surrounding coal is measured as 166 με, but the range of pressure relief did not change. At 480 h of the hole drilling, both the strain and radius did not change, which indicates re-equilibrium of the coal mass.


### 4.2. Observation of Hole Crush Procedure

In the process of optical fiber measurement, the crush procedure of the borehole was also observed using the hole peeping instrument. After 48 h of drilling of 10# borehole, the wall of the hole is relatively smooth, and no collapse was observed, as shown in Figure9(a). 168 h after the hole drilling, partial borehole wall was crushed (Figure 9(b)). After drilling of 240 h, broken coal fell to the bottom of the hole, as shown in Figure 9(c). After drilling for 432 h, the hole is completely collapsed, and broken coal nearly filled all free space of the hole, as shown in Figure 9(d).Figure 9
Observation of 10# borehole. (a) 48 h. (b) 168 h. (c) 240 h. (d) 432 h.
(a)(b)(c)(d)According to the results of strain development and observation of the crushing procedure, the pressure relief process via hole drilling can be divided into four stages: crack development stage, limited equilibrium stage, collapse stage, and compaction stage. The characteristics of the borehole for each stage and corresponding duration are shown in Table1.Table 1
Characteristics of borehole development.
StageDeformational behaviourObservationDurationCrack developmentSmall strain, increasing of radiusSmooth hole wall0∼72 hLimited equilibriumSlow increase of strain and radiusCoarse hole wall but no collapse72∼190 hCollapseLinear increase of strain and radiusCollapse of the hole190∼402 hCompactionSlow increase of strain but radius does not increaseHole fulfilled by broken coal>402 h


### 4.3. Drilling Optimisation

In reality, due to lack of guideline of drilling schedule, the pressure relief boreholes of the 8939 panel were drilled about 50∼70 m ahead of the working face. According to the results of this study, to achieve the optimal pressure relief effect, the holes should be drilled at least 432 h ahead of mining-induced pressure. The advancing speed of the 8939 face is about 5-6 m/d, so the calculated minimum distance of the pressure relief borehole is 94–101 m advance the working face. Later, the pressure relief drilling was arranged as 110 m ahead of the working face.SOS microseismic monitoring system is used in the 8939 panel. Figures10 and 11 show the microseismic events of 48 days before and after changing of drilling schedule. In Figures 10 and 11, 2939 is tailgate, 5939 is maingate, and 8937 and 8941 are goaf.Figure 10
Microseismic event distribution before adjustment of borehole constructed time.Figure 11
Microseismic event distribution after adjustment of borehole constructed time.Figure10 shows that there are 58 microseismic events more than 103 J occurred around the 8939 working face. Among them, 39 events are 103-104 J, 13 events are 104-105 J, and 6 events are greater than 105 J. Two 105 J events caused floor heave at a height of 0.5–0.8 m along 200 m roadway, and 5 support posts were broken.After rearrangement of the drilling schedule of the pressure relief borehole, the microseismic events more than 103 J occurred 62 times around the 8939 working face (Figure11). Among them, 49 events are 103-104 J, 13 events are 104-105 J, and no events are greater than 105 J. Compared with previous drilling layout, the average energy of microseismic events reduced by about 38%. Consequently, floor heave did not occur since then on.


## 4.1. Sensing Cable Strain Analysis

The strain of the sensing cable was measured at 0 h, 24 h, 72 h, 168 h, 240 h, 288 h, 360 h, 432 h, and 480 h after the completion of the drilling. The full length strain curve of the cable is shown in Figure7, whereas the abscissa is the distance of the sensing cable from the origin of the monitoring hole, and the ordinate is the strain of the sensing fiber.Figure 7
Strain of the whole length of the optic cable.10# hole is 19.7 m from the origin of the optical fiber monitoring hole. Figure8 shows 10# pressure relief borehole strain development, which is a typical result for ϕ108 mm borehole, the origin of the coordinator is the center of 10# hole, and positive direction of x-axis is towards the working face.Figure 8
Strain curve of 10# borehole.Figure8 shows that the strain is around 10 με immediately after the hole was drilled. After 24 h, 72 h, and 168 h of drilling, the strain of surrounding coal is small (<20 με) with slow increasing of pressure relief range from 0.15 m to 0.22 m. At the time of 240 h after drilling, the measured strain was 41 με and the radius of pressure relief range was 0.40 m, which indicates certain pressure relieving effect. From 288 h to 360 h of the hole drilling, the strain changed from 120 με to 140 με with the pressure relief radius increasing from 0.55 m to 0.71 m. This is the stable development of the pressure relief domain. 432 h after the hole was drilled, the deformation of surrounding coal is measured as 166 με, but the range of pressure relief did not change. At 480 h of the hole drilling, both the strain and radius did not change, which indicates re-equilibrium of the coal mass.


