# Pressure Relief and Permeability Enhancement Mechanism of Short-Distance Floor Roadway in Deep Coal Roadway Strip

Authors: Benqing Yuan; Min Tu; Jianjun Cao; Xiang Cheng
Journal: Geofluids
 (2022)

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## Abstract

A pressure relief and permeability enhancement method through short-distance floor roadway was proposed to solve the difficult outburst prevention during the gas extraction at the coal roadway strips in deep outburst coal seams with high ground stress and low gas permeability. On the basis of an equivalent model of the surrounding rock in a deep roadway, the analytical solutions of deep roadway excavation to the stress and deformation of pressure relief at overlying short-distance coal roadway strips were obtained using the unified strength theory and nonassociated flow rules. Next, the criteria for determining the reasonable position of floor roadway were established, and a mechanical model of short-distance floor roadway for the pressure relief and permeability enhancement zone at the overlying coal seam was constructed. Finally, the scope of the zonal disintegration at the coal roadway strips in the elastic and elastic–plastic zones of the surrounding rock in the roadway, as well as the expression of gas permeability change, was given. The engineering trial calculation and practice showed that the stress and strain of the surrounding rock in the roadway were evidently influenced by the intermediate principal stress coefficient. Moreover, the vertical stress and vertical displacement of overlying coal seam were gradually reduced with the increase in the intermediate principal stress coefficient and vertical distance of the floor roadway. The minimum reasonable distance arranged for the 213 floor roadway in Qujiang Coal Mine was 6.21 m, and the effective pressure relief should be conducted within 10.6 m from the coal seam floor. When the pressure relief was located at 9.0 m from the coal seam floor, the investigation results were basically consistent with the theoretical analysis results, exerting obvious pressure relief and permeability enhancement effects on the overlying short-distance coal roadway strips.


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## Body

## 1. Introduction

Coal is the basic energy source that guarantees the energy safety and stability in China. Coal resources are estimated to still account for over 50% of primary energy consumption by 2030 [1, 2]. China is also one of the countries with the most serious coal and gas outburst (hereinafter abbreviated as “outburst”) in the world, and the main regional measures taken to prevent and control the outburst include the exploitation of the protective layer and gas preextraction at the coal seam. For the single outburst coal seam or coal seam group without exploitation of the protective layer, the coal roadway strips at the outburst coal seam will be initially exploited, and the outburst prevention measure is still mainly to drill the crossing holes on the floor roadway for the gas preextraction [3–5].However, with the continuously increasing coal mining depth in China, the high ground stress and low gas permeability of outburst coal seams in most coal mines are more prominent. The difficulty in the drilling construction under deep high ground stress condition is significantly aggravated, and the gas preextraction further enhances the ground stress-dominated dynamic danger [6, 7], such as the ground stress-dominated dynamic disasters appearing in deep mines in provinces such as Anhui, Liaoning, and Jiangxi. Hence, pressure relief and permeability enhancement technologies, such as hydrofracturing, hydraulic reaming, and control of presplitting blasting, have been investigated in coal mines in China [8–14]. However, some shortcomings exist, such as large difference in the effect of pressure relief and permeability enhancement, failure to change the stress condition of surrounding rock in advance, and complex process.Given the complex and diversified stress field evolution of the surrounding rock in deep roadways, the large deformation and strong rheological properties of surrounding rock, the brittleness–ductility transformation of coal and rock mass, and the mutability of dynamic response [15, 16], an elastic–plastic deformation model of the surrounding rock in deep roadway was constructed to study the mechanical mechanism of a preexcavated short-distance floor roadway for the pressure relief of the surrounding rock and the permeability enhancement of the overlying coal seam. Next, the proactive pressure relief and permeability enhancement method for the short-distance floor roadway at the coal roadway strips in the deep outburst coal seams with high ground stress and low gas permeability was established, expecting to provide a reference for the outburst prevention and control at the coal roadway strips in deep mines.


## 2. Deformation Analysis of Layered Surrounding Rock in Deep Roadway

### 2.1. Equivalent Model Construction for Overlying Layered Rock Strata in Roadway

In engineering practice, the deep surrounding rock in a roadway is kept stable under the load effect of the vertical strata at the roof, and the displacement and section rotation of rock beam at the roof are restricted by the clamping effect between the rock strata. Under this circumstance, the upper rock stratum of the roadway can be simplified into a mechanical constraint model of a simply supported beam (Figure1).Figure 1
Hierarchical mechanical analysis chart of two-end simple support constraints.As shown in Figure1, the bending moment at the support x is
(1)Mx=12qlx−12qx2+pω−M,where l is the upper rock beam span of the roadway, m; p stands for the horizontal force at the fixed end, p=λqb0h, MPa; λ is the lateral pressure coefficient of the rock beam; b0 denotes the width of the rock beam, m; ω is the deflection of the rock beam; and M is the bending moment at the support.According to the principle of static equilibrium, a differential equation can be listed as follows:(2)ω”+PEIω=−ql2EIx+q2EIx2+MEI.P/EI=β2 is set, and the differential equation is solved to obtain
(3)ω=Asinβx+Bcosβx+q2px2−ql2px+MBp−qpβ2.The boundary conditionsx=0ω=0θ=0x=lω=0θ=0 are substituted into the above equation to solve
(4)A=qpβ2−Mptanβl2B=qpβ2−MpMB=qβ2−ql2βcotβl2.According to the deformation continuity condition in mechanics, the deformation of each rock stratum is continuous in the vertical direction, that is, the rock strata share the same deflection, that is,ω=ω1=⋯⋯=ωi. In actual working conditions, the mutual bonding power between rock strata is extremely weak that it can be neglected. Then,
(5)ω0=ql2pβtanβl4−ql28p=ωi=qil2piβitanβil4−qil28pi,where ω0 is the bending moment at the midspan of the rock beam; and qi and pi represent the vertical load and end horizontal acting force borne by the layer i, respectively, MPa.Assume that the total height of the rock beam ish, and the horizontal acting force at the end of the rock beam of layer i is pi=hi/hp. For a specific rock stratum, Equation (5) can be simplified as follows:
(6)4βtanβl4=ξ,where ζ is the constant of a specific rock stratum.Variableβ cannot be separated from the left end of Equation (6), and its numerical solution can be solved through programming. According to p/EI=β2,p=λqb0h, and the sectional inertia moment I = b0h3/12 of the rock beam, the overall equivalent elasticity modulus of the rock strata above the roadway is
(7)E=12λqhβ2.


