# Mechanism of Roadway Floor Heave Controlled by Floor Corner Pile in Deep Roadway under High Horizontal Stress

Authors: Xinchao Kang; Dongming Guo; Zhiying Lu
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

In order to overcome the support difficulty of serious floor heave caused by rock burst, with the floor heave of ventilation roadway in Hegang Xing An Coal Mine as the engineering background, the treatment scheme of the concrete-filled steel tube corner pile and floor grouting is put forward. Based on the solution of the slip line field under plane strain condition, the mechanical model of the slip-type floor heave is established, and the formula for calculating the critical failure depth of the roadway floor and the minimum support depth of the corner pile is derived. Through numerical analysis and similar model tests, the deformation and stress distribution of surrounding rock under the support of the corner piles are studied, and the force law of the pile under high horizontal stress is analyzed. The results show that, compared with the floor corner anchor, the floor corner pile + floor grouting support scheme can significantly improve the mechanical properties of the floor rock mass, and the plastic slip line of the floor plate part can be cut by corner piles, which effectively controls the deformation of the floor plate under high horizontal stress; the length and inclination angle of the corner pile have a great influence on the support effect. In the on-site treatment scheme, 1.1 times the calculated length of pile should be selected. The results of a similar model and field test show that the corner pile is effective in controlling the deformation of roadway floor and two sides.


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## Body

## 1. Introduction

Among the problems in deep mining, the nonlinear mechanical phenomena caused by high ground stress have attracted the attention of many scholars at home and abroad [1]. Under the action of high horizontal stress, various obvious large deformation phenomena appear in surrounding rock of roadway. In the traditional support design, due to the consideration of economic factors, there is often little or no support stiffness distribution in the roadway floor. This causes serious floor heave in the roadway under the action of high horizontal stress, which affects the normal use of the roadway. When affected by other disturbance stresses, these phenomena can easily induce secondary engineering disasters such as roadway instability and floor water inrush, which seriously threaten the safe mining of coal resources.At present, the existing research literature considers that the floor heave caused by high horizontal stress is mainly slippage type. According to the model test conducted by Yaodong et al. [2], the slippage type floor heave is caused by the flow deformation of fractured rock mass under high horizontal stress and the slip of surrounding rock under high stress parallel to bedding. At the same time, it is pointed out that the lithology of the floor, surrounding rock stress, support strength, and water conditioning are also the main factors causing floor heave. Through theoretical analysis, foreign scholars [3] believe that the essence of slippage type floor heave is the embodiment of unloading of deep rock mass and elastic energy release of rock mass during roadway excavation and put forward the failure criteria of floor rock mass through a large number of data statistics. In terms of calculation of slip dropsy, Kang [4] put forward the calculation formula of floor dropsy based on the flexion theory of plate, and He [5] introduced the calculation theory of large deformation into the calculation of floor heave.On the basis of the research of sliding type dropsy mechanism, many scholars have put forward different control methods of dropsy in long-term practice. Gao et al. [6] proposed the concrete-filled steel tube (CFST) as the reverse arch support method, which achieved a good support effect on soft rock roadway. Kang et al. [7] proposed the combined support method of grouting at floor plate and placing anchor bolts at floor corner and solved relevant construction problems. Yang et al. [8] systematically studied the mechanical properties of different types of floor corner bolts under different stress states through laboratory tests. These techniques have achieved good support results under specific surrounding rock conditions. However, in certain high-level stress conditions, under the action of shear force, the anchor bolt is easy to bend and yield, which makes the supporting effect weaken obviously. Therefore, it is an urgent problem to find an economical and effective way of floor support.This study is based on previous studies of sliding type floor heave under high stress, combined with the mechanical properties of CFST and the supporting method of CFST pile with floor corner plus grouting for floor plate is proposed. Based on the theory of slip field, the supporting mechanism of floor corner pile under typical stress field is analyzed, and its supporting effect is verified by the field test and a similar model test.


