# Numerical Simulation and Field Measurement Analysis of Fracture Evolution and Seepage Response of Key Aquiclude Strata in Backfill Mining

Authors: Qiang Sun; Yong Chen; Jianli Huang; Dan Ma; Cunli Zhu; Yue Liu
Journal: Geofluids
 (2021)

---

## Abstract

Solid waste backfill mining can effectively deal with gangue and other mining wastes, as well as control the movement and damage of rock strata. In this paper, the RFPA2D rock failure process analysis software is used to study the fracture evolution and seepage response mechanism of the key aquiclude strata (KAS) under the conditions of different structural characteristics, interlayer rock thickness, and backfilling ratios in backfill mining. The simulation results show that, in backfill mining, soft rock plays a crucial role in the fracture repair of KAS with different structural characteristics. An increase in the KAS thickness from 15 to 35 m is shown to results in a continuously improved repair of KAS fractures. At the advancing distance of the working face of 50~100 m and the KAS thickness of 35 m, the minimum vertical seepage velocity of 0.06‐0.78×10−2m/s is reached. An increase in the backfilling ratio from 45 to 80% improves the control effect on the overlying strata. A case study of backfill mining in the Wugou Coal Mine located in the Anhui Province of China was conducted. At the goaf backfilling ratio of 80%, the composite KAS’s good control effect was achieved, which minimized seepage and avoided the water in rush phenomena. The above engineering application ensured the safe backfill mining of coal resources.


---

## Body

## 1. Introduction

The global demand for green energy is related to the inevitable exhaustion of fossil fuels and increasing concern about the environment and air quality. China has also increased the direct use of renewables via wind and bioenergy for industry needs, solar thermal energy for heating, and biofuels for transport. However, the current share of coal in China’s total power generation still exceeds 50% and is not expected to drop below 40% by 2040 [1]. China’s demand for coal resources was about 3.55 billion tons in 2019, and further coal production envisages this sector restructuring, making most mines profitable and closing the least efficient mines [2].Safe underground coal mining became increasingly challenging due to the complex hydrogeological conditions of numerous coal mines in China [3]. In the last seventy years, many coal resources under water bodies have been successfully mined out. However, most mining areas adopted waterproof coal pillar reservation methods, strip mining, thickness limiting mining, and drainage pressure reduction for coal mining under water bodies, which resulted in a large-scale waste of coal and water resources [4–6]. According to statistics, in Northern and Eastern China, mining coal-bearing strata, which are affected by confined aquifers, has sterilized over five billion tons of coal in waterproof coal pillars. In the past 20 years, there have been more than 800 water inrush disasters in mines, causing more than 4,000 deaths [7, 8]. These facts necessitate selecting a reasonable mining method for areas with aquifers, improving the coal recovery rate, ensuring production safety, and protecting water resources.As a typical example of green mining technology, solid backfill mining (SBM) has been successfully applied to coal mining below large rivers, aquifers, and other water bodies [9, 10]. The theoretical research and field measurement results related to this technology show that under the coupling effect of the backfill body and surrounding rock, the development height of the water-conducting fractured zone (HWFZ) in the overlying strata can be limited, and the surrounding rock fractures readily compacted and closed. This greatly reduces the water inrush risk, improves the coal recovery rate, and protects water resources. SBM technology has become one of the important measures to realize water conservation mining, groundwater environment protection, and premining water table maintenance in green mines [11, 12]. However, theoretical research efforts of the global scientific community on safe mining, such as caving and backfill mining, under surface water bodies and aquifers, are mostly focused on controlling the development height of overburden water diversion fracture zone, HWFZ, which should not reach the water body and aquifer [13, 14]. The seepage and water inrush problem, influenced by the lithologic structure and the water isolation performance of each coal measure strata, has received much less attention.To this end, the fracture evolution and seepage response mechanism of the key aquiclude strata (KAS) under conditions of different structural parameters, geologic characteristics, and backfilling ratios (backfilling materials’ compaction bearing ratio in goaf) [15] in SBM mining are numerically simulated in this study using the RFPA2D rock failure process analysis software. This paper investigates the effect of different geological structural parameters and multilayer characteristics of KAS on repairing damage caused by mining to overlying strata and the related vertical seepage velocity. Field measurements verify the simulation results obtained. The positive control effect of the composite KAS on the mitigation of excessive seepage and water inrush is demonstrated. The adopted method ensured safety for the SBM method and provided a reference for engineering applications under similar conditions.


