# Evolution Mechanism of Interconnected Vertical Fractures in the Overburden of Longwall Coal Mining

Authors: He Changchun; Lu Weiyong; Zha Wenhua
Journal: Geofluids
 (2020)

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## Abstract

Whether a tensile failure fracture will penetrate a stratum is difficult to ascertain at present. In view of this, the method of similar simulation and field verification are used to carry out a systematic study. Similar simulations show that tensile failure fractures will penetrate the layered strata if the compressive stress is greater than the compressive strength. Theoretical analysis points out that whether the tensile failure fractures will penetrate the layered strata can be expressed by the value of criterion of interconnected vertical fractures and the compression-tension ratio. When the value of criterion of interconnected vertical fractures is greater than the compression-tension ratio, the layered strata will break. This criterion was qualitatively verified with a field test. The results of this paper are of great significance for the prevention of water inrush in coal mines, and it can also promote the understanding of the law of strata movement.


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## Body

## 1. Introduction

China is a large coal resource country and also a large coal consumption country. Most of the energy supply comes from coal. In 2019, coal still accounts for about 60% of the primary energy consumption ratio [1]. However, a large number of coal mining will also bring many negative impacts, such as ecological damage, surface subsidence, gas outburst, and mine water inrush [2–5]. Mine water inrush is usually fierce, often submerging working faces and tunnels in a short time, bringing harm to mine production and causing casualties. The necessary conditions for mine water inrush are adequate water source and water inrush passage. Most of the mining areas in China are located under the water-rich Quaternary loose aquifer, in which mine water inrush resources are sufficient to meet the source conditions of mine water inrush. The water inrush channel is divided into the primary channel and the secondary channel, and the former channel includes fault, karst, etc. [6, 7]. The secondary channel is the horizontal and mining-induced interconnected vertical fractures [8–12]. Because the horizontal fractures cannot connect the working face and the aquifer alone, interconnected vertical fractures are the secondary channel of mine water inrush.After coal seam mining, the overburden is usually divided into the caving zone, the fracture zone, and the bending zone according to the different fracture states [13–19]. Among them, the caving zone has a high degree of fracture development, disordered fracture distribution, and strong permeability, while there are mainly horizontal fractures and interconnected vertical fractures in the fracture zone. Since both the caving zone and the fracture zone have the ability to conduct water, the range of both is the water-flowing fracture zone, and its range is shown in Figure 1. The strata in the bending zone subside as a whole without horizontal fractures or interconnected vertical fractures. If there is a stratum in the bending zone located between the water-flowing fracture zone and the aquifer, the water in the aquifer lacks a transport channel and the water source will not inflow into the coal mining faces. But when interconnected vertical fractures directly develop into the aquifer, the coal mining faces will suffer the threat of water inrush and protective measures should be taken.Figure 1
Distribution diagram of overburden fracture after coal seam mining.In view of the height of interconnected vertical fractures in the overburden, many scholars have carried out researches from different aspects. Wang et al. [20, 21] proposed the “void ratios of fractures” to quantify the separation and fracture evolution in the undermined overburden. On the basis of a lot of practical experience, the former Soviet Union and China put forward several statistical formulae for calculating the height of interconnected vertical fractures and formed a standard [22]. However, the failure characteristics of the overburden under certain special conditions cannot be reflected by the standard formula, by which the measured height of interconnected vertical fractures is significantly higher than that estimated by the standard formula, which leads to many abnormal water inrush accidents [23]. Given the shortcomings of the standard formula, Xu et al. [24, 25] proposed a formula for predicting the height of interconnected vertical fractures based on the position of the primary key strata (PKS), considering the fact of the layered characteristics of overburden and the fracture characteristics of different lithologies. But it is still essentially an empirical formula. There are many mining and geological factors that affect the height of interconnected vertical fractures. Numerous scholars have made predictions of the height of interconnected vertical fractures based on the theory of influencing factors [26–29], which need a large number of measured data, and whether they are universal remains to be verified. The actual measurement method is a direct and effective method for determining the height of interconnected vertical fractures in the overburden. It is generally observed by means of ground drilling [9, 30], as well as other test methods based on modern equipment [31]. These methods can predict the height of interconnected vertical fractures in overburden to a certain extent, but no mechanical mechanism of rock breakage has been involved, and the breaking of a stratum is essentially a result of stress caused by the external environment that exceeds the bearing capacity of the stratum itself. The novelty of this paper is that when a tensile failure fracture will penetrate a stratum is proposed.In this paper, the characteristics of interconnected vertical fractures in layered strata are firstly studied by similar simulation, and then under certain simplified conditions, the discrimination formula of interconnected vertical fractures in layered strata is obtained by theoretical deduction and calculation. Thirdly, the breaking of each stratum is carried out according to the overburden histogram, and the discriminant method of the height of the water-flowing fracture zone in the overburden is obtained. Finally, the discrimination formula of interconnected vertical fractures is qualitatively verified by an engineering test.