## 2. Analysis of Mechanical Mechanism of Floor Corner Pile

### 2.1. Establishment of Slip-Type Floor Heave Mechanical Model

In the process of roadway excavation, the unloading of roadway causes the stress state of surrounding rock to change from three to two directions. As the free face of roadway, the floor can only rely on its own strength to resist the horizontal stress under the condition of no support. In deep mining, because the higher horizontal stress exceeds the yield strength of the floor rock, the plastic zone of surrounding rock under the floor rock mass expands and connects to the floor, resulting in an overall plastic flow and symmetrical slip zone. As shown in Figure1, when the base of roadway starts to enter the plastic zone state, the ABC region is in the state of uniform stress. When the stress on plane AC exceeds the yield strength of the ABC region, the rock mass in this region moves to the top of the floor together with the lower rock mass under the action of the lower rock mass, which causes floor heave in the roadway.Figure 1
The mechanical model of roadway floor corner floor.Different from shallow mining, pressure arch of a certain thickness is often formed in the position of roof surrounding rock after roadway excavation, and the stress of overlying surrounding rock is transferred to the floor through the arch foot. According to Platts’ ground pressure theory [9, 10], when roof support resistance is not considered, the pressure arch thickness is H, as shown in the following equation:(1)H=aξf+llnγh+ccotφ/ξccotφ2ξff′,where a is the width of roadway, ξ is the triaxial stress coefficient in the laboratory, f is the friction coefficient of the contact part between coal seam and roof, l is the thickness of floor coal, and C is the cohesion of the roof rock mass.When the roadway floor is in the limit equilibrium state, the gravity of rock mass is ignored, and there is a uniform stress state in the triangle region ABC. According to the More-Coulomb strength theory, the stress here isσABC, as shown in the following equation:(2)σABC=ccotφ1−sinφ,where c and φ are the cohesion and internal friction angle of the soleplate region, respectively.In the slip zone, the stress distribution is a degenerate Riemann problem, so it exists on the slip line, as shown in the following equation:(3)lnσV+2θtanφ=lnσABC,where θ is the angle between the glide line and the horizontal line. According to the hypothesis above, when the roadway floor is in the limit state, the rock mass in the slip zone is in the Rankine limit equilibrium state. Therefore, the value of θ is π/4 − φ/2, which can be obtained by solving the differential equation:(4)σV=ccotφ1+sinφ1−sinφπtanφ−1,where σV is the ultimate strength of the ABC region. When the plastic zone of roadway floor is connected, the stress acting on the region is σC, as shown in the following equation:(5)σC=γZ0+H+H0Ka−2cKa.LetσV be equal to σC, which can derive the following equation:(6)Z0=1γKaccotφ1+sinφ1−sinφπtanφ−1+2cKa−H−H0,where Ka=tan2π/4−ϕ/2 and H0 is the height of the roadway.According to equation (6), the critical depth of roadway floor is closely related to the strength parameters of roadway floor and the self-weight stress of overburden rock mass. When the mass of floor rock mass is better, the critical depth is larger, and the rock mass in the floor area above Z0 is in the state of elastic deformation, and there will be no slip-type floor heave. Pressure arch height and roadway height had the most obvious influence on critical depth, which also explained the cause of sliding floor heave in deep mining with high in situ stress.


### 2.2. Determination of the Slip Direction in the Slip Zone

As the assumption of continuous uniformity and isotropy is satisfied, the floor surrounding rocks naturally obey the associated flow rules [11]. According to the slip line velocity field theory, the velocity on the slip line V and W satisfies the following formulas:(7)dVv+Vvtanφ+Vwsecφdω=0,(8)dVw+Vvsecφ−Vwsecφdω=0,where Vv is the velocity of rock flow on slip line V, Vw is the velocity of rock flow on slip line W, and omega is the angle of horizontal plane of slip line. Because the slip velocity of rock soil is small, only the slip angle of rock mass is considered in the design of floor corner pile. Therefore, the specific expressions of Vv and Vw are not considered in equations (7) and (8), but only the direction of velocity when stable slip is considered. So dVv/dω=0, the slip zone enters into a stable slip state, and the solution is obtained:(9)ω=π4−φ2.