## 2. Numerical Simulation Model and Scheme

### 2.1. Numerical Simulation Model

The rock failure process analysis (RFPA) is mainly used for numerical simulations of rock fracture progression. RFPA is a numerical analysis tool and calculation method based on finite element stress analysis and modeled statistical damage interpretation. RFPA fully considers the characteristics of nonlinearity, nonuniformity, and anisotropy in progressive fracturing and the potential failure of rock. In this software, the heterogeneity of rock material is fully considered, and complex macrononlinear mechanical problems are transformed into simple continuous media problems. At the same time, the effect and change of the coupling of stress, damage, and seepage resulting from the interaction between existing and newly initiated cracks are considered [16–20]. Therefore, the mining rock mass’s failure principle and failure process align with the actual site situation. The RFPA mainly includes static, dynamic, combined dynamic and static, seepage, temperature, and multifield coupling analyses [21–24]. The basic principle of the RFPA2D flow coupling module is based on the following assumptions.
(a)
The seepage process in rock satisfies the Biot consolidation theory:Equilibrium equation:(1)∂σij∂xij+ρXj=0i,j=1,2,3.Geometric equation:(2)εij=12μi,j+μj,iεv=ε11+ε22+ε33.Constitutive equation:(3)σij=σij−αpδij=λσijεv+2Gεij.Seepage equation:(4)K∇2p=1Q∂p∂t−α∂εv∂t.where ρ is density; σij is stress tensor; εv is volume strain; δ is Kronecker constant; Q is Biot constant; G is shear modulus; λ is Lame coefficient; and ∇2 is Laplace operator.
(b)
The mesoelement in rock is elastic and brittle and has a certain residual strength, while its mechanical behavior conforms to the elastic damage theory. The maximum tensile strength and the Mohr-Coulomb criteria are taken as the threshold conditions of damage; that is, when the element satisfies both the maximum tensile stress-strain and the Mohr-Coulomb criteria, the initial damage occurs(c)
The rock structure is nonuniform. The damage parameters of the mesounit are assigned according to the Weibull distribution. The nonuniform Weibull distribution function and integral are derived as follows:(5)φE=nE0EE0n−1e−E/E0n,φE=∫0eφxdx=∫0enE0EE0n−1e−E/E0ndx=1−e−E/E0n,where E and E0 are the elastic modulus and the statistically average value of the mesounit of the rock medium, respectively, n is the homogeneity (smaller values of n correspond to more dispersed material properties), and φE is the statistical distribution density.
(d)
The relationship between permeability and stress-strain function is satisfied in the elastic state of the mesounit, and the permeability increases obviously after damage and fracture. The equation linking the stressσij and permeability coefficient K of the model has the following form:(6)K=ξK0exp−βσij3−αp,where K and K0 are the permeability coefficient and its initial value, respectively; p is the pore water pressure; ξ is the sudden jump rate of permeability coefficient, α is the pore water pressure coefficient, and β is the stress-sensitive factor.The effective stress and damage variables influence element’s permeability variation, while its permeability also affects the stress distribution through the water pressure variation. Thus, the element stress and seepage fields are coupled. Based on the particular geological conditions of the Wugou Coal Mine mining face located in the north of Anhui Province, China, a basic 2D mechanical simplified model withlength×height of 180m×80m was established along the coal seam strike. The numerical simulation was selected to study the fracture evolution characteristics and seepage distribution law under the different influencing factors of the structural geology parameters, interlayer rock thickness, and KAS’s backfilling ratios. The horizontal and vertical displacement constraints were applied to both sides and the bottom of the model. The model’s upper surface applied the equivalent crustal stress uniform load of 5.75 MPa (corresponding to a buried depth of 300 m). The thickness of the model aquifer was 15 m. The water head boundary of 200 m was applied to both sides of the aquifer, while the remaining boundary was set as a water separation boundary. The mining area boundary was set as a zero-water head boundary. The numerical model was subdivided into 22,500 units in total. The revised Mohr-Coulomb model was used for the rock material within the framework of the plane strain simplified model. Physical and mechanical parameters, as well as seepage characteristics of the rock, are listed in Table 1.Table 1
The model geometry, physical, and mechanical parameters of overlying strata.
LithologyElastic modulus, GPaPoisson’s ratioCohesion, MPaInternal friction angle, °Density, kN·m-3Permeability coefficient, ×10-7 m·s-1PorosityOverlying strata8.50.284.532.024.00.200.10Aquifer22.00.258.034.026.011.570.25Mudstone6.70.322.724.022.00.050.01Siltstone16.30.288. 835.924.00.120.12Fine sandstone20.10.2614.236.726.00.140.15Immediate roof7.20.323.528.022.00.080.05Coal seam5.50.302.526.014.00.300.20Floor25.00.2512.032.025.00.150.02