## 2. Discrimination Formula for Interconnected Vertical Fractures

### 2.1. Characteristics of Interconnected Vertical Fractures

#### 2.1.1. Model Design

The gravitational planar stress model frame was used in this study to simulate the characteristics of interconnected vertical fractures. The dimensions of the model were250cm×20cm. In the material mix for each rock layer, sand was used as the aggregate, while plaster and calcium carbonate were used as cements. A layer of mica was placed in the interfaces between the strata to simulate stratification, and the thickness of the soft rock strata was 6-8 cm. The excavation was in steps of 2.5 cm. The simulation was imaged after each excavation to compare the strata breakage and movement before and after the excavation. The mixing ratios that were used are shown in Table 1.Table 1
Proportion of the similar simulation materials.
Rock strataThickness (cm)Material ratioSimilar materialsWater (kg)Sand (kg)CaCO3 (kg)Gypsum (kg)Soft rock847338.46.722.884.8Primary key stratum12437302.255.253.75Soft rock647328.85.042.163.6Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock647340735Soft rock847338.46.722.884.8Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock64737513.1255.6259.375Hard rock1545572999Key stratum 21445540555Soft rock847338.46.722.884.8Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock6473559.6254.1256.875Key stratum 11145552.86.66.66.6Soft rock6473203.51.52.5Immediate roof447319.23.361.442.4Coal seam777382.031258.2031253.5156259.375Floor154557212.65.49


#### 2.1.2. Experimental Results

The distribution of vertical fractures is shown in Figure2, from which two characteristics of layered strata failure can be found: (1) The mining-induced vertical fractures do not necessarily penetrate the entire thickness of layered strata, that is, the fractures are in a critical state when they extend to a certain extent. The reason for these fractures is that the tensile stress is greater than the tensile strength of the layered strata. (2) Compressive failure occurs at the upper end of the layered strata penetrated by fractures, which indicates that the critical condition for strata breakage is that the compressive stress reaches the compressive strength.Figure 2
Characteristics of vertical fractures in simulated layered strata.To further illustrate the above two characteristics of layer breakage, a schematic analysis of vertical fracture initiation and propagation is performed. The longitudinal stress development of vertical fracture propagation is shown in Figure3, and the stress at the crack tip is only for the purpose of display and does not represent the true stress. In addition, h is the thickness of layered strata, σt is the tensile strength, and σc is the compressive strength. (1) When the longitudinal tensile stress and compressive stress caused by external factors are small, according to material mechanics theory, the tensile stress and compressive stress are equal and the neutral plane coincides with the central plane, as shown in Figure 3(a). (2) When the change of external factors causes the longitudinal tensile stress and compressive stress to increase, because the compressive strength is greater than the tensile strength, the longitudinal tensile stress will first reach the tensile strength, that is, the rock has a tensile failure fracture, as shown in Figure 3(b). (3) When the external factors continue to change, the vertical fracture begins to expand, and the longitudinal tensile stress at the crack tip has always been equal to the tensile strength, and because the compressive stress is less than the compressive strength, the longitudinal compressive stress continues to increase, as shown in Figure 3(c). (4) When the longitudinal compressive stress increases to the compressive strength, the compressive end of the stratum enters into the plastic state, and the end unit cannot limit the rotation of the section. Therefore, the stress-strain equilibrium state at the crack tip is destroyed, causing the expansion of the fracture, and the subsidence of the stratum also increases, so that more end units in the critical state enter into the plastic state, which is a vicious cycle until the vertical fracture penetrates the stratum, as shown in Figure 3(d).Figure 3
Longitudinal stress change in fracture section of the stratum.


### 2.2. Discrimination Formula for Interconnected Vertical Fractures

In order get applicable results, the following assumptions are made:(1)
The deposit and rock layers are horizontally stratified(2)
There is no major geological structural damage to the deposit and rock layers(3)
The strata are transversely isotropic linear elastomers(4)
The layered strata are broken into two symmetrical blocks(5)
A stratum in the plane is simplified as a fixed beam at both endsAccording to the above-mentioned characteristics of interconnected vertical fractures of layered strata, when the layered strata rotates to a certain level, under the action of bending moment and axial force, the longitudinal compressive stress at the end of the strata reaches the compressive strength, and the vertical tensile fractures will penetrate the layered strata. When the layered strata are broken for the first time, the cross-sectional shear force in the middle part of the symmetrical strata is zero, which is equivalent to cutting the layered strata with interconnected vertical fractures here. Before the strata break, the stratum will separate with the lower one and only the load will act on the upper surface of the stratum. Therefore, the equivalent model can be represented in Figure4 where the tensile stress is ignored because it is much smaller compared with the compressive stress. The load q on the layered strata includes the load from the upper strata and self-weight, T is the resultant force of the compressive stress at the extrusion, a is the range of the compressive stress at the extrusion, h is the thickness of the layered strata, L is the length of the breaking blocks, θ is the rotation angle of the blocks, and Δ is the maximum relative subsidence at the end of the blocks caused by rotation, then the load T can be calculated in the equivalent model [32]:
(1)Th−2a3−Δ=qL22.Figure 4
Equivalent model of layered strata in the period of first breaking.When a fracture penetrates a stratum, the range of compressive stress action at the extrusion can be expressed by the thickness of the rock layer according to the geometrical relationship between the blocks, and the range of compressive stress at the extrusion can be obtained [33]:
(2)a=2h−Δ4.Combined with (1) and (2), horizontal forces during rock block rotation can be obtained:(3)T=3qL24h−5Δ.According to the process analysis of the above-mentioned layered stratum fracturing, when the end unit of the layered stratum extrusion enters the plastic state (the compressive stress generated by horizontal thrust is greater than the compressive strength), the layered strata will be penetrated by the vertical fractures, namely,(4)24qL24h−5Δ2h−Δ≥ησc,where η is the extrusion strength coefficient at the end, which is usually 0.3 [34]. According to the fifth hypothesis, the breaking length of rock blocks can be obtained from the relationship between the rock load and tensile strength of the two-end fixed beam in the ultimate bending state, which is
(5)L=h22σtq.The discrimination formula of interconnected vertical fractures of layered strata is obtained by combining formulae (4) and (5), which is
(6)40h24h−5Δ2h−Δ≥σcσt,where Δ is the centre subsidence relative to the fixed end of the block and σc and σt are the uniaxial compressive and tensile strengths of the rock, respectively. The right side of formula (6) is the ratio of compressive stress to tensile stress of layered strata mass (compression-tension ratio). Brook believed that the compression-tension ratio of sandstone is 15 [35], and Sheorey by statistics obtains that the compression-tension ratio of sandstone is between 7 and 39, with an average of 14.9 [36]. Sun [37] has tested the compression-tension ratio of common rocks with different water contents. The measured results are shown in Table 2. The compression-tension ratio of rock blocks in the laboratory is about 10, and in general, the compressive strength of dried rock > natural rock > saturated rock.Table 2
Compression-tension ratio of common rocks [37].
Test no.Field namingUniaxial compressive strengthUniaxial tensile strengthCompression-tension ratioNaturalDrySaturatedNaturalDrySaturatedNaturalDrySaturatedMPa/ZK33Granite/88.644.9/8.514.1410.410.8ZK34Granite/82.339.6/6.274.5913.18.6ZK35Granite/85.444.7/9.145.229.38.6ZK36Granite/83.136/8.935.969.36.0ZK1Coarse sandstone72.683.125.74.756.432.9415.312.98.7ZK2Carboniferous coarse sandstone43.552.837.44.215.223.2610.310.111.5ZK3Fine sandstone21.439.120.44.035.122.015.37.610.1ZK4Carbonaceous fine sandstone37.353.932.83.185.641.6811.79.619.5ZK5Coarse sandstone76.399.351.87.528.794.5910.111.311.3ZK6Carbonaceous siltstone27.937.22.182.143.210.7113.011.63.1ZK7Siltstone25.343.712.72.834.361.978.910.06.4ZK8Fine sandstone92.797.820.66.569.543.0214.110.36.8ZK9Coarse sandstone49.184.126.53.486.37214.113.213.3ZK10Conglomerate43.885.136.456.652.418.812.815.1ZK11Carboniferous siltstone44.687.228.96.268.863.557.19.88.1ZK12Siltstone32.952.721.53.94.932.178.410.79.9ZK13Carbonous siltstone24.54521.83.514.472.797.010.17.8ZK14Carbonous siltstone9.0913.35.091.031.320.598.810.18.6ZK15Carbonous siltstone7.6335.22.121.752.980.324.411.86.6ZK16Coarse sandstone69.687.343.54.887.664.1314.311.410.5


