# Comprehensive Experimental Study of Affecting Factors on Rectangular Roadway Stability

Authors: Zhongcheng Qin; Bin Cao; Tan Li; Xin Yu; Guangbo Chen
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

In this paper, two methods of orthogonal numerical simulation test and similar material simulation test are used to study the influence of five factors on the stability of rectangular roadway: roadway width, roadway height, roadway buried depth, lateral pressure coefficient of surrounding rock, and comprehensive strength of surrounding rock. The results show that five factors have influence on the stability of roadway, but the degree of influence is different. The depth of the tunnel and the coefficient of the side pressure of the surrounding rock are positively correlated with the stability of the tunnel; the comprehensive strength of the surrounding rock is negatively correlated with the stability of the tunnel, but the correlation between the width and height of the tunnel and the stability of the tunnel is not obvious. The results of orthogonal numerical simulation test and similar material simulation test verify each other. The results of the field practice of the Fucun coal mine are basically consistent with the results of the two test methods, which shows that the research results have a certain guiding effect on the field roadway support.


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## Body

## 1. Introduction

The factors influencing the roadway stability majorly arise from two aspects: (1) natural conditions which include the burial depth of roadway, the strength of surrounding rock, hydrological environments, etc.; (2) mining techniques, involving the roadway cross section shape, dimensions, roadway arrangement type, supporting method, etc. [1].This paper presents a study on the effect of the abovementioned factors on the roadway stability.The ratio of width and height of rectangular roadway can directly influence the stress state of surrounding rock; the lateral pressure coefficient has an obvious effect on the distribution of the plastic zone of surrounding rock; and the closer the width-height ratio and the lateral pressure coefficient are, the smaller the stress concentration factor of roadway is [2, 3]. From the perspective of Kang [4], the deformation and damage of the ribs of roadway are primarily subjected to the vertical stress, and the deformation and damage of roof and floor are determined by the horizontal stress which is the key factor. In the viewpoint of Li et al. [5], the range of plastic failure zone enlarges and the deformation increases with the increment of the burial depth of roadway. And the vertical stress zone of roof and floor expands, while the core of horizontal stress moves into the deeper rock mass. On the contrary, the horizontal stress zone of ribs expands and the core of vertical stress moves into the deeper rock. Jing et al. [6] hold the opinion that the strength of surrounding rock is composed of the peak strength and the residual strength of rock mass. When the residual strength is less than 5%∼10% of the peak strength, the plastic zone increases dramatically as the residual strength decreases. Through comprehensive analysis of the above literature, it can be found that, at present, the factors affecting the stability of the roadway are studied only from a single point of view, without comprehensive analysis and discussion of many factors affecting the stability of the roadway. In this paper, based on the principle of orthogonal test, a numerical simulation test and a similar material simulation test scheme are developed to comprehensively analyze the width, height, burial depth, and lateral pressure coefficient of the surrounding rock The influence of 5 factors of the comprehensive strength of the surrounding rock on the stability of the roadway and the comparison between the two test results and the field practice results put forward a new method to study the stability of the roadway for the reference of the field production of the coal mine.


## 2. Theoretical Analysis of the Roadway Stability

### 2.1. Mechanical Analysis of the Roof Stability

According to material mechanics, roof can be simplified as uniformly and axially loaded beam fixed at two ends, as shown in Figure1.Figure 1
Simplified mechanical model of roof.Under the co-action of deadweightq and axial thrust N, the roof beam will be subjected to buckling failure. The approximate differential equation of deflection curve is(1)d2ωdx2=MxEI,where ω is the beam deflection; Mx is the resultant moment of a certain section whose outward normal is the x-axis; E is the elastic modulus; I is the inertia moment of the cross section to neutral axis.In which(2)Mx=qa212+Nω−qx22+qa2x,where a is the span of beam AB.Substituting (2) into (1) and rearranging yield(3)d2ωdx2−NEIω=1EIqa212−qx22+qa2x.Puttingβ2 = N/EI into (3),(4)d2ωdx2−β2ω=qβ22Na26−x2+ax.Solving differential equation (4),(5)ω=c1eβx+c2e−βx+q2Nx2−ax+12−β2a26β2.According to the boundary conditions,(6)ωx=0=0,dωdxx=a/2=0.Substituting (6) into (7), (7)c1=qβ2a2−1212Nβ21+eβa,c2=c1eβa.Substituting (7) into (5),(8)ω=qβ2a2−1212Nβ21+eαaeβa+eβa−x+q2Nx2−ax+12−β2a26β2.According to (8), the roof stability not only relates to deadweight q and axial thrust N, but also associates with the roof span a. While the axial thrust N is generated by horizontal stress which has a relation with burial depth H and lateral pressure coefficient λ, H and λ also have an effect on the roof stability.