### 2.2. Numerical Simulation Scheme

The analysis revealed that structural parameters, interlayer rock thickness, and backfilling ratios in the goaf were the key factors influencing the KAS control effect in the backfill mining under the aquifer. Using the RFPA2D software, the effect of the above three influencing factors on the KAS water-holding performance in the backfill mining control was analyzed. A total of three schemes and ten groups of numerical models were designed (as shown in Table 2).Table 2
Numerical simulation schemes and parameters.
Scheme no.Lithology and parameters of KASBackfilling ratio, %Interlayer rock thickness, m1Mudstone 18 m6520Fine sandstone 16 mMudstone 9 m, fine sandstone 9 mMudstone 5 m, siltstone 5 m, mudstone 5 m, fine sandstone 5 m2Mudstone 5.8 m, siltstone 1.3 m, fine sandstone 5.4 m6515Mudstone 10.5 m, siltstone 4.4 m, fine sandstone 7.6 m25Mudstone 15.2 m, siltstone 7.5 m, fine sandstone 9.8 m353Mudstone 8.8 m, siltstone 3.4 m, fine sandstone 7.1 m4521.8Mudstone 8.8 m, siltstone 3.4 m, fine sandstone 7.1 m65Mudstone 8.8 m, siltstone 3.4 m, fine sandstone 7.1 m80


#### 2.2.1. Scheme 1

Under the condition of backfilling ratio 65% and distance of 20 m between the coal seam and aquifer, the fracture evolution characteristics and seepage response of the KAS with four different structural features, namely, single-layer soft rock (mudstone), single-layer hard rock (fine sandstone), double-layer soft/hard composite KAS (mudstone and fine sandstone), and four-layer soft/hard composite KAS (mudstone, siltstone, mudstone, and fine sandstone), were analyzed. The distribution patterns used in the numerical simulation of the respective schemes are depicted in Figure1.Figure 1
Numerical simulation model of KAS with different structural features: (a) single-layer soft KAS; (b) single-layer hard KAS; (c) double-layer soft/hard composite KAS; (d) four-layer soft/hard composite KAS.
(a)(b)(c)(d)


### 2.3. Scheme 2

The mining geological conditions of the working face in the Wugou Coal Mine were combined with the three-layer composite KAS’s occurrence characteristics composed of mudstone, siltstone, and fine sandstone. Fractures of the composite KAS were analyzed under the condition that the working face was 15, 25, and 35 m below the aquifer, and the backfilling ratio was 65%. For scheme 2, the evolution characteristics and seepage response distributions were derived via the numerical simulation for the respective schemes depicted in Figures2(a), 2(c), and 2(d).Figure 2
Numerical model with different interlayer rock thickness: (a) 15 m; (b) 21.8 m; (c) 25 m; (d) 35 m.
(a)(b)(c)(d)


#### 2.3.1. Scheme 3

Scheme 3 was used to analyze the fracture evolution characteristics and seepage distribution rules of the three-layer composite KAS composed of mudstone, siltstone, and fine sandstone during the mining process. The working face was 21.8 m below the overlying aquifer, while the goaf backfilling ratios were 45%, 65%, and 80%, respectively. The distribution pattern used in the numerical simulation is depicted in Figure2(b).