## 2.1. Characteristics of Interconnected Vertical Fractures

### 2.1.1. Model Design

The gravitational planar stress model frame was used in this study to simulate the characteristics of interconnected vertical fractures. The dimensions of the model were250cm×20cm. In the material mix for each rock layer, sand was used as the aggregate, while plaster and calcium carbonate were used as cements. A layer of mica was placed in the interfaces between the strata to simulate stratification, and the thickness of the soft rock strata was 6-8 cm. The excavation was in steps of 2.5 cm. The simulation was imaged after each excavation to compare the strata breakage and movement before and after the excavation. The mixing ratios that were used are shown in Table 1.Table 1
Proportion of the similar simulation materials.
Rock strataThickness (cm)Material ratioSimilar materialsWater (kg)Sand (kg)CaCO3 (kg)Gypsum (kg)Soft rock847338.46.722.884.8Primary key stratum12437302.255.253.75Soft rock647328.85.042.163.6Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock647340735Soft rock847338.46.722.884.8Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock64737513.1255.6259.375Hard rock1545572999Key stratum 21445540555Soft rock847338.46.722.884.8Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock6473559.6254.1256.875Key stratum 11145552.86.66.66.6Soft rock6473203.51.52.5Immediate roof447319.23.361.442.4Coal seam777382.031258.2031253.5156259.375Floor154557212.65.49


### 2.1.2. Experimental Results

The distribution of vertical fractures is shown in Figure2, from which two characteristics of layered strata failure can be found: (1) The mining-induced vertical fractures do not necessarily penetrate the entire thickness of layered strata, that is, the fractures are in a critical state when they extend to a certain extent. The reason for these fractures is that the tensile stress is greater than the tensile strength of the layered strata. (2) Compressive failure occurs at the upper end of the layered strata penetrated by fractures, which indicates that the critical condition for strata breakage is that the compressive stress reaches the compressive strength.Figure 2
Characteristics of vertical fractures in simulated layered strata.To further illustrate the above two characteristics of layer breakage, a schematic analysis of vertical fracture initiation and propagation is performed. The longitudinal stress development of vertical fracture propagation is shown in Figure3, and the stress at the crack tip is only for the purpose of display and does not represent the true stress. In addition, h is the thickness of layered strata, σt is the tensile strength, and σc is the compressive strength. (1) When the longitudinal tensile stress and compressive stress caused by external factors are small, according to material mechanics theory, the tensile stress and compressive stress are equal and the neutral plane coincides with the central plane, as shown in Figure 3(a). (2) When the change of external factors causes the longitudinal tensile stress and compressive stress to increase, because the compressive strength is greater than the tensile strength, the longitudinal tensile stress will first reach the tensile strength, that is, the rock has a tensile failure fracture, as shown in Figure 3(b). (3) When the external factors continue to change, the vertical fracture begins to expand, and the longitudinal tensile stress at the crack tip has always been equal to the tensile strength, and because the compressive stress is less than the compressive strength, the longitudinal compressive stress continues to increase, as shown in Figure 3(c). (4) When the longitudinal compressive stress increases to the compressive strength, the compressive end of the stratum enters into the plastic state, and the end unit cannot limit the rotation of the section. Therefore, the stress-strain equilibrium state at the crack tip is destroyed, causing the expansion of the fracture, and the subsidence of the stratum also increases, so that more end units in the critical state enter into the plastic state, which is a vicious cycle until the vertical fracture penetrates the stratum, as shown in Figure 3(d).Figure 3
Longitudinal stress change in fracture section of the stratum.