## 4.2. Observation of Hole Crush Procedure

In the process of optical fiber measurement, the crush procedure of the borehole was also observed using the hole peeping instrument. After 48 h of drilling of 10# borehole, the wall of the hole is relatively smooth, and no collapse was observed, as shown in Figure9(a). 168 h after the hole drilling, partial borehole wall was crushed (Figure 9(b)). After drilling of 240 h, broken coal fell to the bottom of the hole, as shown in Figure 9(c). After drilling for 432 h, the hole is completely collapsed, and broken coal nearly filled all free space of the hole, as shown in Figure 9(d).Figure 9
Observation of 10# borehole. (a) 48 h. (b) 168 h. (c) 240 h. (d) 432 h.
(a)(b)(c)(d)According to the results of strain development and observation of the crushing procedure, the pressure relief process via hole drilling can be divided into four stages: crack development stage, limited equilibrium stage, collapse stage, and compaction stage. The characteristics of the borehole for each stage and corresponding duration are shown in Table1.Table 1
Characteristics of borehole development.
StageDeformational behaviourObservationDurationCrack developmentSmall strain, increasing of radiusSmooth hole wall0∼72 hLimited equilibriumSlow increase of strain and radiusCoarse hole wall but no collapse72∼190 hCollapseLinear increase of strain and radiusCollapse of the hole190∼402 hCompactionSlow increase of strain but radius does not increaseHole fulfilled by broken coal>402 h


## 4.3. Drilling Optimisation

In reality, due to lack of guideline of drilling schedule, the pressure relief boreholes of the 8939 panel were drilled about 50∼70 m ahead of the working face. According to the results of this study, to achieve the optimal pressure relief effect, the holes should be drilled at least 432 h ahead of mining-induced pressure. The advancing speed of the 8939 face is about 5-6 m/d, so the calculated minimum distance of the pressure relief borehole is 94–101 m advance the working face. Later, the pressure relief drilling was arranged as 110 m ahead of the working face.SOS microseismic monitoring system is used in the 8939 panel. Figures10 and 11 show the microseismic events of 48 days before and after changing of drilling schedule. In Figures 10 and 11, 2939 is tailgate, 5939 is maingate, and 8937 and 8941 are goaf.Figure 10
Microseismic event distribution before adjustment of borehole constructed time.Figure 11
Microseismic event distribution after adjustment of borehole constructed time.Figure10 shows that there are 58 microseismic events more than 103 J occurred around the 8939 working face. Among them, 39 events are 103-104 J, 13 events are 104-105 J, and 6 events are greater than 105 J. Two 105 J events caused floor heave at a height of 0.5–0.8 m along 200 m roadway, and 5 support posts were broken.After rearrangement of the drilling schedule of the pressure relief borehole, the microseismic events more than 103 J occurred 62 times around the 8939 working face (Figure11). Among them, 49 events are 103-104 J, 13 events are 104-105 J, and no events are greater than 105 J. Compared with previous drilling layout, the average energy of microseismic events reduced by about 38%. Consequently, floor heave did not occur since then on.


## 5. Conclusions

This paper provides a case study of the deformational behaviour of the pressure relief borehole using distributed optical fiber sensing technology. The strain of the surrounding coal was measured, and the radius of the pressure relief range was calculated. Based on the strain magnitude and pressure relief range, the effect of borehole drilling is evaluated. Combining with borehole internal observation, the crush procedure of pressure relief borehole is identified as four stages: crack development, limited equilibrium, collapse, and compaction.The 8939 working face of Xinzhouyao coal mine is a high coalbump proneness panel. Based on the analysis of pressure relief procedure of the hole, the fracturing development stage, limited equilibrium stage, collapse stage, and broken coal compaction stage were estimated as 0∼72 h, 72∼190 h, 190∼402 h, and greater than 402 h, respectively. Accordingly, to achieve better pressure relief effect, the borehole should be drilled 110 m ahead of the working face. Microseismic event monitoring shows that, after hole drilling optimasation, the high-energy microseismic events and average energy of microseismic events are reduced significantly.



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*Source: 1753551-2021-07-09.xml*