## 2.1. Numerical Simulation Model

The rock failure process analysis (RFPA) is mainly used for numerical simulations of rock fracture progression. RFPA is a numerical analysis tool and calculation method based on finite element stress analysis and modeled statistical damage interpretation. RFPA fully considers the characteristics of nonlinearity, nonuniformity, and anisotropy in progressive fracturing and the potential failure of rock. In this software, the heterogeneity of rock material is fully considered, and complex macrononlinear mechanical problems are transformed into simple continuous media problems. At the same time, the effect and change of the coupling of stress, damage, and seepage resulting from the interaction between existing and newly initiated cracks are considered [16–20]. Therefore, the mining rock mass’s failure principle and failure process align with the actual site situation. The RFPA mainly includes static, dynamic, combined dynamic and static, seepage, temperature, and multifield coupling analyses [21–24]. The basic principle of the RFPA2D flow coupling module is based on the following assumptions.
(a)
The seepage process in rock satisfies the Biot consolidation theory:Equilibrium equation:(1)∂σij∂xij+ρXj=0i,j=1,2,3.Geometric equation:(2)εij=12μi,j+μj,iεv=ε11+ε22+ε33.Constitutive equation:(3)σij=σij−αpδij=λσijεv+2Gεij.Seepage equation:(4)K∇2p=1Q∂p∂t−α∂εv∂t.where ρ is density; σij is stress tensor; εv is volume strain; δ is Kronecker constant; Q is Biot constant; G is shear modulus; λ is Lame coefficient; and ∇2 is Laplace operator.
(b)
The mesoelement in rock is elastic and brittle and has a certain residual strength, while its mechanical behavior conforms to the elastic damage theory. The maximum tensile strength and the Mohr-Coulomb criteria are taken as the threshold conditions of damage; that is, when the element satisfies both the maximum tensile stress-strain and the Mohr-Coulomb criteria, the initial damage occurs(c)
The rock structure is nonuniform. The damage parameters of the mesounit are assigned according to the Weibull distribution. The nonuniform Weibull distribution function and integral are derived as follows:(5)φE=nE0EE0n−1e−E/E0n,φE=∫0eφxdx=∫0enE0EE0n−1e−E/E0ndx=1−e−E/E0n,where E and E0 are the elastic modulus and the statistically average value of the mesounit of the rock medium, respectively, n is the homogeneity (smaller values of n correspond to more dispersed material properties), and φE is the statistical distribution density.
(d)
The relationship between permeability and stress-strain function is satisfied in the elastic state of the mesounit, and the permeability increases obviously after damage and fracture. The equation linking the stressσij and permeability coefficient K of the model has the following form:(6)K=ξK0exp−βσij3−αp,where K and K0 are the permeability coefficient and its initial value, respectively; p is the pore water pressure; ξ is the sudden jump rate of permeability coefficient, α is the pore water pressure coefficient, and β is the stress-sensitive factor.The effective stress and damage variables influence element’s permeability variation, while its permeability also affects the stress distribution through the water pressure variation. Thus, the element stress and seepage fields are coupled. Based on the particular geological conditions of the Wugou Coal Mine mining face located in the north of Anhui Province, China, a basic 2D mechanical simplified model withlength×height of 180m×80m was established along the coal seam strike. The numerical simulation was selected to study the fracture evolution characteristics and seepage distribution law under the different influencing factors of the structural geology parameters, interlayer rock thickness, and KAS’s backfilling ratios. The horizontal and vertical displacement constraints were applied to both sides and the bottom of the model. The model’s upper surface applied the equivalent crustal stress uniform load of 5.75 MPa (corresponding to a buried depth of 300 m). The thickness of the model aquifer was 15 m. The water head boundary of 200 m was applied to both sides of the aquifer, while the remaining boundary was set as a water separation boundary. The mining area boundary was set as a zero-water head boundary. The numerical model was subdivided into 22,500 units in total. The revised Mohr-Coulomb model was used for the rock material within the framework of the plane strain simplified model. Physical and mechanical parameters, as well as seepage characteristics of the rock, are listed in Table 1.Table 1
The model geometry, physical, and mechanical parameters of overlying strata.
LithologyElastic modulus, GPaPoisson’s ratioCohesion, MPaInternal friction angle, °Density, kN·m-3Permeability coefficient, ×10-7 m·s-1PorosityOverlying strata8.50.284.532.024.00.200.10Aquifer22.00.258.034.026.011.570.25Mudstone6.70.322.724.022.00.050.01Siltstone16.30.288. 835.924.00.120.12Fine sandstone20.10.2614.236.726.00.140.15Immediate roof7.20.323.528.022.00.080.05Coal seam5.50.302.526.014.00.300.20Floor25.00.2512.032.025.00.150.02