### 2.3. Supporting Mechanism of Roadway Floor Pile and Construction Plan

As can be seen above, after mining depth and roadway shape are determined, the strength parameters of roadway floor determine the critical failure depth and ultimate strength of roadway floor. Floor heave occurs when the stress exerted on floor rock mass by sliding area of roadway is greater than the ultimate strength of floor. The action mechanism of the traditional floor corner bolt is usually to cut off the slip line, but the stress barrier effect is always weak because of the material strength. As shown in Figure2, pile at the floor corner of the roadway is driven at certain angles. The piles themselves are reserved with holes and the surrounding rocks are simultaneously grouting in the process of pile formation. In this way, on the one hand, the existence of piles cuts off the whole plastic flow of surrounding rocks and weakens the extrusion pressure acting on the floor; on the other hand, the ultimate strength of rock mass and floor compression area at the slip line is enhanced by grouting.Figure 2
The support mechanism of floor corner pile.


## 2.1. Establishment of Slip-Type Floor Heave Mechanical Model

In the process of roadway excavation, the unloading of roadway causes the stress state of surrounding rock to change from three to two directions. As the free face of roadway, the floor can only rely on its own strength to resist the horizontal stress under the condition of no support. In deep mining, because the higher horizontal stress exceeds the yield strength of the floor rock, the plastic zone of surrounding rock under the floor rock mass expands and connects to the floor, resulting in an overall plastic flow and symmetrical slip zone. As shown in Figure1, when the base of roadway starts to enter the plastic zone state, the ABC region is in the state of uniform stress. When the stress on plane AC exceeds the yield strength of the ABC region, the rock mass in this region moves to the top of the floor together with the lower rock mass under the action of the lower rock mass, which causes floor heave in the roadway.Figure 1
The mechanical model of roadway floor corner floor.Different from shallow mining, pressure arch of a certain thickness is often formed in the position of roof surrounding rock after roadway excavation, and the stress of overlying surrounding rock is transferred to the floor through the arch foot. According to Platts’ ground pressure theory [9, 10], when roof support resistance is not considered, the pressure arch thickness is H, as shown in the following equation:(1)H=aξf+llnγh+ccotφ/ξccotφ2ξff′,where a is the width of roadway, ξ is the triaxial stress coefficient in the laboratory, f is the friction coefficient of the contact part between coal seam and roof, l is the thickness of floor coal, and C is the cohesion of the roof rock mass.When the roadway floor is in the limit equilibrium state, the gravity of rock mass is ignored, and there is a uniform stress state in the triangle region ABC. According to the More-Coulomb strength theory, the stress here isσABC, as shown in the following equation:(2)σABC=ccotφ1−sinφ,where c and φ are the cohesion and internal friction angle of the soleplate region, respectively.In the slip zone, the stress distribution is a degenerate Riemann problem, so it exists on the slip line, as shown in the following equation:(3)lnσV+2θtanφ=lnσABC,where θ is the angle between the glide line and the horizontal line. According to the hypothesis above, when the roadway floor is in the limit state, the rock mass in the slip zone is in the Rankine limit equilibrium state. Therefore, the value of θ is π/4 − φ/2, which can be obtained by solving the differential equation:(4)σV=ccotφ1+sinφ1−sinφπtanφ−1,where σV is the ultimate strength of the ABC region. When the plastic zone of roadway floor is connected, the stress acting on the region is σC, as shown in the following equation:(5)σC=γZ0+H+H0Ka−2cKa.LetσV be equal to σC, which can derive the following equation:(6)Z0=1γKaccotφ1+sinφ1−sinφπtanφ−1+2cKa−H−H0,where Ka=tan2π/4−ϕ/2 and H0 is the height of the roadway.According to equation (6), the critical depth of roadway floor is closely related to the strength parameters of roadway floor and the self-weight stress of overburden rock mass. When the mass of floor rock mass is better, the critical depth is larger, and the rock mass in the floor area above Z0 is in the state of elastic deformation, and there will be no slip-type floor heave. Pressure arch height and roadway height had the most obvious influence on critical depth, which also explained the cause of sliding floor heave in deep mining with high in situ stress.