### 2.2. Mechanical Analysis of the Rib Stability

Coal seam is characterized by being inhomogeneous and stratified. Generally, the strength of roof and floor is harder than the strength of coal seam. For the reason of the cohesion and internal friction angle in the interface between coal seam and roof, floor (using interface for short in the following description) is smaller than that in the coal seam; the coal-body in the stress limiting equilibrium zoneABCD is going to move towards the void after excavating without providing any support. As a result, the movement will lead to the instability of rock mass (coal-body) of ribs [7]. The simplified mechanical model of coal-body in ribs is shown in Figure 2.Figure 2
Simplified mechanical model of rib coal-body.See Figure3; a coal unit is taken from stress-limiting equilibrium zone ABCD.Figure 3
Simplified mechanical model of coal unit.According to static equilibrium conditions,(9)Tx+2τ⋅dx⋅1−Tx−dTx=0,where T (x) is the axial thrust at x of x-coordinate; τ is shear stress on the interface.Puttingq = 2τ into (9) and rearranging yield(10)q=dTxdx,where q is shear stress collection degree.According to Hooke’s law,(11)Tx=b⋅1⋅λkxγH=bEdsdx,where b is the roadway width; λ is the lateral pressure coefficient; kx is the stress concentration factor at x of x-coordinate; γ is the bulk density of rock; H is the burial depth of roadway; E is the elastic modulus of coal; and s is the displacement caused by axial thrust T (x).Substituting (11) into (10),(12)q=bEd2sdx2.Assuming thatq is in linearity with s, then(13)q=As,where A is the shear stiffness coefficient, which means the shear stress caused by unit displacement in the unit coal-body, of the interface.Puttingα2 = A/bE into simultaneous equations (12) and (13),(14)d2sdx2−α2s=0.Solving (14) yields(15)s=c3eαx+c4e−αx.According to the boundary conditions,(16)dsdxx=0=0,dsdxx=x0=Tx0bE.Substituting (16) into (15) yields(17)c3=c4,c3=Tx0bEαeαx0−e−αx0,Substituting (17) into (15) yields(18)s=Tx0eαx+e−αxbEαeαx0−e−αx0.According to (18), the ribs’ displacement s is not only related to axial thrust T (x0) and elastic modulus E, but also has a relationship with roadway height b. The bigger the height b is, the smaller the ribs’ displacement s will be, with other variables being constant.


### 2.3. Comprehensive Strength of Surrounding Rock

It is postulated that the roadway has a rectangular section and locates in the flat coal seam, roof and floor are constituted of hard strata like sandstones, etc., the rib is coal seam, additionally, there are no geological structures such as fault, etc., and the rock (coal) layers are well integrated.Comprehensive strength of surrounding rock (using CSSR as abbreviation in the following text) is defined as the overall strength of roof, ribs, and floor rock mass of roadway, which reflects the general stability of surrounding rock. Specifically, CSSR is a weighted average of uniaxial compressive strength, tensile strength, and shear strength of rock, and its unit is MPa. CSSR is given by(19)σi=αTAβ,where σi is CSSR; αT = (a1, a2, a3) is the weight vector of each strength (uniaxial compressive strength, tensile strength, and shear strength) to the overall strength of a single rock layer; β = (b1, b2, b3)T is the weight vector of each rock layer (roof, rib, and floor) to CSSR; and A=σc1σc2σc3σt1σt2σt3τ1τ2τ3 is the strength matrix of surrounding rock.αT in (1) is determined by AHP [8].Uniaxial compressive strength, tensile strength, and shear strength are served as the evaluation indexes of the overall strength of a certain stratum. The hierarchy diagram is shown in Figure 4.Figure 4
Hierarchy diagram of stratum overall strength.According to a number of rock mechanical experiments, theoretical analysis, and numerical simulation [9, 10], the 3-order judgment matrix has been formulated, with the stratum overall strength evaluation indexes mentioned above with reference to the 1∼9 scaling law.(20)pA−B=163161121321.The maximum characteristic value of (20) is λmax = 3. Calculating the feature vector and normalizing, it yields(21)αT=0.661,0.111,0.222.Since (20) is a consistent matrix, it surely satisfies the consistency condition. In terms of αT, the weight of evaluation index of overall strength of stratum is illustrated in Figure 5.Figure 5
Weight value histogram of each evaluation index of the overall strength of stratum.The weight vector of each stratum to the overall strength of surrounding rock can also be calculated in the same way as the calculation ofαT.(22)β=0.500,0.278,0.222T.The weight values of roof, ribs, and floor are 50%, 27.8%, and 22.2%, respectively, as shown in Figure6.Figure 6
Weight value histogram of each stratum to CSSR.


## 2.1. Mechanical Analysis of the Roof Stability

According to material mechanics, roof can be simplified as uniformly and axially loaded beam fixed at two ends, as shown in Figure1.Figure 1
Simplified mechanical model of roof.Under the co-action of deadweightq and axial thrust N, the roof beam will be subjected to buckling failure. The approximate differential equation of deflection curve is(1)d2ωdx2=MxEI,where ω is the beam deflection; Mx is the resultant moment of a certain section whose outward normal is the x-axis; E is the elastic modulus; I is the inertia moment of the cross section to neutral axis.In which(2)Mx=qa212+Nω−qx22+qa2x,where a is the span of beam AB.Substituting (2) into (1) and rearranging yield(3)d2ωdx2−NEIω=1EIqa212−qx22+qa2x.Puttingβ2 = N/EI into (3),(4)d2ωdx2−β2ω=qβ22Na26−x2+ax.Solving differential equation (4),(5)ω=c1eβx+c2e−βx+q2Nx2−ax+12−β2a26β2.According to the boundary conditions,(6)ωx=0=0,dωdxx=a/2=0.Substituting (6) into (7), (7)c1=qβ2a2−1212Nβ21+eβa,c2=c1eβa.Substituting (7) into (5),(8)ω=qβ2a2−1212Nβ21+eαaeβa+eβa−x+q2Nx2−ax+12−β2a26β2.According to (8), the roof stability not only relates to deadweight q and axial thrust N, but also associates with the roof span a. While the axial thrust N is generated by horizontal stress which has a relation with burial depth H and lateral pressure coefficient λ, H and λ also have an effect on the roof stability.