## 2.2. Numerical Simulation Scheme

The analysis revealed that structural parameters, interlayer rock thickness, and backfilling ratios in the goaf were the key factors influencing the KAS control effect in the backfill mining under the aquifer. Using the RFPA2D software, the effect of the above three influencing factors on the KAS water-holding performance in the backfill mining control was analyzed. A total of three schemes and ten groups of numerical models were designed (as shown in Table 2).Table 2
Numerical simulation schemes and parameters.
Scheme no.Lithology and parameters of KASBackfilling ratio, %Interlayer rock thickness, m1Mudstone 18 m6520Fine sandstone 16 mMudstone 9 m, fine sandstone 9 mMudstone 5 m, siltstone 5 m, mudstone 5 m, fine sandstone 5 m2Mudstone 5.8 m, siltstone 1.3 m, fine sandstone 5.4 m6515Mudstone 10.5 m, siltstone 4.4 m, fine sandstone 7.6 m25Mudstone 15.2 m, siltstone 7.5 m, fine sandstone 9.8 m353Mudstone 8.8 m, siltstone 3.4 m, fine sandstone 7.1 m4521.8Mudstone 8.8 m, siltstone 3.4 m, fine sandstone 7.1 m65Mudstone 8.8 m, siltstone 3.4 m, fine sandstone 7.1 m80


### 2.2.1. Scheme 1

Under the condition of backfilling ratio 65% and distance of 20 m between the coal seam and aquifer, the fracture evolution characteristics and seepage response of the KAS with four different structural features, namely, single-layer soft rock (mudstone), single-layer hard rock (fine sandstone), double-layer soft/hard composite KAS (mudstone and fine sandstone), and four-layer soft/hard composite KAS (mudstone, siltstone, mudstone, and fine sandstone), were analyzed. The distribution patterns used in the numerical simulation of the respective schemes are depicted in Figure1.Figure 1
Numerical simulation model of KAS with different structural features: (a) single-layer soft KAS; (b) single-layer hard KAS; (c) double-layer soft/hard composite KAS; (d) four-layer soft/hard composite KAS.
(a)(b)(c)(d)


## 2.2.1. Scheme 1

Under the condition of backfilling ratio 65% and distance of 20 m between the coal seam and aquifer, the fracture evolution characteristics and seepage response of the KAS with four different structural features, namely, single-layer soft rock (mudstone), single-layer hard rock (fine sandstone), double-layer soft/hard composite KAS (mudstone and fine sandstone), and four-layer soft/hard composite KAS (mudstone, siltstone, mudstone, and fine sandstone), were analyzed. The distribution patterns used in the numerical simulation of the respective schemes are depicted in Figure1.Figure 1
Numerical simulation model of KAS with different structural features: (a) single-layer soft KAS; (b) single-layer hard KAS; (c) double-layer soft/hard composite KAS; (d) four-layer soft/hard composite KAS.
(a)(b)(c)(d)


## 2.3. Scheme 2

The mining geological conditions of the working face in the Wugou Coal Mine were combined with the three-layer composite KAS’s occurrence characteristics composed of mudstone, siltstone, and fine sandstone. Fractures of the composite KAS were analyzed under the condition that the working face was 15, 25, and 35 m below the aquifer, and the backfilling ratio was 65%. For scheme 2, the evolution characteristics and seepage response distributions were derived via the numerical simulation for the respective schemes depicted in Figures2(a), 2(c), and 2(d).Figure 2
Numerical model with different interlayer rock thickness: (a) 15 m; (b) 21.8 m; (c) 25 m; (d) 35 m.
(a)(b)(c)(d)


### 2.3.1. Scheme 3

Scheme 3 was used to analyze the fracture evolution characteristics and seepage distribution rules of the three-layer composite KAS composed of mudstone, siltstone, and fine sandstone during the mining process. The working face was 21.8 m below the overlying aquifer, while the goaf backfilling ratios were 45%, 65%, and 80%, respectively. The distribution pattern used in the numerical simulation is depicted in Figure2(b).


## 2.3.1. Scheme 3

Scheme 3 was used to analyze the fracture evolution characteristics and seepage distribution rules of the three-layer composite KAS composed of mudstone, siltstone, and fine sandstone during the mining process. The working face was 21.8 m below the overlying aquifer, while the goaf backfilling ratios were 45%, 65%, and 80%, respectively. The distribution pattern used in the numerical simulation is depicted in Figure2(b).