## 2.2. Determination of the Slip Direction in the Slip Zone

As the assumption of continuous uniformity and isotropy is satisfied, the floor surrounding rocks naturally obey the associated flow rules [11]. According to the slip line velocity field theory, the velocity on the slip line V and W satisfies the following formulas:(7)dVv+Vvtanφ+Vwsecφdω=0,(8)dVw+Vvsecφ−Vwsecφdω=0,where Vv is the velocity of rock flow on slip line V, Vw is the velocity of rock flow on slip line W, and omega is the angle of horizontal plane of slip line. Because the slip velocity of rock soil is small, only the slip angle of rock mass is considered in the design of floor corner pile. Therefore, the specific expressions of Vv and Vw are not considered in equations (7) and (8), but only the direction of velocity when stable slip is considered. So dVv/dω=0, the slip zone enters into a stable slip state, and the solution is obtained:(9)ω=π4−φ2.


## 2.3. Supporting Mechanism of Roadway Floor Pile and Construction Plan

As can be seen above, after mining depth and roadway shape are determined, the strength parameters of roadway floor determine the critical failure depth and ultimate strength of roadway floor. Floor heave occurs when the stress exerted on floor rock mass by sliding area of roadway is greater than the ultimate strength of floor. The action mechanism of the traditional floor corner bolt is usually to cut off the slip line, but the stress barrier effect is always weak because of the material strength. As shown in Figure2, pile at the floor corner of the roadway is driven at certain angles. The piles themselves are reserved with holes and the surrounding rocks are simultaneously grouting in the process of pile formation. In this way, on the one hand, the existence of piles cuts off the whole plastic flow of surrounding rocks and weakens the extrusion pressure acting on the floor; on the other hand, the ultimate strength of rock mass and floor compression area at the slip line is enhanced by grouting.Figure 2
The support mechanism of floor corner pile.


## 3. Analysis of Mechanical Mechanism of Floor Corner Pile

In order to verify the rationality of the theoretical analysis and analyze the influence of different design parameters on the support effect of floor corner pile, this study takes the geological conditions of the return air roadway of Hegang Xing An Coal Mine as an example and uses the finite-difference software FLAC3D to simulate the support effect of floor corner pile after roadway excavation.


### 3.1. Establishment of Numerical Model

The depth of transportation roadway in Hegang Coal Mine is about 450 m, and the surrounding rock of the roadway floor is mainly mudstone. According to the theory of in situ stress in rock mechanics, the stress exerted on the model by overburden rock can be regarded as the self-weight stress of all overburden rock, so overburden stressσc = γZ = 25 × 0.45 = 11.25 MPa and the lateral pressure coefficient is about 1.1. The section of the roadway is in the form of straight wall semicircle arch. Under the influence of high ground stress and rock mass properties, the floor heave is great. According to relevant examples, the influence range of roadway tunneling is 3∼5 times of roadway size [12, 13]. As shown in Figure 3, the size of the model is determined as 60 m × 120 m × 20 m. The displacement in the direction of XYZ is fixed at the floor of the model. Since the floor rock mass is assumed to be isotropic in theoretical analysis and the slip zone is considered to be in the Rankine state, the surrounding rock mass is taken from the Mohr-Coulomb model and simplified to three layers of rock mass. The rock mass of the roadway is sandy mudstone, the overlying strata of the roadway are sandstone, and the floor rock is sandy mudstone. The calculated parameters are shown in Table 1.Figure 3
Numerical model.Table 1
Mechanical parameters of the model.
RockDensityρ (kg/m3)Bulk modulusK (GPa)Shear modulusG (GPa)Cohesionc (MPa)Internal friction angleφ (°)Mudstone25002.81.751.418Sandstone24803.62.252.5834Sandy mudstone25104.22.71.831The floor corner pile is simulated by pile structure unit with the characteristics of open bolt due to its larger support stiffness and better flexural and shear performance. In this way, the support characteristics can be well realized in the calculation. The spatial arrangement of floor corner pile is shown in Figure4. The constitutive model of pile element is the ideal linear elastic model, its elastic modulus is 108 GPa, and Poisson’s ratio is zero 0.28.Figure 4
Space layout of the pile in the corner of roadway.