## 2.2. Mechanical Analysis of the Rib Stability

Coal seam is characterized by being inhomogeneous and stratified. Generally, the strength of roof and floor is harder than the strength of coal seam. For the reason of the cohesion and internal friction angle in the interface between coal seam and roof, floor (using interface for short in the following description) is smaller than that in the coal seam; the coal-body in the stress limiting equilibrium zoneABCD is going to move towards the void after excavating without providing any support. As a result, the movement will lead to the instability of rock mass (coal-body) of ribs [7]. The simplified mechanical model of coal-body in ribs is shown in Figure 2.Figure 2
Simplified mechanical model of rib coal-body.See Figure3; a coal unit is taken from stress-limiting equilibrium zone ABCD.Figure 3
Simplified mechanical model of coal unit.According to static equilibrium conditions,(9)Tx+2τ⋅dx⋅1−Tx−dTx=0,where T (x) is the axial thrust at x of x-coordinate; τ is shear stress on the interface.Puttingq = 2τ into (9) and rearranging yield(10)q=dTxdx,where q is shear stress collection degree.According to Hooke’s law,(11)Tx=b⋅1⋅λkxγH=bEdsdx,where b is the roadway width; λ is the lateral pressure coefficient; kx is the stress concentration factor at x of x-coordinate; γ is the bulk density of rock; H is the burial depth of roadway; E is the elastic modulus of coal; and s is the displacement caused by axial thrust T (x).Substituting (11) into (10),(12)q=bEd2sdx2.Assuming thatq is in linearity with s, then(13)q=As,where A is the shear stiffness coefficient, which means the shear stress caused by unit displacement in the unit coal-body, of the interface.Puttingα2 = A/bE into simultaneous equations (12) and (13),(14)d2sdx2−α2s=0.Solving (14) yields(15)s=c3eαx+c4e−αx.According to the boundary conditions,(16)dsdxx=0=0,dsdxx=x0=Tx0bE.Substituting (16) into (15) yields(17)c3=c4,c3=Tx0bEαeαx0−e−αx0,Substituting (17) into (15) yields(18)s=Tx0eαx+e−αxbEαeαx0−e−αx0.According to (18), the ribs’ displacement s is not only related to axial thrust T (x0) and elastic modulus E, but also has a relationship with roadway height b. The bigger the height b is, the smaller the ribs’ displacement s will be, with other variables being constant.


## 2.3. Comprehensive Strength of Surrounding Rock

It is postulated that the roadway has a rectangular section and locates in the flat coal seam, roof and floor are constituted of hard strata like sandstones, etc., the rib is coal seam, additionally, there are no geological structures such as fault, etc., and the rock (coal) layers are well integrated.Comprehensive strength of surrounding rock (using CSSR as abbreviation in the following text) is defined as the overall strength of roof, ribs, and floor rock mass of roadway, which reflects the general stability of surrounding rock. Specifically, CSSR is a weighted average of uniaxial compressive strength, tensile strength, and shear strength of rock, and its unit is MPa. CSSR is given by(19)σi=αTAβ,where σi is CSSR; αT = (a1, a2, a3) is the weight vector of each strength (uniaxial compressive strength, tensile strength, and shear strength) to the overall strength of a single rock layer; β = (b1, b2, b3)T is the weight vector of each rock layer (roof, rib, and floor) to CSSR; and A=σc1σc2σc3σt1σt2σt3τ1τ2τ3 is the strength matrix of surrounding rock.αT in (1) is determined by AHP [8].Uniaxial compressive strength, tensile strength, and shear strength are served as the evaluation indexes of the overall strength of a certain stratum. The hierarchy diagram is shown in Figure 4.Figure 4
Hierarchy diagram of stratum overall strength.According to a number of rock mechanical experiments, theoretical analysis, and numerical simulation [9, 10], the 3-order judgment matrix has been formulated, with the stratum overall strength evaluation indexes mentioned above with reference to the 1∼9 scaling law.(20)pA−B=163161121321.The maximum characteristic value of (20) is λmax = 3. Calculating the feature vector and normalizing, it yields(21)αT=0.661,0.111,0.222.Since (20) is a consistent matrix, it surely satisfies the consistency condition. In terms of αT, the weight of evaluation index of overall strength of stratum is illustrated in Figure 5.Figure 5
Weight value histogram of each evaluation index of the overall strength of stratum.The weight vector of each stratum to the overall strength of surrounding rock can also be calculated in the same way as the calculation ofαT.(22)β=0.500,0.278,0.222T.The weight values of roof, ribs, and floor are 50%, 27.8%, and 22.2%, respectively, as shown in Figure6.Figure 6
Weight value histogram of each stratum to CSSR.