## 3. Results and Discussion

According to the above schemes, the fracture evolution characteristics and seepage response patterns of the overlying rock in SBM with the mining height of 3.5 m, mining depth of 300 m, and the backfilling ratio of 65% were analyzed for different structural characteristics of single-layer soft rock, single-layer hard rock, and double- and four-layer soft/hard composites. For the working face advance of 100 m and the backfilling ratio of 65%, the cloud chart of the evolution of the overlying rock fracture and the seepage vector’s distribution pattern for the above structural features were plotted (as shown in Figure3).Figure 3
Fracture evolution and seepage response of different overlying strata structures: (a) single-layer soft KAS; (b) single-layer hard KAS; (c) double-layer composite KAS; (d) four-layer composite KAS.
(a)(b)(c)(d)The simulation results show that the fracture evolution characteristics of the KAS with the structural characteristics of a single-layer soft rock are relatively low. In contrast, the evolution process involves fracture initiation, development, compaction, and closure. This kind of rock structure is readily subjected to fracture compaction and closure under the coupling action of the backfill materials, overburden stress, water pressure, and good repair characteristics. Under the structural characteristics of single-layer hard rock, KAS’s initial fracture development is relatively slow. With a continuous increase in the coal face’s advance distance, when the first collapse and the periodic collapse step distance are reached, the rock stratum breaks suddenly and forms a fractured water inrush channel. After the fracture development and expansion, the compaction and closure of joints are unlikely, which leads to an extreme risk of a water inrush disaster. Therefore, the surrounding rock’s stress state before fracture and damage should be controlled for this kind of KAS. Under the backfill materials’ influence, a hinged supporting structure is readily formed after the hard rock’s damage in the lower part of double- and four-layer soft/hard composites. This hinged fracture can be repaired to different degrees under the compaction of the soft upper rock. Noteworthy is that the overall control effect of the double-layer soft/hard composite KAS is better than that of four-layer one, while the fracture development degree in both cases is relatively mild.According to different structural characteristics, the vertical seepage velocity distribution curves in the middle of the KAS along the advancing direction of the working face were constructed, for advancing distances of 50 and 100 m, as shown in Figures4(a) and 4(b), respectively.Figure 4
Vertical seepage flow distribution of KAS with different structural features: (a) advancing distance 50 m; (b) advancing distance 100 m.
(a)(b)It can be seen in Figure4 that under different structural characteristics, the KAS seepage flow in the SBM water separation increases gradually with the continuous advance of the working face. The seepage flow’s peak value is mainly distributed in the rear of the goaf, in front of the working face, and in the middle of the stope. At the mining distance of the working face of 50~100 m, under different structural characteristics of single-layer soft rock, single-layer hard rock, and double- and four-layer soft/hard composite, the variation ranges of the peak value of seepage velocity of the key layer are 0.83~0.94×10−2, 0.36~3.40×10−2, 0.51~1.35×10−2, and 1.49~2.53×10−2m/s, respectively. Under different structural characteristics, the KAS variation in peak seepage flow is 1.13-2.63 times under the rock layering sequences of single-layer soft rock and double-layer soft/hard composite structures, which is relatively smooth as a whole and has a good control effect. In contrast, the variation in peak seepage flow in the key layer of water separation is 1.69-9.50 times under the rock layering sequences of single-layer hard rock and four-layer soft/hard composite structures, which is relatively large as a whole and easy to cause water inrush. Under the condition of the same backfilling ratio, the SBM control effect is closely related to the structural characteristics of the KAS. The structural hard rock mainly plays a mechanical load-bearing role, making self-repair after breaking quite problematic and promoting damage to this rock layer. The occurrence characteristics of the weak rock layer result in an obvious improvement in fracture compaction and repair. When the hard rock is damaged, the adjacent soft rock is compacted to close the potential water inrush fissures and form the water-resisting rock stratum, achieving the water-resisting layer’s repair effect.The overlying strata’s fracture evolution characteristics and seepage response were also simulated for the mining height of 3.5 m, mining depth below ground of 300 m, backfilling ratio of 65%, and rock thicknesses of 15, 25, and 35 m between the working face and aquifer. At a backfilling ratio of 65% and the working face advance of 100 m, the cloud charts of the evolution of the overlying rock fracture under the influence of three different layer thicknesses were constructed (as shown in Figures5(a)–5(c)). At the goaf backfilling ratio of 45, 65, and 80%, the overlying strata’s fracture evolution characteristics and seepage response were further simulated. At the interlayer rock thickness of 21.8 m and the advancing distance of the working face of 100 m, the cloud chart of fracture evolution of overburden under the influence of different backfilling ratios was constructed (as shown in Figures 5(d)–5(f)).Figure 5
Fracture evolution characteristics and seepage response of overlying strata with different interlayer rock thickness and backfilling ratios: (a) 15 m; (b) 25 m; (c) 35 m; (d) 45%; (e) 65%; (f) 80%.