## 2.1.1. Model Design

The gravitational planar stress model frame was used in this study to simulate the characteristics of interconnected vertical fractures. The dimensions of the model were250cm×20cm. In the material mix for each rock layer, sand was used as the aggregate, while plaster and calcium carbonate were used as cements. A layer of mica was placed in the interfaces between the strata to simulate stratification, and the thickness of the soft rock strata was 6-8 cm. The excavation was in steps of 2.5 cm. The simulation was imaged after each excavation to compare the strata breakage and movement before and after the excavation. The mixing ratios that were used are shown in Table 1.Table 1
Proportion of the similar simulation materials.
Rock strataThickness (cm)Material ratioSimilar materialsWater (kg)Sand (kg)CaCO3 (kg)Gypsum (kg)Soft rock847338.46.722.884.8Primary key stratum12437302.255.253.75Soft rock647328.85.042.163.6Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock647340735Soft rock847338.46.722.884.8Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock64737513.1255.6259.375Hard rock1545572999Key stratum 21445540555Soft rock847338.46.722.884.8Soft rock6473305.252.253.75Soft rock647328.85.042.163.6Soft rock6473559.6254.1256.875Key stratum 11145552.86.66.66.6Soft rock6473203.51.52.5Immediate roof447319.23.361.442.4Coal seam777382.031258.2031253.5156259.375Floor154557212.65.49


## 2.1.2. Experimental Results

The distribution of vertical fractures is shown in Figure2, from which two characteristics of layered strata failure can be found: (1) The mining-induced vertical fractures do not necessarily penetrate the entire thickness of layered strata, that is, the fractures are in a critical state when they extend to a certain extent. The reason for these fractures is that the tensile stress is greater than the tensile strength of the layered strata. (2) Compressive failure occurs at the upper end of the layered strata penetrated by fractures, which indicates that the critical condition for strata breakage is that the compressive stress reaches the compressive strength.Figure 2
Characteristics of vertical fractures in simulated layered strata.To further illustrate the above two characteristics of layer breakage, a schematic analysis of vertical fracture initiation and propagation is performed. The longitudinal stress development of vertical fracture propagation is shown in Figure3, and the stress at the crack tip is only for the purpose of display and does not represent the true stress. In addition, h is the thickness of layered strata, σt is the tensile strength, and σc is the compressive strength. (1) When the longitudinal tensile stress and compressive stress caused by external factors are small, according to material mechanics theory, the tensile stress and compressive stress are equal and the neutral plane coincides with the central plane, as shown in Figure 3(a). (2) When the change of external factors causes the longitudinal tensile stress and compressive stress to increase, because the compressive strength is greater than the tensile strength, the longitudinal tensile stress will first reach the tensile strength, that is, the rock has a tensile failure fracture, as shown in Figure 3(b). (3) When the external factors continue to change, the vertical fracture begins to expand, and the longitudinal tensile stress at the crack tip has always been equal to the tensile strength, and because the compressive stress is less than the compressive strength, the longitudinal compressive stress continues to increase, as shown in Figure 3(c). (4) When the longitudinal compressive stress increases to the compressive strength, the compressive end of the stratum enters into the plastic state, and the end unit cannot limit the rotation of the section. Therefore, the stress-strain equilibrium state at the crack tip is destroyed, causing the expansion of the fracture, and the subsidence of the stratum also increases, so that more end units in the critical state enter into the plastic state, which is a vicious cycle until the vertical fracture penetrates the stratum, as shown in Figure 3(d).Figure 3
Longitudinal stress change in fracture section of the stratum.