## 3. Orthogonal Numerical Simulation

### 3.1. Numerical Model

The length, width, and height of the 3D numerical model established by using FLAC3D are 35 m, 8 m, and 35 m, respectively. The rectangular roadway is situated in the middle of the model. On the upper surface of the model, the corresponding uniform vertical compressive stress is applied according to the different buried depths of the roadway (the uniform vertical compressive stress is the buried depth of the roadway multiplied by the average bulk density of the rock). Horizontal compressive stress which varies with the depth is applied to both sides of the model. The horizontal and vertical displacement of the lower surface of the model is fixed. Mohr–Coulomb yield criterion is used in the model, as shown in Figure 7. The selection of mechanical parameters of the model is shown in Table 1.Figure 7
Schematic diagram of the 3D numerical model.Table 1
The mechanical parameters of model.
LithologyBulk modulus (GPa)Shear modulus (GPa)Strength of extension (MPa)Cohesion (MPa)Internal friction angle (°)Medium sandstone10.67.272.432.0533Fine sandstone14.55.952.132.4536Mudstone4.582.590.750.8430Sandy mudstone4.172.271.151.0732Coal seam4.031.650.540.9531


### 3.2. Evaluation Index

Comprehensive deformation of roadway (CDR) is developed to evaluate the effect of roadway’s width and height, burial depth, lateral pressure coefficient, and CSSR on the stability of roadway. The smaller the value of CDR is, the less effect on the roadway stability will be. Its unit is mm.(23)Dc=Dβ,where Dc is CDR; D = (d1,d2,d3), the weight vector, is composed of displacements of roof, ribs, and floor.


### 3.3. Orthogonal Experiment

Orthogonal experiment is a mathematical statistics method developed to arrange experiment and analyze the data gained from the experiment, by using orthogonal array [11–14]. Orthogonal experiment has 2 prominent features: (1) different levels of each factor appear in the experiment with the same number of times; (2) different combinations of any levels of any two factors all appear in the experiment. It also has advantages of convenient operation, high efficiency, etc.Five factors, including roadway width and height, burial depth, lateral pressure coefficient, and CSSR, each of which is chosen at 5 different levels, are selected in the orthogonal experiment to simulate the deformation of roadway [15–30]. Orthogonal array L25 (56) is employed in the experiment. Factors and levels are shown in Table 2, and the experiment scheme is shown in Table 3.Table 2
Factors and levels of orthogonal numerical simulation experiment.
LevelsABCDEa (m)b (m)H (m)λσi (MPa)132.52000.3823.534000.628343.56000.94844.548001.268554.510001.588Table 3
The scheme for orthogonal experiment.
Experiment no.FactorsIndexa (m)b (m)H (m)λσi (MPa)Dc (mm)13 (1)2.5 (1)200 (1)0.3 (1)8 (1)14.9233 (2)400 (2)0.6 (2)28 (2)38.3333.5 (3)600 (3)0.9 (3)48 (3)55.5434 (4)800 (4)1.2 (4)68 (4)100534.5 (5)1000 (5)1.5 (5)88 (5)93.563.5 (2)2.54000.96848.173.536001.2886083.53.58001.58243.293.5410000.32894.7103.54.52000.64816.4114 (3)2.56001.52894.612438000.34879.51343.510000.66811314442000.98837.81544.54001.2876.8164.5 (4)2.58000.68895.6174.5310000.98260.5184.53.52001.22829.5194.544001.54859.5204.54.56000.36842.1215 (5)2.510001.24813222532001.56832.82253.54000.38840.524546000.6896.82554.58000.928110According to Table3, establishing 25 numerical simulation models, the 5 factors of each model are determined by the corresponding experiment no., and all other conditions are the same. CDR is served as the evaluation index, and the experiment results are shown in Table 3.


## 3.1. Numerical Model

The length, width, and height of the 3D numerical model established by using FLAC3D are 35 m, 8 m, and 35 m, respectively. The rectangular roadway is situated in the middle of the model. On the upper surface of the model, the corresponding uniform vertical compressive stress is applied according to the different buried depths of the roadway (the uniform vertical compressive stress is the buried depth of the roadway multiplied by the average bulk density of the rock). Horizontal compressive stress which varies with the depth is applied to both sides of the model. The horizontal and vertical displacement of the lower surface of the model is fixed. Mohr–Coulomb yield criterion is used in the model, as shown in Figure 7. The selection of mechanical parameters of the model is shown in Table 1.Figure 7
Schematic diagram of the 3D numerical model.Table 1
The mechanical parameters of model.
LithologyBulk modulus (GPa)Shear modulus (GPa)Strength of extension (MPa)Cohesion (MPa)Internal friction angle (°)Medium sandstone10.67.272.432.0533Fine sandstone14.55.952.132.4536Mudstone4.582.590.750.8430Sandy mudstone4.172.271.151.0732Coal seam4.031.650.540.9531


## 3.2. Evaluation Index

Comprehensive deformation of roadway (CDR) is developed to evaluate the effect of roadway’s width and height, burial depth, lateral pressure coefficient, and CSSR on the stability of roadway. The smaller the value of CDR is, the less effect on the roadway stability will be. Its unit is mm.(23)Dc=Dβ,where Dc is CDR; D = (d1,d2,d3), the weight vector, is composed of displacements of roof, ribs, and floor.