(a)(b)(c)(d)(e)(f)It can be seen in Figures5(a)–5(c) that when the rock thickness between the mining void and the aquifer is 15 m, the overall thickness of the KAS is relatively thin. With the continuous advancement of the backfill working face, the rock stratum is broken, and the mining-induced fractures expand to connect to the aquifer, and then, the water inrush fracture channel is formed. With an increasing rock thickness between the mining void and the aquifer, the overall performance of the composite KAS improves and tends to be beneficial. After backfilling the mining void (Figures 5(d)–5(f)), the lower fine sandstone and siltstone are damaged. However, they still maintain some mechanical load-bearing capacity. Under the soft upper rock action, the mining fractures are readily compacted and closed, and the rock mass has some integrity based on visual inspection of the number of fractures. Under the influence of the backfilling body’s effective bearing capacity, with the continuous increase of the KAS thickness from 15 to 35 m, the overall control effect of the KAS in the backfill mining is significantly improved.It can be seen in Figures5(d)–5(f) that at a backfilling ratio of 45%, the overall damage of overburden is relatively severe. When the working face is mined for 50 m, the lower fine sandstone has been damaged. When the working face is mined 100 m in advance of the backfill, a large area of fracture and damage occurs in the composite KAS, and mining-induced fractures penetrate the aquifer, causing a water inrush disaster. Overall mining-induced damage to the KAS is reduced at a backfilling ratio of 65% and a 100 m mining advance. After mining the working face, a mechanical bearing structure can be formed after the mining damage of the lower fine sandstone and siltstone. Compaction of the upper mudstone layer in the KAS plays an important role in maintaining water separation and seepage prevention. At a backfilling ratio of 80%, the fine sandstone and siltstone in the lower part of the composite KAS remain relatively intact after mining. The overall development of mining-induced rock fractures is restrained, while the soft mudstone layer in the upper part is unaffected by mining damage. Thus, the KAS can maintain the original water separation performance.According to the characteristics of different layers, the vertical seepage velocity distribution curve in the middle of the KAS along the working face’s advancing direction is shown in Figure6. Corresponding to different backfilling ratios, the vertical seepage velocity distribution curve of the middle part of the KAS along the working face’s advancing direction is shown in Figure 7.Figure 6
Vertical seepage flow distribution of KAS with different interlayer rock thickness: (a) advancing distance 50 m; (b) advancing distance 100 m.
(a)(b)Figure 7
Vertical seepage flow distribution of KAS with various backfilling ratios: (a) advancing distance 50 m; (b) advancing distance 100 m.
(a)(b)It can be seen in Figure6 that under the influence of different interlayer rock thicknesses, the seepage flow in the KAS increases gradually with the continuous advance of the working face. The peak value of seepage flow is also mainly distributed in the rear of the goaf, the front of the working face, and the middle of the stope. When the working face’s advancing distance was 50~100 m, the variation ranges of the peak value of the seepage velocity of KAS were 1.75~3.52×10−2, 0.54~1.55×10−2, and 0.06~0.78×10−2m/s for the working face thickness of 15, 25, and 35 m from the aquifer, respectively. With increase in KAS’s thickness, the seepage flow peak value decreased at the same advance distance. Under the same backfill mining conditions, KAS’s layer characteristics differ in the SBM control effect.It can be seen in Figure7 that at different backfilling ratios, the seepage flow of the KAS increases gradually with the continuous advance of the working face. The peak value of seepage flow is mainly concentrated in the fracture development and failure position behind the goaf, in front of the working face, and in the middle of the stope. At the advancing distance of the working face of 50~100 m, the variation ranges of the peak values of the key layer’s seepage velocity are 1.21~3.28×10−2, 2, and 0.10~0.24×10−2m/s for the backfilling ratios of 45, 65, and 80%, respectively. With the continuous improvement of the filling rate, the backfilling body can effectively carry KAS’s stress load, inhibiting the development and expansion of cracks. Under the joint action of the backfilling body, overlying rock, and water flow, cracks are readily compacted and bridged, which is beneficial to the KAS repair effect.The Wugou Coal Mine with a field area of 21.74 km2 is located in the Suixi County, Anhui Province, China. The eastern mining area is located in the northeastern part of the mine field with the ground elevations 26.37~7.67 m, which is a stable horizon and simple structure. With the strike length of 2.51 km and incline of 0.93 km, the average thickness of the primary mineable coal seam is 3.5 m. The bottom aquifer of Cenozoic thick and loose strata directly covers the outcrop of the main coal resources, which poses a serious threat to the safety of coal seam mining. Based on the simulation and theoretical assessments of the parameters related to the washing gangue material with particle size 0~50 mm on the ground, it was concluded that the mining starting position of the first CT101 backfilling coal face should be 21.8 m from the upper aquifer [25]. Considering that site’s working face is dip mining and upward backfilling, a certain safety factor was applied to ensure the safe production of the first backfilling working face and improve the proficiency of the backfill mining technology. The final designed backfilling ratio was determined to be 80%. The KAS control effect was measured and analyzed by the transient electromagnetic method, which is practical and easy to operate. It is widely used in fracture damage and evaluation of aquifer rock mass above the mine. With the continuous mining of the working face, within the cumulative advance distance of 90 m of the working face, according to the field observation frequency requirements, the monitoring control area has been monitored many times, and resistivity results were obtained shown in Figure 8.Figure 8
Detected resistivity profile during the backfill mining: (a) 40 m; (b) 60 m; (c) 70 m; (d) 90 m.
(a)(b)(c)(d)It can be seen in Figure8 that with the mining of the working face, the roof fracture develops, and the resistivity value increases gradually. The area with an abnormal increase of resistivity is mainly within 25 m of the coal seam roof. The mudstone layer’s resistivity in the upper part of the KAS is stable and mainly distributed within the range of 40~50 Ω·M. Using the KAS occurrence characteristics in the monitoring area and measured results, it was found that the fine sandstone and siltstone in the lower part of the KAS were partially damaged after the backfill mining. At the same time, the upper mudstone is free of fracture development. Under the coupling effect of the filling body and the overburden, the KAS is still stable. There is no water seepage and gushing in the underground working face, which shows that the control effect of backfill mining on the KAS is good, ensuring site production safety.