### 2.2. Elastic–Plastic Deformation Analysis of Surrounding Rock in Deep Roadway

The elastoplasticity and brittleness of the surrounding rock in roadway have been analyzed by most scholars using the Mohr–Coulomb criterion or Hoek–Brown criterion [17, 18], but the effect of intermediate principal stress has not been considered. As pointed out in literature [19, 20], given that the failure strength of a rock is strengthened due to the intermediate principal stress, an obvious disintegration zone with poor mechanical properties of rocks appears in the surrounding rock excavated in the deep roadway with high ground stress.On this basis, the surrounding rock in a deep roadway was divided into elastic, plastic, and disintegration zones in this study based on the unified strength criterion and nonassociated flow rule to analyze the limiting equilibrium. To facilitate the calculation, a circular roadway was taken for example to establish a mechanical model (Figure2) of the surrounding rock in this deep circular roadway, and the whole stress–strain curves of the rock were simplified, as shown in Figure 3.Figure 2
Mechanical model of circular roadway.Figure 3
Stress–strain curves of rock deformation failure and zoning plan.The differential equation of the equilibrium that the stress in each zone should meet (body force unconsidered) is(8)dσrdr+σr−σθr=0.The geometric equation is(9)εr=∂u∂rεθ=ur.The physical equation is expressed as follows:(10)εr=1−μ2Eσr−μ1−μσθεθ=1−μ2Eσθ−μ1−μσr,where μ is Poisson’s ratio.Under the plain strain condition, the intermediate principal stress influence coefficientb (0≤b≤1) reflects the influence degree of the intermediate principal stress on the rock failure. When the material is under yield and failure state, b is approximate to 1, and generally, b=1. In this study, b=1 was taken, and the unified strength criterion under the plane strain condition can then be obtained as follows:
(11)σ1−Ai,φσ3−Bi,φ=0,where Ai,ϕ=2+2b−αiϕb/αiϕ2+b, σc is the compressive strength of rock, and αi,φ is the compressive strength ratio of the rock.Under the nonassociated flow rule, the stress boundary conditions and contact conditions are as follows:(12)r⟶∞σre=p0ue=0r=Rpσre=σrpue=upr=Rcσrp=σrcup=ucr=R0σrc=p1.Furthermore, through simultaneous Equations (8)–(10) and the different boundary conditions in Equation (12), the stress and deformation in the elastic, plastic, and disintegration zones, as well as the scopes of plastic and disintegration zones, can be solved by reference to literature [21].


## 2.1. Equivalent Model Construction for Overlying Layered Rock Strata in Roadway

In engineering practice, the deep surrounding rock in a roadway is kept stable under the load effect of the vertical strata at the roof, and the displacement and section rotation of rock beam at the roof are restricted by the clamping effect between the rock strata. Under this circumstance, the upper rock stratum of the roadway can be simplified into a mechanical constraint model of a simply supported beam (Figure1).Figure 1
Hierarchical mechanical analysis chart of two-end simple support constraints.As shown in Figure1, the bending moment at the support x is
(1)Mx=12qlx−12qx2+pω−M,where l is the upper rock beam span of the roadway, m; p stands for the horizontal force at the fixed end, p=λqb0h, MPa; λ is the lateral pressure coefficient of the rock beam; b0 denotes the width of the rock beam, m; ω is the deflection of the rock beam; and M is the bending moment at the support.According to the principle of static equilibrium, a differential equation can be listed as follows:(2)ω”+PEIω=−ql2EIx+q2EIx2+MEI.P/EI=β2 is set, and the differential equation is solved to obtain
(3)ω=Asinβx+Bcosβx+q2px2−ql2px+MBp−qpβ2.The boundary conditionsx=0ω=0θ=0x=lω=0θ=0 are substituted into the above equation to solve
(4)A=qpβ2−Mptanβl2B=qpβ2−MpMB=qβ2−ql2βcotβl2.According to the deformation continuity condition in mechanics, the deformation of each rock stratum is continuous in the vertical direction, that is, the rock strata share the same deflection, that is,ω=ω1=⋯⋯=ωi. In actual working conditions, the mutual bonding power between rock strata is extremely weak that it can be neglected. Then,
(5)ω0=ql2pβtanβl4−ql28p=ωi=qil2piβitanβil4−qil28pi,where ω0 is the bending moment at the midspan of the rock beam; and qi and pi represent the vertical load and end horizontal acting force borne by the layer i, respectively, MPa.Assume that the total height of the rock beam ish, and the horizontal acting force at the end of the rock beam of layer i is pi=hi/hp. For a specific rock stratum, Equation (5) can be simplified as follows:
(6)4βtanβl4=ξ,where ζ is the constant of a specific rock stratum.Variableβ cannot be separated from the left end of Equation (6), and its numerical solution can be solved through programming. According to p/EI=β2,p=λqb0h, and the sectional inertia moment I = b0h3/12 of the rock beam, the overall equivalent elasticity modulus of the rock strata above the roadway is
(7)E=12λqhβ2.