## 3.3. Orthogonal Experiment

Orthogonal experiment is a mathematical statistics method developed to arrange experiment and analyze the data gained from the experiment, by using orthogonal array [11–14]. Orthogonal experiment has 2 prominent features: (1) different levels of each factor appear in the experiment with the same number of times; (2) different combinations of any levels of any two factors all appear in the experiment. It also has advantages of convenient operation, high efficiency, etc.Five factors, including roadway width and height, burial depth, lateral pressure coefficient, and CSSR, each of which is chosen at 5 different levels, are selected in the orthogonal experiment to simulate the deformation of roadway [15–30]. Orthogonal array L25 (56) is employed in the experiment. Factors and levels are shown in Table 2, and the experiment scheme is shown in Table 3.Table 2
Factors and levels of orthogonal numerical simulation experiment.
LevelsABCDEa (m)b (m)H (m)λσi (MPa)132.52000.3823.534000.628343.56000.94844.548001.268554.510001.588Table 3
The scheme for orthogonal experiment.
Experiment no.FactorsIndexa (m)b (m)H (m)λσi (MPa)Dc (mm)13 (1)2.5 (1)200 (1)0.3 (1)8 (1)14.9233 (2)400 (2)0.6 (2)28 (2)38.3333.5 (3)600 (3)0.9 (3)48 (3)55.5434 (4)800 (4)1.2 (4)68 (4)100534.5 (5)1000 (5)1.5 (5)88 (5)93.563.5 (2)2.54000.96848.173.536001.2886083.53.58001.58243.293.5410000.32894.7103.54.52000.64816.4114 (3)2.56001.52894.612438000.34879.51343.510000.66811314442000.98837.81544.54001.2876.8164.5 (4)2.58000.68895.6174.5310000.98260.5184.53.52001.22829.5194.544001.54859.5204.54.56000.36842.1215 (5)2.510001.24813222532001.56832.82253.54000.38840.524546000.6896.82554.58000.928110According to Table3, establishing 25 numerical simulation models, the 5 factors of each model are determined by the corresponding experiment no., and all other conditions are the same. CDR is served as the evaluation index, and the experiment results are shown in Table 3.


## 4. Analysis of Orthogonal Numerical Simulation Results

Extremum difference analysis, which is also known as intuitive analysis, is used in drawing any conclusions of the experiment by analyzing the range and trend chart. Extremum difference analysis is commonly used in orthogonal experiment, since it is straightforward and intuitive. According to the results from Table3, the mean and range of different levels of each factor can be calculated. The visual analysis results of comprehensive deformation of roadway are shown in Table 4.Table 4
Extremum difference analysis of comprehensive deformation of roadway.
AverageABCDEa (m)b (m)H (m)λσi (MPa)160.4477.0426.2854.34138.44292.4894.2252.6472.0273.42380.3496.3469.80102.3868.58497.4477.76125.6679.6667.2582.4267.76138.74104.7265.48Range37.0028.58112.4650.3872.96According to the values in the last row of Table4, arranging them in descending order is H > σi > λ > a > b, which implies that burial depth is most influential, while CSSR and lateral pressure coefficient are less, and roadway width and height are the least.According to Table4, the range analysis diagram is illustrated in Figure 8, in order to analyze the trend more visually and reflect the effect more vividly.Figure 8
The effect of each factor on the roadway stability.It can be concluded from Figure8 that roadway width, height, burial depth, lateral pressure coefficient, and CSSR all have effects on the stability of roadway. However, the significance is not the same. Burial depth and lateral pressure coefficient (when it is less than 1.0) are positively correlated with the roadway stability, while CSSR is negatively correlated with the roadway stability, and there is no obvious correlation between roadway width and height and roadway stability.CDR increases sharply (from 26.28 mm to 138.74 mm) with the burial depth increase from 200 m to 1000 m. CDR decreases rapidly initially, subsequently changing moderately. CSSR adds from 8 MPa to 28 MPa, increased by 250%, and CDR decreases from 138.44 mm to 73.42 mm, decreasing by 47%. CSSR keeps increasing from 28 MPa to 88 MPa (214.3%); CDR decreases from 73.42 mm to 65.48 mm (10.8%), which implies there is an “inflection point” (about 30 MPa). When CSSR is less than 30 MPa, its influence on CDR is relatively obvious; when CSSR is more than 30 MPa, the effect is remarkably weakened.


## 5. Similar Material Simulation Experiment

### 5.1. Brief Introduction to Similar Materials Simulated Experiments

Similar material simulation is a kind of scientific experiment. It is one of the ways for people to explore and understand the law of ground pressure. Artificial materials are used to simulate the physical and mechanical properties of natural rocks, and a mine model is made according to a certain scale. Then, the tunnel is excavated in the model, and the deformation and damage of the model are recorded, so as to analyze and speculate the situation in the original mine prototype [31–33].In order to make what happens in the model truly reflects what happens in the prototype, according to the nature of the problem, prototype and model similarity must have the following conditions.(1)
Geometric similarity: the geometry of the model should be comparable to that of the prototype. Therefore, the size of the prototype, including length, width, and height, must be reduced or enlarged in a definite proportion to make the model(2)
Similar motion: in the model and prototype, the motion of all corresponding points is comparable; that is, the velocity, acceleration, and time of each corresponding point are required to be proportional(3)
Dynamic similarity: all forces acting on the model are to be similar to those of the prototype.