## 2.2. Discrimination Formula for Interconnected Vertical Fractures

In order get applicable results, the following assumptions are made:(1)
The deposit and rock layers are horizontally stratified(2)
There is no major geological structural damage to the deposit and rock layers(3)
The strata are transversely isotropic linear elastomers(4)
The layered strata are broken into two symmetrical blocks(5)
A stratum in the plane is simplified as a fixed beam at both endsAccording to the above-mentioned characteristics of interconnected vertical fractures of layered strata, when the layered strata rotates to a certain level, under the action of bending moment and axial force, the longitudinal compressive stress at the end of the strata reaches the compressive strength, and the vertical tensile fractures will penetrate the layered strata. When the layered strata are broken for the first time, the cross-sectional shear force in the middle part of the symmetrical strata is zero, which is equivalent to cutting the layered strata with interconnected vertical fractures here. Before the strata break, the stratum will separate with the lower one and only the load will act on the upper surface of the stratum. Therefore, the equivalent model can be represented in Figure4 where the tensile stress is ignored because it is much smaller compared with the compressive stress. The load q on the layered strata includes the load from the upper strata and self-weight, T is the resultant force of the compressive stress at the extrusion, a is the range of the compressive stress at the extrusion, h is the thickness of the layered strata, L is the length of the breaking blocks, θ is the rotation angle of the blocks, and Δ is the maximum relative subsidence at the end of the blocks caused by rotation, then the load T can be calculated in the equivalent model [32]:
(1)Th−2a3−Δ=qL22.Figure 4
Equivalent model of layered strata in the period of first breaking.When a fracture penetrates a stratum, the range of compressive stress action at the extrusion can be expressed by the thickness of the rock layer according to the geometrical relationship between the blocks, and the range of compressive stress at the extrusion can be obtained [33]:
(2)a=2h−Δ4.Combined with (1) and (2), horizontal forces during rock block rotation can be obtained:(3)T=3qL24h−5Δ.According to the process analysis of the above-mentioned layered stratum fracturing, when the end unit of the layered stratum extrusion enters the plastic state (the compressive stress generated by horizontal thrust is greater than the compressive strength), the layered strata will be penetrated by the vertical fractures, namely,(4)24qL24h−5Δ2h−Δ≥ησc,where η is the extrusion strength coefficient at the end, which is usually 0.3 [34]. According to the fifth hypothesis, the breaking length of rock blocks can be obtained from the relationship between the rock load and tensile strength of the two-end fixed beam in the ultimate bending state, which is
(5)L=h22σtq.The discrimination formula of interconnected vertical fractures of layered strata is obtained by combining formulae (4) and (5), which is
(6)40h24h−5Δ2h−Δ≥σcσt,where Δ is the centre subsidence relative to the fixed end of the block and σc and σt are the uniaxial compressive and tensile strengths of the rock, respectively. The right side of formula (6) is the ratio of compressive stress to tensile stress of layered strata mass (compression-tension ratio). Brook believed that the compression-tension ratio of sandstone is 15 [35], and Sheorey by statistics obtains that the compression-tension ratio of sandstone is between 7 and 39, with an average of 14.9 [36]. Sun [37] has tested the compression-tension ratio of common rocks with different water contents. The measured results are shown in Table 2. The compression-tension ratio of rock blocks in the laboratory is about 10, and in general, the compressive strength of dried rock > natural rock > saturated rock.Table 2
Compression-tension ratio of common rocks [37].
Test no.Field namingUniaxial compressive strengthUniaxial tensile strengthCompression-tension ratioNaturalDrySaturatedNaturalDrySaturatedNaturalDrySaturatedMPa/ZK33Granite/88.644.9/8.514.1410.410.8ZK34Granite/82.339.6/6.274.5913.18.6ZK35Granite/85.444.7/9.145.229.38.6ZK36Granite/83.136/8.935.969.36.0ZK1Coarse sandstone72.683.125.74.756.432.9415.312.98.7ZK2Carboniferous coarse sandstone43.552.837.44.215.223.2610.310.111.5ZK3Fine sandstone21.439.120.44.035.122.015.37.610.1ZK4Carbonaceous fine sandstone37.353.932.83.185.641.6811.79.619.5ZK5Coarse sandstone76.399.351.87.528.794.5910.111.311.3ZK6Carbonaceous siltstone27.937.22.182.143.210.7113.011.63.1ZK7Siltstone25.343.712.72.834.361.978.910.06.4ZK8Fine sandstone92.797.820.66.569.543.0214.110.36.8ZK9Coarse sandstone49.184.126.53.486.37214.113.213.3ZK10Conglomerate43.885.136.456.652.418.812.815.1ZK11Carboniferous siltstone44.687.228.96.268.863.557.19.88.1ZK12Siltstone32.952.721.53.94.932.178.410.79.9ZK13Carbonous siltstone24.54521.83.514.472.797.010.17.8ZK14Carbonous siltstone9.0913.35.091.031.320.598.810.18.6ZK15Carbonous siltstone7.6335.22.121.752.980.324.411.86.6ZK16Coarse sandstone69.687.343.54.887.664.1314.311.410.5


## 3. Height of Water-Flowing Fracture Zone in the Overburden

### 3.1. Maximum Relative Subsidence

The deflection-thickness ratioδ is defined as the ratio of the maximum relative subsidence of the strata to the thickness of the layered strata. Then, the left side (criterion value) of formula (6) becomes
(7)fδ=404−5δ2−δ.The relationship between functionf and δ is shown in Figure 5. It indicates that the greater the deflection-thickness ratio (maximum relative subsidence), the easier it is for the strata to break and vice versa. The maximum relative subsidence of hard rock is directly related to the mining height and bulking coefficient and is directly proportional to the mining height and inversely proportional to the bulking coefficient. In addition, it can be seen from the range of the rock compression-tension ratio that fractures will vertically penetrate the layered strata in the area indicated by the thick black line in Figure 5.Figure 5
Criterion values for different deflection-thickness ratios.The key of equation (7) is to calculate the deflection-thickness ratio that is composed of the thickness and the maximum relative subsidence of layered strata. The thickness of layered strata can be obtained from the borehole histogram, which is an easy parameter to get. The maximum relative subsidence is equal to the mining height subtracting the bulking height of the caving zone and the unloading dilation of the layered strata above the caving zone, which are explained separately below.


#### 3.1.1. Bulking Height of the Caving Zone

The bulking heighthp of the caving zone is determined by the height Hk of the caving zone and the bulking coefficient Kp. The height of the caving zone is generally determined by actual measurement. When no measured data is available, the height can be calculated according to the empirical formula given in Table 3 [38], in which M is the mining height.Table 3
Empirical formula for calculating the height of caving zone.
Lithology of overburden (uniaxial compressive strength and main rock name) (MPa)Calculation formula (m)Hard (40-80, quartz sandstone, limestone, conglomerate)100M/2.1M+16±2.5Medium-hard (20-40, sandstone, argillaceous limestone, sandy shale, shale)100M/4.7M+19±2.2Weak (10-20, mudstone, argillaceous sandstone)100M/6.2M+32±1.5Very weak (<10, bauxite, weathered mudstone, clay, sandy clay)100M/7.0M+63±1.2The bulking coefficient of the caving zone can be obtained from laboratory test results as shown in Table4. The diameter φ (mm) of the block is shown in Table 4, from which it can be seen that the coefficient of the bulking of the caving zone is between 1.1 and 1.3. With the height of the caving zone and the bulking coefficient, the breakage height of the caving zone can be calculated by the following formula:
(8)hp=HkKp−1.Table 4
Coefficient of crushing and swelling of loose rock (coal).
Rockφ≤0.50.5<φ≤1.251.25<φ≤2.52.5<φ≤55<φ≤10Coal (weak)1.281.221.171.151.14Sandstone (medium hard)1.21.181.151.131.11Limestone (hard)1.251.211.161.141.12