## 2.2. Elastic–Plastic Deformation Analysis of Surrounding Rock in Deep Roadway

The elastoplasticity and brittleness of the surrounding rock in roadway have been analyzed by most scholars using the Mohr–Coulomb criterion or Hoek–Brown criterion [17, 18], but the effect of intermediate principal stress has not been considered. As pointed out in literature [19, 20], given that the failure strength of a rock is strengthened due to the intermediate principal stress, an obvious disintegration zone with poor mechanical properties of rocks appears in the surrounding rock excavated in the deep roadway with high ground stress.On this basis, the surrounding rock in a deep roadway was divided into elastic, plastic, and disintegration zones in this study based on the unified strength criterion and nonassociated flow rule to analyze the limiting equilibrium. To facilitate the calculation, a circular roadway was taken for example to establish a mechanical model (Figure2) of the surrounding rock in this deep circular roadway, and the whole stress–strain curves of the rock were simplified, as shown in Figure 3.Figure 2
Mechanical model of circular roadway.Figure 3
Stress–strain curves of rock deformation failure and zoning plan.The differential equation of the equilibrium that the stress in each zone should meet (body force unconsidered) is(8)dσrdr+σr−σθr=0.The geometric equation is(9)εr=∂u∂rεθ=ur.The physical equation is expressed as follows:(10)εr=1−μ2Eσr−μ1−μσθεθ=1−μ2Eσθ−μ1−μσr,where μ is Poisson’s ratio.Under the plain strain condition, the intermediate principal stress influence coefficientb (0≤b≤1) reflects the influence degree of the intermediate principal stress on the rock failure. When the material is under yield and failure state, b is approximate to 1, and generally, b=1. In this study, b=1 was taken, and the unified strength criterion under the plane strain condition can then be obtained as follows:
(11)σ1−Ai,φσ3−Bi,φ=0,where Ai,ϕ=2+2b−αiϕb/αiϕ2+b, σc is the compressive strength of rock, and αi,φ is the compressive strength ratio of the rock.Under the nonassociated flow rule, the stress boundary conditions and contact conditions are as follows:(12)r⟶∞σre=p0ue=0r=Rpσre=σrpue=upr=Rcσrp=σrcup=ucr=R0σrc=p1.Furthermore, through simultaneous Equations (8)–(10) and the different boundary conditions in Equation (12), the stress and deformation in the elastic, plastic, and disintegration zones, as well as the scopes of plastic and disintegration zones, can be solved by reference to literature [21].


## 3. Mechanical Response of Pressure Relief in Deep Roadway

### 3.1. Roadway Pressure Relief-Disturbed Zone Analysis of Surrounding Rock

Generally, the zone with a stress change of smaller than 5% is not affected by the excavation, and it is referred to as the stress zone of primary rock. The zone with the stress change of greater than 5%, which is affected by the excavation, is called the disturbed zone (the radius of the disturbed zone isr′), as shown in Figure 4.Figure 4
Pressure relief zoning model of floor roadway.r′ is within the elastic zone, and the stress and radius of the disturbed zone are solved as follows:
(13)σre=p0−p0−σRpRpr′2=0.95p0,r′=25Rp1−σRpp0,where σpR is the contact stress at the elastic–plastic interface, and it is calculated according to literature [21].For the floor roadway in the outburst coal seam, its spacing with the overlying coal seam is generally greater than 7 m, that is, the coal seam is usually located within the elastic–plastic zone of the surrounding rock in the floor roadway. WhenRp<h<r’, the coal seam is located at the elastic zone and influenced by the roadway excavation; the horizontal stress change is as follows:
(14)σre=p0−p0−σRpRp2h2+x2σθe=p0+p0−σRpRp2h2+x2.WhenRc<h<Rp, the coal seam is seated in the plastic and elastic zones. Under the influence of roadway excavation, the stress change in the horizontal direction is
(15)σrp=σRp+Dph2+x2Rp2Apϕ−12−Dp0≤x≤Rp2−h2σθp=ApσRp+Dph2+x2Rp2Ap，ϕ−12−Dp0≤x≤Rp2−h2σre=p0−p0−σRpRp2h2+x2Rp2−h2≤x≤r′2−h2σθe=p0+p0−σRpRp2h2+x2Rp2−h2≤x≤r′2−h2,where Dp=Bpϕ/Apϕ−1, and Ap,ψ=2+2b−αpψb/αpψ2+b, which can be calculated according to literature [21].When the coal seam is in the elastic and elastic–plastic zones, the minimum bottom stress isσ00RpRp/h2rmin and σRpph/RpAp,ψ−1prmin, respectively, and the horizontal disturbed area of the coal seam is L=2l=2r′2−h2.