### 5.2. Experimental Instruments and Materials

The main instruments used in this paper are three-dimensional similar material simulation testbed of East China University of Technology, as shown in Figure9. Other instruments include displacement sensor, load sensor, balance weighing up to 1000 g, minimum 0.01 g, caliper accuracy of 0.02 mm, steel ruler, mixing pot, and measuring cylinder.Figure 9
Comprehensive simulation testbed.
(a)(b)Similar materials used throughout this paper are cement mortar mixed with quartz sand, cement, gypsum, and water, with a density of about 2.0 g/cm3, and layered with mica powder.


### 5.3. Similar Material Simulation Experiment Processes

#### 5.3.1. Model Parameters

The model parameter test is carried out on a three-dimensional parallel material simulation test bench. The size of the test bench is 1500 mm∗1500 mm m∗ m1500 mm (length m∗ mwidth m∗height). The cramped space is composed of six pressure plates, i.e., upper, lower, front and rear, and left and right. The excavation openings are restricted to the front and rear pressure plates, and the openings are sealed by bolts and iron plates when loading.


#### 5.3.2. Model Materials and Production

According to the actual stratigraphic conditions, 25 models of similar materials were established through different material ratios, forming the surrounding rock of the rectangular roadway. The geometric similarity ratio of the model is 1 : 100. The bulk density similarity ratio is 1 : 1.25, and the stress similarity ratio is 1 : 125. According to the test requirements, there are five monitoring points on the roof of roadway, four on each side and three on the floor. The layout of monitoring points is shown in Figure10. The physical model is fabricated by layered pouring. The fabrication process mainly includes weighing raw materials, full mixing, boundary treatment, spreading and compacting, and setting bedding surface according to the ratio of simulated rock layers. Due to the influence of temperature on moisture volatilization, this experiment was carried out in the summer. After production, the model should be placed for 10 days (about 30 days in the winter under constant temperature) to completely volatilize the moisture, so that the model can be fully consolidated, and then the subsequent loading and excavation work can be carried out [34–41].Figure 10
The schematic diagram of roadway monitoring spots’ layout.


#### 5.3.3. Model Excavation and Pressurization

Unloading the bolt and the iron plate, the hollow drill bit and twist drill pipe are used along the centreline at the distance of 100 mm from the bottom plate to simulate the excavation of the model, and the excavation is completed at one time. The experimental triaxial compression load is controlled by the oil circuit. Considering that the compaction process takes a certain time, in order to avoid the damage of the specimen and steel wire, the load is gradually exerted on the model. The loading values of the left and right slabs are 0.3, 0.6, 0.9, 1.2, and 1.5 times of the loading values of the upper and lower slabs, and the loading values of the upper and lower slabs are equivalent to the in situ stresses of 200–1000 m.A curve diagram, which is shown in Figure11, of the effect of roadway width, height, vertical pressure (burial depth), lateral pressure coefficient, and CSSR on the roadway stability was derived from the computer analysis and processing of the data collected by DataTaker515, and the data collecting and processing system is shown in Figure 12.Figure 11
The effect of each factor on the roadway stability in the similar material simulation experiment.
(a)(b)Figure 12
Data collecting and processing system.Through the analysis of the data in Figure11, it can be found that the vertical stress is the key factor affecting the comprehensive deformation of the tunnel. In the similar material simulation test, with the increase of the vertical stress imposed by the three-dimensional similar material simulation test bench, the comprehensive deformation of the tunnel also shows a “steep rise.” When the vertical stress increases from 0.05 MPa to 0.25 MPa, the comprehensive deformation of the tunnel increases from 2.7 mm to 17.3 mm; it increases by 540.74%. With the increase of the comprehensive strength of the surrounding rock, the change trend of the comprehensive deformation of the roadway is “sudden decrease” first, and then the change tends to be gentle. The comprehensive strength of surrounding rock increased from 0.1 MPa to 0.9 MPa, and the comprehensive deformation of surrounding rock decreased from 15 mm to 5.9 mm, 154.23%. Through the comparative analysis of Figures 8 and 11, the influence trend of the five factors of similar material simulation test and numerical simulation test on the stability of the roadway is basically the same, and the results of the two simulation tests are basically the same.


## 5.1. Brief Introduction to Similar Materials Simulated Experiments

Similar material simulation is a kind of scientific experiment. It is one of the ways for people to explore and understand the law of ground pressure. Artificial materials are used to simulate the physical and mechanical properties of natural rocks, and a mine model is made according to a certain scale. Then, the tunnel is excavated in the model, and the deformation and damage of the model are recorded, so as to analyze and speculate the situation in the original mine prototype [31–33].In order to make what happens in the model truly reflects what happens in the prototype, according to the nature of the problem, prototype and model similarity must have the following conditions.(1)
Geometric similarity: the geometry of the model should be comparable to that of the prototype. Therefore, the size of the prototype, including length, width, and height, must be reduced or enlarged in a definite proportion to make the model(2)
Similar motion: in the model and prototype, the motion of all corresponding points is comparable; that is, the velocity, acceleration, and time of each corresponding point are required to be proportional(3)
Dynamic similarity: all forces acting on the model are to be similar to those of the prototype.


## 5.2. Experimental Instruments and Materials

The main instruments used in this paper are three-dimensional similar material simulation testbed of East China University of Technology, as shown in Figure9. Other instruments include displacement sensor, load sensor, balance weighing up to 1000 g, minimum 0.01 g, caliper accuracy of 0.02 mm, steel ruler, mixing pot, and measuring cylinder.Figure 9
Comprehensive simulation testbed.
(a)(b)Similar materials used throughout this paper are cement mortar mixed with quartz sand, cement, gypsum, and water, with a density of about 2.0 g/cm3, and layered with mica powder.