#### 3.1.2. Unloading Dilation of Rock Strata above the Caving Zone

Traditionally, the overburden has been transformed into the caving zone, fracture zone, and bend zone according to the fracture state. The research shows that after coal mining, the rock strata from different layers of coal seam have different dilation characteristics, and on this basis, the overburden is divided into the plastic dilation zone and the elastic dilation zone [39], as shown in Figure 6. It can be seen that the unloading dilation of rock strata above the caving zone is elastic dilation. Therefore, the unloading dilation of rock strata above the caving zone can be calculated by the coefficient of elastic dilation Kt. If the height of the elastic dilation zone is Ht, the unloading dilation of rock strata above the caving zone is
(9)ht=HtKt−1.Figure 6
Diagram of three zone division.


### 3.2. Height of Water-Flowing Fracture Zone of the Overburden

Fractures are important channels for conducting water in layered strata. After the mining of the coal seam, the overburden will distribute fractures of different states. Among them, interconnected fractures are the way for the overburdened confined aquifer to enter the mining working faces, which will seriously threaten human and financial safety. Therefore, it is of great significance to predict the height of the water-flowing fracture zone for ensuring safe mining of coal mines.There are two main methods for predicting the height of the water-flowing fracture zone. The first one is the statistical empirical formula based on a large number of measured data. This method cannot reflect the special overburden structure and breaking characteristics, and the calculation results are too small. The second method is based on the location of the PKS (will be defined following) to predict the height of the water-flowing fracture zone, which is a lack of the interpretation of the fracture mechanics mechanism of the layered strata. In order to predict the height of the water-flowing fracture zone based on the discrimination formula of interconnected vertical fractures in this paper, the fractures of layered strata are explained in terms of mechanical mechanism.The method of predicting the height of the water-flowing fracture zone based on the discrimination formula of interconnected vertical fractures is as follows: (1) firstly, it needs to collect the borehole histogram of the mining faces and then (2) judge whether the stratum is broken according to the discrimination formula. If it is not broken, it is not included in the height of the water-flowing fracture zone. If it is broken, it will become part of the water-flowing fracture zone. The flow chart for predicting the height of the water-flowing fracture zone is shown in Figure7.Figure 7
Discrimination process of height of water-flowing fracture zone in the overburden.However, according to the theory of key strata (KS), the KS refer to the hard strata which control the movement of local layers or all layers up to the surface. The former is called the subkey strata (SKS), and the latter is called the primary key strata (PKS) [32]. According to the definition of the KS, the prediction method of the height of the water-flowing fracture zone based on the discrimination formula of interconnected vertical fractures only needs to judge whether the SKS or the PKS is broken. If the SKS is broken, the strata under its control will also be broken, and the water-flowing fracture zone will develop to the bottom of the upper KS at least. If the PKS is broken, the whole overburden is broken, and the water-flowing fracture zone develops to the surface.


## 3.1. Maximum Relative Subsidence

The deflection-thickness ratioδ is defined as the ratio of the maximum relative subsidence of the strata to the thickness of the layered strata. Then, the left side (criterion value) of formula (6) becomes
(7)fδ=404−5δ2−δ.The relationship between functionf and δ is shown in Figure 5. It indicates that the greater the deflection-thickness ratio (maximum relative subsidence), the easier it is for the strata to break and vice versa. The maximum relative subsidence of hard rock is directly related to the mining height and bulking coefficient and is directly proportional to the mining height and inversely proportional to the bulking coefficient. In addition, it can be seen from the range of the rock compression-tension ratio that fractures will vertically penetrate the layered strata in the area indicated by the thick black line in Figure 5.Figure 5
Criterion values for different deflection-thickness ratios.The key of equation (7) is to calculate the deflection-thickness ratio that is composed of the thickness and the maximum relative subsidence of layered strata. The thickness of layered strata can be obtained from the borehole histogram, which is an easy parameter to get. The maximum relative subsidence is equal to the mining height subtracting the bulking height of the caving zone and the unloading dilation of the layered strata above the caving zone, which are explained separately below.


### 3.1.1. Bulking Height of the Caving Zone

The bulking heighthp of the caving zone is determined by the height Hk of the caving zone and the bulking coefficient Kp. The height of the caving zone is generally determined by actual measurement. When no measured data is available, the height can be calculated according to the empirical formula given in Table 3 [38], in which M is the mining height.Table 3
Empirical formula for calculating the height of caving zone.
Lithology of overburden (uniaxial compressive strength and main rock name) (MPa)Calculation formula (m)Hard (40-80, quartz sandstone, limestone, conglomerate)100M/2.1M+16±2.5Medium-hard (20-40, sandstone, argillaceous limestone, sandy shale, shale)100M/4.7M+19±2.2Weak (10-20, mudstone, argillaceous sandstone)100M/6.2M+32±1.5Very weak (<10, bauxite, weathered mudstone, clay, sandy clay)100M/7.0M+63±1.2The bulking coefficient of the caving zone can be obtained from laboratory test results as shown in Table4. The diameter φ (mm) of the block is shown in Table 4, from which it can be seen that the coefficient of the bulking of the caving zone is between 1.1 and 1.3. With the height of the caving zone and the bulking coefficient, the breakage height of the caving zone can be calculated by the following formula:
(8)hp=HkKp−1.Table 4
Coefficient of crushing and swelling of loose rock (coal).
Rockφ≤0.50.5<φ≤1.251.25<φ≤2.52.5<φ≤55<φ≤10Coal (weak)1.281.221.171.151.14Sandstone (medium hard)1.21.181.151.131.11Limestone (hard)1.251.211.161.141.12