### 3.2. Pressure Relief Mechanism of Short-Distance Floor Roadway for Coal Seam

The formulas for the vertical stress and displacement changes of the coal seam in the disturbed zone can be obtained through the coordinate transformation of elastic mechanics. For the axisymmetric problem, the coordinate transformation formula can be simplified into the following form:(16)σx=σrsin2φ+σθcos2φσy=σrcos2φ+σθsin2φux=ursinφuy=urcosφ,where φ is the included angle between the radius r and the vertical direction.When the coal seam is in the elastic zone, Equation (14) is substituted into the above equation to solve the stress and displacement of the coal seam in the short-distance disturbed zone as follows:
(17)σx=p0+p0−σRpRp2h2+x22h2−x2σy=p0−p0−σRpRp2h2+x22h2−x2ux=p0−σRpRp2x2Gh2+x2uy=p0−σRpRp2h2Gh2+x2.


### 3.3. Reasonable Position Criterion for Short-Distance Floor Roadway to Be Depressurized

After the overlying coal roadway of the floor roadway is excavated, the surrounding rock will experience secondary pressure relief. To prevent the outburst and guarantee the stability of surrounding rock, no through cracks should be formed at the rock pillar on the roadway roof, and the reasonable position model is shown in Figure5.Figure 5
Schematic of surrounding rock deformation in double-roadway excavation.As shown in Figure5, the judgment criteria for the failure depths hpr and hpc of floor roadway and its overlying coal roadway for the rock mass, as well as the reasonable distance between the right-angular semicircular floor roadway and the coal seam, can be obtained as follows:
(18)hPr=δ·RPr−C1−B1hPc=δ·RPc−C12,(19)Δh≥δ·Rpr+Rpc−32C1−B1,where δ is the superposition coefficient of the secondary pressure relief effect, which can be statistically analyzed through the field monitoring or calculated through the simulation.


## 3.1. Roadway Pressure Relief-Disturbed Zone Analysis of Surrounding Rock

Generally, the zone with a stress change of smaller than 5% is not affected by the excavation, and it is referred to as the stress zone of primary rock. The zone with the stress change of greater than 5%, which is affected by the excavation, is called the disturbed zone (the radius of the disturbed zone isr′), as shown in Figure 4.Figure 4
Pressure relief zoning model of floor roadway.r′ is within the elastic zone, and the stress and radius of the disturbed zone are solved as follows:
(13)σre=p0−p0−σRpRpr′2=0.95p0,r′=25Rp1−σRpp0,where σpR is the contact stress at the elastic–plastic interface, and it is calculated according to literature [21].For the floor roadway in the outburst coal seam, its spacing with the overlying coal seam is generally greater than 7 m, that is, the coal seam is usually located within the elastic–plastic zone of the surrounding rock in the floor roadway. WhenRp<h<r’, the coal seam is located at the elastic zone and influenced by the roadway excavation; the horizontal stress change is as follows:
(14)σre=p0−p0−σRpRp2h2+x2σθe=p0+p0−σRpRp2h2+x2.WhenRc<h<Rp, the coal seam is seated in the plastic and elastic zones. Under the influence of roadway excavation, the stress change in the horizontal direction is
(15)σrp=σRp+Dph2+x2Rp2Apϕ−12−Dp0≤x≤Rp2−h2σθp=ApσRp+Dph2+x2Rp2Ap，ϕ−12−Dp0≤x≤Rp2−h2σre=p0−p0−σRpRp2h2+x2Rp2−h2≤x≤r′2−h2σθe=p0+p0−σRpRp2h2+x2Rp2−h2≤x≤r′2−h2,where Dp=Bpϕ/Apϕ−1, and Ap,ψ=2+2b−αpψb/αpψ2+b, which can be calculated according to literature [21].When the coal seam is in the elastic and elastic–plastic zones, the minimum bottom stress isσ00RpRp/h2rmin and σRpph/RpAp,ψ−1prmin, respectively, and the horizontal disturbed area of the coal seam is L=2l=2r′2−h2.


## 3.2. Pressure Relief Mechanism of Short-Distance Floor Roadway for Coal Seam

The formulas for the vertical stress and displacement changes of the coal seam in the disturbed zone can be obtained through the coordinate transformation of elastic mechanics. For the axisymmetric problem, the coordinate transformation formula can be simplified into the following form:(16)σx=σrsin2φ+σθcos2φσy=σrcos2φ+σθsin2φux=ursinφuy=urcosφ,where φ is the included angle between the radius r and the vertical direction.When the coal seam is in the elastic zone, Equation (14) is substituted into the above equation to solve the stress and displacement of the coal seam in the short-distance disturbed zone as follows:
(17)σx=p0+p0−σRpRp2h2+x22h2−x2σy=p0−p0−σRpRp2h2+x22h2−x2ux=p0−σRpRp2x2Gh2+x2uy=p0−σRpRp2h2Gh2+x2.