## 5.3. Similar Material Simulation Experiment Processes

### 5.3.1. Model Parameters

The model parameter test is carried out on a three-dimensional parallel material simulation test bench. The size of the test bench is 1500 mm∗1500 mm m∗ m1500 mm (length m∗ mwidth m∗height). The cramped space is composed of six pressure plates, i.e., upper, lower, front and rear, and left and right. The excavation openings are restricted to the front and rear pressure plates, and the openings are sealed by bolts and iron plates when loading.


### 5.3.2. Model Materials and Production

According to the actual stratigraphic conditions, 25 models of similar materials were established through different material ratios, forming the surrounding rock of the rectangular roadway. The geometric similarity ratio of the model is 1 : 100. The bulk density similarity ratio is 1 : 1.25, and the stress similarity ratio is 1 : 125. According to the test requirements, there are five monitoring points on the roof of roadway, four on each side and three on the floor. The layout of monitoring points is shown in Figure10. The physical model is fabricated by layered pouring. The fabrication process mainly includes weighing raw materials, full mixing, boundary treatment, spreading and compacting, and setting bedding surface according to the ratio of simulated rock layers. Due to the influence of temperature on moisture volatilization, this experiment was carried out in the summer. After production, the model should be placed for 10 days (about 30 days in the winter under constant temperature) to completely volatilize the moisture, so that the model can be fully consolidated, and then the subsequent loading and excavation work can be carried out [34–41].Figure 10
The schematic diagram of roadway monitoring spots’ layout.


### 5.3.3. Model Excavation and Pressurization

Unloading the bolt and the iron plate, the hollow drill bit and twist drill pipe are used along the centreline at the distance of 100 mm from the bottom plate to simulate the excavation of the model, and the excavation is completed at one time. The experimental triaxial compression load is controlled by the oil circuit. Considering that the compaction process takes a certain time, in order to avoid the damage of the specimen and steel wire, the load is gradually exerted on the model. The loading values of the left and right slabs are 0.3, 0.6, 0.9, 1.2, and 1.5 times of the loading values of the upper and lower slabs, and the loading values of the upper and lower slabs are equivalent to the in situ stresses of 200–1000 m.A curve diagram, which is shown in Figure11, of the effect of roadway width, height, vertical pressure (burial depth), lateral pressure coefficient, and CSSR on the roadway stability was derived from the computer analysis and processing of the data collected by DataTaker515, and the data collecting and processing system is shown in Figure 12.Figure 11
The effect of each factor on the roadway stability in the similar material simulation experiment.
(a)(b)Figure 12
Data collecting and processing system.Through the analysis of the data in Figure11, it can be found that the vertical stress is the key factor affecting the comprehensive deformation of the tunnel. In the similar material simulation test, with the increase of the vertical stress imposed by the three-dimensional similar material simulation test bench, the comprehensive deformation of the tunnel also shows a “steep rise.” When the vertical stress increases from 0.05 MPa to 0.25 MPa, the comprehensive deformation of the tunnel increases from 2.7 mm to 17.3 mm; it increases by 540.74%. With the increase of the comprehensive strength of the surrounding rock, the change trend of the comprehensive deformation of the roadway is “sudden decrease” first, and then the change tends to be gentle. The comprehensive strength of surrounding rock increased from 0.1 MPa to 0.9 MPa, and the comprehensive deformation of surrounding rock decreased from 15 mm to 5.9 mm, 154.23%. Through the comparative analysis of Figures 8 and 11, the influence trend of the five factors of similar material simulation test and numerical simulation test on the stability of the roadway is basically the same, and the results of the two simulation tests are basically the same.


## 5.3.1. Model Parameters

The model parameter test is carried out on a three-dimensional parallel material simulation test bench. The size of the test bench is 1500 mm∗1500 mm m∗ m1500 mm (length m∗ mwidth m∗height). The cramped space is composed of six pressure plates, i.e., upper, lower, front and rear, and left and right. The excavation openings are restricted to the front and rear pressure plates, and the openings are sealed by bolts and iron plates when loading.


## 5.3.2. Model Materials and Production

According to the actual stratigraphic conditions, 25 models of similar materials were established through different material ratios, forming the surrounding rock of the rectangular roadway. The geometric similarity ratio of the model is 1 : 100. The bulk density similarity ratio is 1 : 1.25, and the stress similarity ratio is 1 : 125. According to the test requirements, there are five monitoring points on the roof of roadway, four on each side and three on the floor. The layout of monitoring points is shown in Figure10. The physical model is fabricated by layered pouring. The fabrication process mainly includes weighing raw materials, full mixing, boundary treatment, spreading and compacting, and setting bedding surface according to the ratio of simulated rock layers. Due to the influence of temperature on moisture volatilization, this experiment was carried out in the summer. After production, the model should be placed for 10 days (about 30 days in the winter under constant temperature) to completely volatilize the moisture, so that the model can be fully consolidated, and then the subsequent loading and excavation work can be carried out [34–41].Figure 10
The schematic diagram of roadway monitoring spots’ layout.