## 4. Conclusions

(1)
Under the conditions of different structural parameters, interlayer rock thickness, and backfilling ratios, with the continuous advance of the backfill working face, the overlying rock fissures show different degrees of gradual development and evolution characteristics. Affected by this, KAS’s seepage flow increases gradually with the continuous advance of the working face. The peak value of seepage flow is mainly observed in the rear of the goaf, in front of the working face, and in the middle of the stope damage location(2)
Different structural characteristics in SBM have different KAS control effects. KAS’s backfilling control effect is gradually deteriorated when the structural characteristics correspond to single-layer soft rocks, double-layer soft/hard composites, four-layer soft/hard composites, and single-layer hard rocks. With a change in the working face’s layer characteristics at distances of 15, 25, and 35 m from aquifers, the backfilling control effect of the KAS is gradually enhanced. The main factor controlling the KAS is the backfilling ratio, which determines KAS’s repair effect. With an increase in the backfilling ratio, the backfill can effectively carry the overlying rock layer load. The inhibition of the development and expansion of fractures can enhance the compaction and bridging of previously formed fractures to ensure the recovery and improvement of KAS’s water separation performance(3)
The results obtained show that after the SBM technology application in the Wugou Coal Mine in the Anhui Province of China, the mudstone layer’s resistivity in the KAS was stable, and the main distribution was within the range of 40~50Ω·M. The overall control effect of the KAS was good: there was no seepage or water gushing phenomena. This ensured the safe mining of coal resources and achieved a good engineering application effect



---

*Source: 8416485-2021-12-13.xml*