## 3.3. Reasonable Position Criterion for Short-Distance Floor Roadway to Be Depressurized

After the overlying coal roadway of the floor roadway is excavated, the surrounding rock will experience secondary pressure relief. To prevent the outburst and guarantee the stability of surrounding rock, no through cracks should be formed at the rock pillar on the roadway roof, and the reasonable position model is shown in Figure5.Figure 5
Schematic of surrounding rock deformation in double-roadway excavation.As shown in Figure5, the judgment criteria for the failure depths hpr and hpc of floor roadway and its overlying coal roadway for the rock mass, as well as the reasonable distance between the right-angular semicircular floor roadway and the coal seam, can be obtained as follows:
(18)hPr=δ·RPr−C1−B1hPc=δ·RPc−C12,(19)Δh≥δ·Rpr+Rpc−32C1−B1,where δ is the superposition coefficient of the secondary pressure relief effect, which can be statistically analyzed through the field monitoring or calculated through the simulation.


## 4. Pressure Relief and Permeability Enhancement Mechanism of Floor Roadway at Deep Coal Roadway Strips

### 4.1. Pressure Relief and Zonal Disintegration Analysis of Floor Roadway at Coal Roadway Strips

After the short-distance floor roadway is excavated, the vertical stress at the coal seam rightly above the roadway is released. The original three-directional stress equilibrium of the coal mass is destructed, and the ultimate strength of the coal mass can be easily reached in the deep roadway, thereby leading to yield failure. Subsequently, the concentrated stress is transferred to the two sides to form a zoning model, as shown in Figure6.Figure 6
Mechanical model of pressure relief and permeability enhancement zones at coal seam.The vertical stress in the pressure relief damaged zone is obviously reduced. In this zone, the cracks are significantly developed in the coal mass, and it is called effective pressure relief zone, extending at the two sidesX1 of the center line in the roadway. The coal mass in the plastic deformation zone will experience minor deformation and cracking. Thus, the gas permeability coefficient is obviously enhanced, and it is called effective permeability enhancement zone, extending at the two sides X0 of the center line in the roadway.When the horizontal distance satisfiesx≤h, the first, second, and third principal stresses are σx, σz, and σy, respectively. Then,
(20)αc1+bσx+bσz−σy=ασc.After the floor roadway is excavated, the original adsorbed gas in the upper coal seam is transformed into free gas, the gas stress in the coal seam will be increased, whereas the uniaxial compressive strength will be reduced, which conforms to the following relation [4]:
(21)σc=A2+B2·p,where A2 and B2 are the parameters related to the coal mass.Substituting Equation (17) and (21) into Equation (20) yields the following:
(22)1−sinφ1+b1+sinφP0+P0−σRpRp2h2+X122h2−X12+bσz−P0+P0−σRpRp2h2+X122h2−X12=1−sinφ1+sinφA2+B2⋅p.According to the change laws of the uniaxial compressive strength of gassy coal seam, the widthX1 of the pressure relief damaged zone of short-distance floor for the overlying coal seam can be solved by combining the layout conditions of the floor roadway, the coal mass-related parameters at the overlying coal seam, and Equation (22).The horizontal distanceX0 of the effective pressure zone is the horizontal distance when the vertical stress σy reaches the maximum value. As the analytical expression of σy in Equation (17) is complicated, the maximum value of σy and horizontal distance X0 of effective pressure relief zone can be calculated via MATLAB.


### 4.2. Pressure Relief and Permeability Enhancement Mechanism of Floor Roadway at Coal Roadway Strips

According to the stress unloading experiment of gassy coal samples under constant confining pressure and atmospheric pressure, the fitting relation between permeabilityK and σ1–σ3 is as follows [4]:
(23)K=A3·eB3·σ1−σ3,where A3 and B3 are the parameters related to coal mass, stress, and gas.As indicated by Equation (17) and the stress analysis of the surrounding rock, when x<h, the first and third principal stresses are σx and σy, respectively; when x>h, the first and third principal stresses are σy and σx, respectively. Therefore, the formulas of permeability K and σ1–σ3 can be organized as follows:
(24)K=A3·e2B3·p0−σRph2−x2Rp2/h2+x22x<hK=A3·e−2B3·p0−σRph2−x2Rp2/h2+x22x>h.The difficulty of coal seam gas extraction is generally expressed by the gas permeability coefficient, which also characterizes the resistance formed by the coal seam to the gas flow. According to the relationship between the gas permeability coefficient of the coal seam and the permeability of the pressure-bearing coal sample[27], the relationship between the gas permeability coefficient of the coal seam and the stress change can be further acquired, as shown as follows:
(25)λ=A32ρpn·e2B3·p0−σRph2−x2.Rp2/h2+x22x<hλ=A32ρpn·e−2B3·p0−σRph2−x2.Rp2/h2+x22x>h,where ρ represents the absolute viscosity of gas, 1.08×10−8 N·s/cm2; and Pn denotes a standard atmospheric pressure, 0.1013 MPa.