### 3.1.2. Unloading Dilation of Rock Strata above the Caving Zone

Traditionally, the overburden has been transformed into the caving zone, fracture zone, and bend zone according to the fracture state. The research shows that after coal mining, the rock strata from different layers of coal seam have different dilation characteristics, and on this basis, the overburden is divided into the plastic dilation zone and the elastic dilation zone [39], as shown in Figure 6. It can be seen that the unloading dilation of rock strata above the caving zone is elastic dilation. Therefore, the unloading dilation of rock strata above the caving zone can be calculated by the coefficient of elastic dilation Kt. If the height of the elastic dilation zone is Ht, the unloading dilation of rock strata above the caving zone is
(9)ht=HtKt−1.Figure 6
Diagram of three zone division.


## 3.1.1. Bulking Height of the Caving Zone

The bulking heighthp of the caving zone is determined by the height Hk of the caving zone and the bulking coefficient Kp. The height of the caving zone is generally determined by actual measurement. When no measured data is available, the height can be calculated according to the empirical formula given in Table 3 [38], in which M is the mining height.Table 3
Empirical formula for calculating the height of caving zone.
Lithology of overburden (uniaxial compressive strength and main rock name) (MPa)Calculation formula (m)Hard (40-80, quartz sandstone, limestone, conglomerate)100M/2.1M+16±2.5Medium-hard (20-40, sandstone, argillaceous limestone, sandy shale, shale)100M/4.7M+19±2.2Weak (10-20, mudstone, argillaceous sandstone)100M/6.2M+32±1.5Very weak (<10, bauxite, weathered mudstone, clay, sandy clay)100M/7.0M+63±1.2The bulking coefficient of the caving zone can be obtained from laboratory test results as shown in Table4. The diameter φ (mm) of the block is shown in Table 4, from which it can be seen that the coefficient of the bulking of the caving zone is between 1.1 and 1.3. With the height of the caving zone and the bulking coefficient, the breakage height of the caving zone can be calculated by the following formula:
(8)hp=HkKp−1.Table 4
Coefficient of crushing and swelling of loose rock (coal).
Rockφ≤0.50.5<φ≤1.251.25<φ≤2.52.5<φ≤55<φ≤10Coal (weak)1.281.221.171.151.14Sandstone (medium hard)1.21.181.151.131.11Limestone (hard)1.251.211.161.141.12


## 3.1.2. Unloading Dilation of Rock Strata above the Caving Zone

Traditionally, the overburden has been transformed into the caving zone, fracture zone, and bend zone according to the fracture state. The research shows that after coal mining, the rock strata from different layers of coal seam have different dilation characteristics, and on this basis, the overburden is divided into the plastic dilation zone and the elastic dilation zone [39], as shown in Figure 6. It can be seen that the unloading dilation of rock strata above the caving zone is elastic dilation. Therefore, the unloading dilation of rock strata above the caving zone can be calculated by the coefficient of elastic dilation Kt. If the height of the elastic dilation zone is Ht, the unloading dilation of rock strata above the caving zone is
(9)ht=HtKt−1.Figure 6
Diagram of three zone division.


## 3.2. Height of Water-Flowing Fracture Zone of the Overburden

Fractures are important channels for conducting water in layered strata. After the mining of the coal seam, the overburden will distribute fractures of different states. Among them, interconnected fractures are the way for the overburdened confined aquifer to enter the mining working faces, which will seriously threaten human and financial safety. Therefore, it is of great significance to predict the height of the water-flowing fracture zone for ensuring safe mining of coal mines.There are two main methods for predicting the height of the water-flowing fracture zone. The first one is the statistical empirical formula based on a large number of measured data. This method cannot reflect the special overburden structure and breaking characteristics, and the calculation results are too small. The second method is based on the location of the PKS (will be defined following) to predict the height of the water-flowing fracture zone, which is a lack of the interpretation of the fracture mechanics mechanism of the layered strata. In order to predict the height of the water-flowing fracture zone based on the discrimination formula of interconnected vertical fractures in this paper, the fractures of layered strata are explained in terms of mechanical mechanism.The method of predicting the height of the water-flowing fracture zone based on the discrimination formula of interconnected vertical fractures is as follows: (1) firstly, it needs to collect the borehole histogram of the mining faces and then (2) judge whether the stratum is broken according to the discrimination formula. If it is not broken, it is not included in the height of the water-flowing fracture zone. If it is broken, it will become part of the water-flowing fracture zone. The flow chart for predicting the height of the water-flowing fracture zone is shown in Figure7.Figure 7
Discrimination process of height of water-flowing fracture zone in the overburden.However, according to the theory of key strata (KS), the KS refer to the hard strata which control the movement of local layers or all layers up to the surface. The former is called the subkey strata (SKS), and the latter is called the primary key strata (PKS) [32]. According to the definition of the KS, the prediction method of the height of the water-flowing fracture zone based on the discrimination formula of interconnected vertical fractures only needs to judge whether the SKS or the PKS is broken. If the SKS is broken, the strata under its control will also be broken, and the water-flowing fracture zone will develop to the bottom of the upper KS at least. If the PKS is broken, the whole overburden is broken, and the water-flowing fracture zone develops to the surface.