## 5.3.3. Model Excavation and Pressurization

Unloading the bolt and the iron plate, the hollow drill bit and twist drill pipe are used along the centreline at the distance of 100 mm from the bottom plate to simulate the excavation of the model, and the excavation is completed at one time. The experimental triaxial compression load is controlled by the oil circuit. Considering that the compaction process takes a certain time, in order to avoid the damage of the specimen and steel wire, the load is gradually exerted on the model. The loading values of the left and right slabs are 0.3, 0.6, 0.9, 1.2, and 1.5 times of the loading values of the upper and lower slabs, and the loading values of the upper and lower slabs are equivalent to the in situ stresses of 200–1000 m.A curve diagram, which is shown in Figure11, of the effect of roadway width, height, vertical pressure (burial depth), lateral pressure coefficient, and CSSR on the roadway stability was derived from the computer analysis and processing of the data collected by DataTaker515, and the data collecting and processing system is shown in Figure 12.Figure 11
The effect of each factor on the roadway stability in the similar material simulation experiment.
(a)(b)Figure 12
Data collecting and processing system.Through the analysis of the data in Figure11, it can be found that the vertical stress is the key factor affecting the comprehensive deformation of the tunnel. In the similar material simulation test, with the increase of the vertical stress imposed by the three-dimensional similar material simulation test bench, the comprehensive deformation of the tunnel also shows a “steep rise.” When the vertical stress increases from 0.05 MPa to 0.25 MPa, the comprehensive deformation of the tunnel increases from 2.7 mm to 17.3 mm; it increases by 540.74%. With the increase of the comprehensive strength of the surrounding rock, the change trend of the comprehensive deformation of the roadway is “sudden decrease” first, and then the change tends to be gentle. The comprehensive strength of surrounding rock increased from 0.1 MPa to 0.9 MPa, and the comprehensive deformation of surrounding rock decreased from 15 mm to 5.9 mm, 154.23%. Through the comparative analysis of Figures 8 and 11, the influence trend of the five factors of similar material simulation test and numerical simulation test on the stability of the roadway is basically the same, and the results of the two simulation tests are basically the same.


## 6. Field Practice

The Fucun coal mine of Zaozhuang mining group has a simple geological structure and a small dip angle of coal seam. The Pugh coefficient of coal seam is 0.6∼1.9, with an average of 1.2, and its strength is relatively low. The coal seam roof and floor are mainly composed of middle sandstone and siltstone with high strength. Due to the limitation of mining conditions, the roadway test mainly explores the influence of the buried depth and the comprehensive strength of surrounding rocks on the comprehensive deformation of roadway. In this experiment, 9 representative test sites at 3 levels were selected. The burial depth and comprehensive strength of surrounding rocks of each test site are shown in Table5, and the test results are shown in Figure 13.Table 5
Depth and comprehensive stress of surrounding rock of each site.
Depth (m)Test locationComprehensive strength of surrounding rock (MPa)40011222536860047523653800715825948Figure 13
Deformation of each monitoring site.It can be seen from Figure13 that under the same comprehensive strength of surrounding rock, the comprehensive deformation of roadway increases with the increase of buried depth. Under the same buried depth, the comprehensive deformation of the roadway decreases with the increase of the comprehensive strength of the surrounding rock, and when the comprehensive strength of the surrounding rock is less than 40 MPa, its impact on the comprehensive deformation of the roadway is relatively large; when the comprehensive strength of the surrounding rock is greater than 40 MPa, its impact on the comprehensive deformation of the roadway is relatively weak. The field test results are basically consistent with the two simulation results, but the comprehensive deformation of the roadway is larger than that of the numerical simulation results, which is mainly due to the lack of consideration of the influence of fracture and geological structure in the rock (coal) layer during the numerical simulation process.


## 7. Conclusions

(1)
The comprehensive strength of surrounding rock refers to the overall strength of the roof, two sides, and floor rock mass of the roadway, reflecting the overall stability of the surrounding rock of the roadway. Through the mechanical analysis, it can be seen that the span, depth, and lateral pressure coefficient of the roadway will affect the stability of the roof, and the height of the roadway will affect the stability of the two sides. Therefore, there is a certain connection among the five factors of the roadway depth, roadway width, roadway height, lateral pressure coefficient, and comprehensive strength of the surrounding rock, which can be used as the factors to measure the stability of the roadway.(2)
The results show that the width, height, buried depth, lateral pressure coefficient, and comprehensive strength of surrounding rock all have influence on the stability of roadway, but the influence size is not the same. The sequence of the effect in descending order is burial depth > CSSR > lateral pressure coefficient > roadway width > roadway height. The buried depth and lateral pressure coefficient of roadway are positively correlated with the comprehensive deformation of roadway, while the comprehensive strength of surrounding rock is negatively correlated with the comprehensive deformation of roadway, while the correlation between the width and height of roadway and the comprehensive deformation of roadway is not obvious. The research results can provide theoretical basis for roadway support, grouting reinforcement of surrounding rock, and roadway section design in deep mines.(3)
Based on the principle of orthogonal test, the numerical simulation test and similar material simulation test schemes are developed, and the results of the two test methods are the same, and the field practice results are basically consistent with the test results. The study method is relatively mature, and the study results are more applicable to the study and practice of roadway stability in the coal mine site.



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*Source: 1934068-2020-06-28.xml*