## 4.1. Pressure Relief and Zonal Disintegration Analysis of Floor Roadway at Coal Roadway Strips

After the short-distance floor roadway is excavated, the vertical stress at the coal seam rightly above the roadway is released. The original three-directional stress equilibrium of the coal mass is destructed, and the ultimate strength of the coal mass can be easily reached in the deep roadway, thereby leading to yield failure. Subsequently, the concentrated stress is transferred to the two sides to form a zoning model, as shown in Figure6.Figure 6
Mechanical model of pressure relief and permeability enhancement zones at coal seam.The vertical stress in the pressure relief damaged zone is obviously reduced. In this zone, the cracks are significantly developed in the coal mass, and it is called effective pressure relief zone, extending at the two sidesX1 of the center line in the roadway. The coal mass in the plastic deformation zone will experience minor deformation and cracking. Thus, the gas permeability coefficient is obviously enhanced, and it is called effective permeability enhancement zone, extending at the two sides X0 of the center line in the roadway.When the horizontal distance satisfiesx≤h, the first, second, and third principal stresses are σx, σz, and σy, respectively. Then,
(20)αc1+bσx+bσz−σy=ασc.After the floor roadway is excavated, the original adsorbed gas in the upper coal seam is transformed into free gas, the gas stress in the coal seam will be increased, whereas the uniaxial compressive strength will be reduced, which conforms to the following relation [4]:
(21)σc=A2+B2·p,where A2 and B2 are the parameters related to the coal mass.Substituting Equation (17) and (21) into Equation (20) yields the following:
(22)1−sinφ1+b1+sinφP0+P0−σRpRp2h2+X122h2−X12+bσz−P0+P0−σRpRp2h2+X122h2−X12=1−sinφ1+sinφA2+B2⋅p.According to the change laws of the uniaxial compressive strength of gassy coal seam, the widthX1 of the pressure relief damaged zone of short-distance floor for the overlying coal seam can be solved by combining the layout conditions of the floor roadway, the coal mass-related parameters at the overlying coal seam, and Equation (22).The horizontal distanceX0 of the effective pressure zone is the horizontal distance when the vertical stress σy reaches the maximum value. As the analytical expression of σy in Equation (17) is complicated, the maximum value of σy and horizontal distance X0 of effective pressure relief zone can be calculated via MATLAB.


## 4.2. Pressure Relief and Permeability Enhancement Mechanism of Floor Roadway at Coal Roadway Strips

According to the stress unloading experiment of gassy coal samples under constant confining pressure and atmospheric pressure, the fitting relation between permeabilityK and σ1–σ3 is as follows [4]:
(23)K=A3·eB3·σ1−σ3,where A3 and B3 are the parameters related to coal mass, stress, and gas.As indicated by Equation (17) and the stress analysis of the surrounding rock, when x<h, the first and third principal stresses are σx and σy, respectively; when x>h, the first and third principal stresses are σy and σx, respectively. Therefore, the formulas of permeability K and σ1–σ3 can be organized as follows:
(24)K=A3·e2B3·p0−σRph2−x2Rp2/h2+x22x<hK=A3·e−2B3·p0−σRph2−x2Rp2/h2+x22x>h.The difficulty of coal seam gas extraction is generally expressed by the gas permeability coefficient, which also characterizes the resistance formed by the coal seam to the gas flow. According to the relationship between the gas permeability coefficient of the coal seam and the permeability of the pressure-bearing coal sample[27], the relationship between the gas permeability coefficient of the coal seam and the stress change can be further acquired, as shown as follows:
(25)λ=A32ρpn·e2B3·p0−σRph2−x2.Rp2/h2+x22x<hλ=A32ρpn·e−2B3·p0−σRph2−x2.Rp2/h2+x22x>h,where ρ represents the absolute viscosity of gas, 1.08×10−8 N·s/cm2; and Pn denotes a standard atmospheric pressure, 0.1013 MPa.


## 5. Pressure Relief and Permeability Enhancement Practice of Floor Roadway at Deep Coal Roadway Strips

### 5.1. Engineering Trial Calculation

The parameters used in the calculated example were the measured parameters of 213 floor coal rock stratum in Qujiang Coal Mine. The burial depth of 213 floor roadway was about 980 m, the roadway size was4.0m×3.0m, the wall height was 1.0 m, and the thickness of overlying B4 coal seam was 3 m. According to the stress of the primary rock and the experiment, the vertical and horizontal stress components were 24.92 MPa and 24.35 MPa, respectively, and P0=24.6 MPa; the Poisson’s ratio, initial friction angle, initial cohesion, residual internal friction angle, and residual cohesion of rock were μ=0.25, φp=35°, cp=3MPa, φc=20°, and cp=0.8MPa, respectively, σc=−1.576p+24.77 and K0=2.7191·e−0.09·σ1−σ3.The equivalent elasticity modulus of the rock and the equivalent excavation radius of the floor roadway were calculated asE=15.0 GPa and R0=2.24 m, respectively. When the intermediate principal stress coefficient b was taken as 0.75 and 1, the calculation results showed that no disintegration zone appeared in the roadway, which did not conform to the engineering practice. By combining literature [22], the stress, deformation, plastic zone, and permeability (Figures 7–9, Tables 1–3) were analyzed under b=0, 0.25, and 0.5, respectively.Figure 7
Stress distribution curve of surrounding rock in roadway.Figure 8
Strain distribution curve of surrounding rock in roadway.Figure 9
Vertical stress of coal seam during the excavation of floor roadways under different spacings.
(a)(b)(c)(d)(e)(f)Table 1
Pressure relief coefficients (%) at the center line of the roadway and coal seams at two sides.
bVertical distanceh/m7912151821052.0–4.631.4–5.017.7–4.711.3–4.97.8-2.75.8–2.30.2532.6–2.919.7–3.211.1–2.77.1–3.14.9-2.23.6–2.00.523.6–2.114.3–2.28.0–2.25.1–2.23.6-2.02.6–1.9Two sides6 m7 m8 m8 m5 m5 mTable 2
Radius of plastic zone in the roadway under different principal stress coefficients.
Roadway nameRoadway shapeEquivalent radiusR0/mRadius of plastic zoneRp/mb=0b=0.25b=0.5Floor roadwayRight-angular semicircular arch2.244.553.522.96Overlying coal roadwayRectangular2.475.013.883.26Table 3
Pressure relief effect of the overlying coal seam in the floor roadway at different positions.
h/mEffective pressure relief zoneX1/mEffective permeability enhancement zoneX0/mPermeability enhancement ratioGas permeability enhancement ratioPressure relief effect74.312.10.28–6.0611.1–239.3Obvious93.515.40.17–2.266.7–89.2121.220.50.09–0.943.6–37.1150.320.70.06–0.232.4–9.1Unobvious18020.50.03–0.141.2–5.521020.40.02–0.040.8–1.6As shown in Figures7–9, the circumferential stress of the surrounding rock in the roadway under different values of b was initially increased and then reduced, reaching the maximum value at the elastic–plastic interface. With the increase in the coefficient b, the circumferential stress reached the peak value at a closer distance from the roadway surface. Under different values of b, the radial stress presented a monotonic increasing trend and reached the stress of the primary rock at an infinite distance. At the same vertical distance in the elastic zone, the radial stress of the rock increased with coefficient b, whereas the circumferential stress showed an opposite trend. The absolute value of stain was gradually reduced with the distance; thus, the strain was obviously affected by coefficient b.As shown in Figure9 and Table 1, the pressure relief coefficient had the same change law as the vertical stress. The vertical stress of the coal seam was gradually reduced from the center line of the roadway toward the two sides, and it was also gradually reduced with the increase in the intermediate principal stress coefficient b and vertical distance h.As shown in Table2, the radius of the plastic zone in the roadway was gradually reduced with the increase in the intermediate principal stress coefficient b. b=0 was taken to ensure the safety of distance arrangement. When δ=1, the minimum reasonable distance arranged in the floor roadway could be obtained as Δh=6.21m.As shown in Table3, with the increase in the distance from the floor roadway to the coal seam, the pressure relief effect was gradually weakened. When the distance reached 12 m, the pressure relief effect was not evident. By combining Equation (19), the pressure relief and permeability enhancement effect was significant when the roadway was arranged within 10.6 m from the coal seam.