## 4. Engineering Verification

The Shendong Mining Area, located in the transition zone between the Maowusu Desert and the hilly and gully area of Loess Plateau, belongs to an arid area. The aquifer of the Quaternary Salawusu Formation above the bedrock beneath the desert cover contains valuable diving water, which is the only aquifer in the upper part of the coal seam currently being mined in the mining area.The 31401 fully-mechanized mining face is the first working face of 1-2 coal mining in the fourth district, with a designed mining height of 4.5-5.0 m and a comprehensive mechanical mining method of full collapse with longwall retraction. The working face adopts a 4.3/5.5 m two-pillar shielded hydraulic support manufactured by JOY Company with rated working resistance of 8670 kN.During the period from the cut line to 1600 m in the 31401 working face, the water inflow of the working face is normal, generally 50-80 m3/h, but when the working face is advanced to 1650 m, the water inflow of the working face reaches 200 m3/h. Thereafter, in the range from 1650 m to 2552 m, the roof sprinkler and seepage in the goaf have been continuous. During this period, there were two large water inrushes, and the working face was flooded in a short time, resulting in a 2 m depth of local water inundation, two 48 h shutdowns, and 400 m3/h maximum water inrush.The borehole flushing fluid loss observation method is a traditional and reliable method to determine the depth of water-flowing fracture zone and caving zone of overlying strata after mining. The height of the water-flowing fracture zone can be directly measured through the loss of drilling fluid in the drilling process.The water level in the drilling borehole was instantly lost from 3.85 m to 97.46 m at the bottom of the hole (Figure8), so all the drilling fluid was lost. Through comprehensive analysis and judgment, the depth of the borehole at the top of the water-flowing fracture zone is 97.10 m. Since the ground elevation before mining is 1305 m, the floor elevation of the coal seam is 1061 m, that is, the mining depth of the coal seam is 244 m. Considering the influence of the 2.0 m surface subsidence and 4.4 m mining height of the coal seam, therefore, the height of the water-flowing fracture zone is 140.5 m.Figure 8
The change of water level of the drilling borehole in the water inrush area.The research shows that the water inrush is related to the position of PKS in the overburden [25]. The position of PKS is shown in Figure 9.Figure 9
Histogram in water inrush and normal areas of 31401 working face of Bulianta Coal Mine [25]: (a) overburden histogram in water inrush area; (b) overburden histogram in normal area.
(a)(b)According to the histogram of the working face in Figure9, the mining heights of the water inrush and the normal areas in the 31401 working face of the Bulianta Coal Mine are 5.92 m and 4.78 m, respectively. In addition, the lithologies of water inrush and normal areas are medium and hard, respectively, so the height of the caving zone can be calculated separately according to Table 3 without considering its error items. The bulking coefficient of soft rock is less than that of hard rock, so the bulking coefficients of the caving zone in the water inrush zone and normal zone are 1.15 and 1.2, respectively. The height of the elastic dilation zone in the water inrush and normal areas is the distance from the PKS to the top of the caving zone. The literature research shows that the elastic dilation coefficient of different strata is between 1.0090 and 1.0097 under 16 MPa pressure [40], and the elastic dilation coefficient is taken as 1.0090 in this paper. The calculated values of each parameter are shown in Table 5.Table 5
Values in water inrush and normal areas in 31401 working face of Bulianta Coal Mine.
TypeM (m)Hp (m)Kp (m)hp (m)Ht (m)Kt (m)ht (m)Δ (m)h (m)δfWater inrush5.928.611.10.8625.211.0090.234.4032.700.146.52Normal4.7811.531.22.3683.631.0090.751.6715.30.116.13According to Table5, the f value of water inrush area is 6.52, greater than that of the normal area of 6.13, and the PKS of the water inrush area is medium sandstone, while that of normal area is coarse-grained sandstone. According to the experimental results of Table 2, the compression-tension ratio of coarse-grained sandstone is larger than that of medium sandstone, so in the water inrush area, the values more easily meet the discrimination formula (6). It is worth noting that this discrimination formula is only qualitatively verified because the beam was assumed to be two-end fixed, which makes a big difference to the outcome and will be discussed in the future.+


## 5. Conclusions

Interconnected vertical fractures are the important channel to communicate confined aquifer and the working faces. Water inrush disasters will occur when interconnected vertical fractures extend from the roof of the working face to the aquifer. Therefore, it is of great significance to study the evolution mechanism of interconnected vertical fractures for preventing and controlling water inrush disasters. This paper draws the following conclusions through similar simulation, theoretical analysis, and field verification methods:(1)
Vertical fractures in layered strata are initiated because the tensile stress is greater than the tensile strength, but whether fractures penetrate the layered strata is determined by the compressive strength. When the compressive stress is greater than the compressive strength, the vertical fractures will penetrate a stratum(2)
Whether a vertical fracture penetrates a stratum can be expressed by the value of the criterion of interconnected vertical fractures and compression-tension ratio of layered strata. When the value of the criterion of interconnected vertical fractures is greater than the compression-tension ratio, layered strata are broken. The value of the criterion of interconnected vertical fractures is expressed by maximum relative subsidence. The larger the maximum relative subsidence, the smaller the value of the criterion of interconnected vertical fractures(3)
The value of the criterion of interconnected vertical fractures in the water inrush area of the 31401 working face of the Bulianta Coal Mine is larger than that in the normal area, while the compression-tension ratio is smaller than that in the water inrush area, so in the water inrush area, the values more easily meet the discrimination formula (6).



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*Source: 8862517-2020-11-19.xml*