### 5.2. Engineering Practice

Similarly, an engineering practice was performed in the 213 coal roadway of Qujiang Coal Mine. This floor roadway was arranged at 9.0 m away from the coal seam. The displacement of surrounding rock was measured using a DW-6 multipoint displacement meter. The failure status of surrounding rock was detected via YTJ20 rock strata detection recorder. The gas permeability coefficient of the coal seam was measured using a test drill hole, and the test results are displayed in Figures10–12.Figure 10
Displacement of surrounding rock in 213 floor roadway.Figure 11
Failure of surrounding rock in 213 floor roadway.Figure 12
Gas permeability coefficient of overlying coal seam in 213 floor roadway.The field measurement showed that the “wave crest” and “trough” of the surrounding rock displacement in the roadway alternately appeared. An obvious pressure relief effect was achieved when the surrounding rock displacement was 1.2–2.1 cm and the expansion rate was 1.3‰–2.3‰. The zonal disintegration phenomenon occurred to the surrounding rock in the roadway. Four disintegration zones appeared inside the roadway from the wall, their maximum scope of influence was 5.7 m, and the investigation result was basically consistent with the theoretical analysis. The gas permeability coefficient in the coal seam under pressure relief was obviously enlarged in comparison to the original coal seam, being increased by 8.1–54.7 times in different zones. The permeability enhancement effect of short-distance floor roadway on the overlying coal roadway strip was significant, which highly coincided with the theoretical analysis.


## 5.1. Engineering Trial Calculation

The parameters used in the calculated example were the measured parameters of 213 floor coal rock stratum in Qujiang Coal Mine. The burial depth of 213 floor roadway was about 980 m, the roadway size was4.0m×3.0m, the wall height was 1.0 m, and the thickness of overlying B4 coal seam was 3 m. According to the stress of the primary rock and the experiment, the vertical and horizontal stress components were 24.92 MPa and 24.35 MPa, respectively, and P0=24.6 MPa; the Poisson’s ratio, initial friction angle, initial cohesion, residual internal friction angle, and residual cohesion of rock were μ=0.25, φp=35°, cp=3MPa, φc=20°, and cp=0.8MPa, respectively, σc=−1.576p+24.77 and K0=2.7191·e−0.09·σ1−σ3.The equivalent elasticity modulus of the rock and the equivalent excavation radius of the floor roadway were calculated asE=15.0 GPa and R0=2.24 m, respectively. When the intermediate principal stress coefficient b was taken as 0.75 and 1, the calculation results showed that no disintegration zone appeared in the roadway, which did not conform to the engineering practice. By combining literature [22], the stress, deformation, plastic zone, and permeability (Figures 7–9, Tables 1–3) were analyzed under b=0, 0.25, and 0.5, respectively.Figure 7
Stress distribution curve of surrounding rock in roadway.Figure 8
Strain distribution curve of surrounding rock in roadway.Figure 9
Vertical stress of coal seam during the excavation of floor roadways under different spacings.
(a)(b)(c)(d)(e)(f)Table 1
Pressure relief coefficients (%) at the center line of the roadway and coal seams at two sides.
bVertical distanceh/m7912151821052.0–4.631.4–5.017.7–4.711.3–4.97.8-2.75.8–2.30.2532.6–2.919.7–3.211.1–2.77.1–3.14.9-2.23.6–2.00.523.6–2.114.3–2.28.0–2.25.1–2.23.6-2.02.6–1.9Two sides6 m7 m8 m8 m5 m5 mTable 2
Radius of plastic zone in the roadway under different principal stress coefficients.
Roadway nameRoadway shapeEquivalent radiusR0/mRadius of plastic zoneRp/mb=0b=0.25b=0.5Floor roadwayRight-angular semicircular arch2.244.553.522.96Overlying coal roadwayRectangular2.475.013.883.26Table 3
Pressure relief effect of the overlying coal seam in the floor roadway at different positions.
h/mEffective pressure relief zoneX1/mEffective permeability enhancement zoneX0/mPermeability enhancement ratioGas permeability enhancement ratioPressure relief effect74.312.10.28–6.0611.1–239.3Obvious93.515.40.17–2.266.7–89.2121.220.50.09–0.943.6–37.1150.320.70.06–0.232.4–9.1Unobvious18020.50.03–0.141.2–5.521020.40.02–0.040.8–1.6As shown in Figures7–9, the circumferential stress of the surrounding rock in the roadway under different values of b was initially increased and then reduced, reaching the maximum value at the elastic–plastic interface. With the increase in the coefficient b, the circumferential stress reached the peak value at a closer distance from the roadway surface. Under different values of b, the radial stress presented a monotonic increasing trend and reached the stress of the primary rock at an infinite distance. At the same vertical distance in the elastic zone, the radial stress of the rock increased with coefficient b, whereas the circumferential stress showed an opposite trend. The absolute value of stain was gradually reduced with the distance; thus, the strain was obviously affected by coefficient b.As shown in Figure9 and Table 1, the pressure relief coefficient had the same change law as the vertical stress. The vertical stress of the coal seam was gradually reduced from the center line of the roadway toward the two sides, and it was also gradually reduced with the increase in the intermediate principal stress coefficient b and vertical distance h.As shown in Table2, the radius of the plastic zone in the roadway was gradually reduced with the increase in the intermediate principal stress coefficient b. b=0 was taken to ensure the safety of distance arrangement. When δ=1, the minimum reasonable distance arranged in the floor roadway could be obtained as Δh=6.21m.As shown in Table3, with the increase in the distance from the floor roadway to the coal seam, the pressure relief effect was gradually weakened. When the distance reached 12 m, the pressure relief effect was not evident. By combining Equation (19), the pressure relief and permeability enhancement effect was significant when the roadway was arranged within 10.6 m from the coal seam.


## 5.2. Engineering Practice

Similarly, an engineering practice was performed in the 213 coal roadway of Qujiang Coal Mine. This floor roadway was arranged at 9.0 m away from the coal seam. The displacement of surrounding rock was measured using a DW-6 multipoint displacement meter. The failure status of surrounding rock was detected via YTJ20 rock strata detection recorder. The gas permeability coefficient of the coal seam was measured using a test drill hole, and the test results are displayed in Figures10–12.Figure 10
Displacement of surrounding rock in 213 floor roadway.Figure 11
Failure of surrounding rock in 213 floor roadway.Figure 12
Gas permeability coefficient of overlying coal seam in 213 floor roadway.The field measurement showed that the “wave crest” and “trough” of the surrounding rock displacement in the roadway alternately appeared. An obvious pressure relief effect was achieved when the surrounding rock displacement was 1.2–2.1 cm and the expansion rate was 1.3‰–2.3‰. The zonal disintegration phenomenon occurred to the surrounding rock in the roadway. Four disintegration zones appeared inside the roadway from the wall, their maximum scope of influence was 5.7 m, and the investigation result was basically consistent with the theoretical analysis. The gas permeability coefficient in the coal seam under pressure relief was obviously enlarged in comparison to the original coal seam, being increased by 8.1–54.7 times in different zones. The permeability enhancement effect of short-distance floor roadway on the overlying coal roadway strip was significant, which highly coincided with the theoretical analysis.


## 6. Conclusion

(1) An equivalent mechanical model of the surrounding rock in deep roadway was established. The analytical solutions of deep roadway excavation to the pressure relief-induced stress and deformation at overlying short-distance coal roadway strips were obtained through the unified strength criterion and nonassociated flow rule. Next, the criterion for determining the reasonable position of floor roadway was constructed(2) A mechanical model of short-distance floor roadway for the zonal pressure relief and permeability enhancement in the overlying coal seam was established. The expressions of stress and permeability changes at the coal roadway strips in the elastic and elastic–plastic zones of the surrounding rock in the roadway were given(3) The engineering calculation example indicated that the intermediate principal stress coefficient exerted obvious effects on the stress and strain of the surrounding rock in the roadway. The vertical stress and vertical displacement of the overlying coal seam were gradually reduced with the increase in the intermediate principal stress coefficient and vertical distance of the floor roadway. The minimum reasonable distance arranged for the 213 floor roadway in Qujiang Coal Mine was 6.21 m, and the position of effective pressure relief should be located within 10.6 m from the coal seam floor(4) The field practice manifested that the deep floor roadway exerted obvious pressure relief and permeability enhance effect on the overlying short-distance coal roadway strips. The investigation results were basically identical with the theoretical analysis results. Thus, the pressure relief and permeability enhancement method of short-distance floor roadway at deep coal roadway strips was feasible



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*Source: 7430025-2022-03-24.xml*