### 3.2. Setting of Simulated Working Conditions

TheY direction of roadway is 20 m. In the process of model tunneling, the length of each tunneling is 5 m. In the process of excavation and support, a certain time step is set to simulate a certain time interval. In order to compare the supporting effects of floor corner anchor and floor corner pile, three working conditions are simulated, respectively, in the model: floor without support, floor corner anchor support, and floor corner pile support.


### 3.3. Analysis of Calculation Results

#### 3.3.1. Plastic Zone Distribution of Floor under Different Support Conditions

The distribution of plastic zone of roadway can investigate the supporting effect of roadway surrounding rock under different supporting conditions. Figure5 shows the plastic zone distribution of roadway under different support conditions. It can be seen from Figure 5(a) that, after roadway tunneling is completed, in the absence of floor support, except for a small part of the roof, the surrounding rocks all have a certain range of plastic areas, and the plastic area of the floor area is relatively significant. When the floor of the roadway is supported by the floor corner bolt, the plastic zone in the two sides and roof of the roadway mostly disappears. The shallow rock mass of the floor also presents elastic state, but the deep rock mass still yields a large area. This indicates that the floor corner pile can inhibit the expansion of plastic zone to a certain extent and strengthen the rock mass of both sides and roof while restraining the yield of floor rock mass. However, due to its weak resistance to bending shear, the resistance to flow in the plastic zone of floor is still relatively weak under high in stress. When the floor corner pile is driven into the floor corner, the bending shear yield strength of concrete filled in steel tubes is large, which can increase the support resistance. As can be seen from Figure 5(c), compared with the support effect of the floor corner bolt, the plastic zone of rock mass in the floor of the roadway moves downward significantly, and the elastic zone around the surrounding rock mass increases significantly.Figure 5
Plastic zone of roadway floor under different supporting conditions. (a) Plastic zone of roadway without support. (b) Plastic zone under floor corner pile. (c) Plastic zone under floor corner bolt.
(a)(b)(c)


#### 3.3.2. Support Effects under Different Design Parameters

In order to analyze the influence of different pile lengths on the supporting effect of roadway floor, this study simulates the working conditions with floor corner pile lengths of 2.5 m, 3.0 m, 3.5 m, and 4.0 m, respectively. As shown in Figure6, under different support conditions, the floor heave shape of the roadway was manifested as a small amount of floor heave at both floor corners and a large amount of floor heave at the middle, presenting a parabolic shape. When the length of the floor corner pile was 3.5 m, which was close to the theoretical calculation value of 3.67 m, compared with the unsupported state, the maximum floor heave in the roadway decreased by 800 mm. With the increase of the pile length, the floor heave in the roadway decreased slightly, but the degree of decrease was not obvious. When the pile length was less than the theoretical calculation value, the roadway floor heave deformation was very sensitive to the change of pile length. When the pile length was 2.5 m, the maximum floor heave of the roadway was 787 mm, and when the pile length was 3.0 m, the maximum floor heave of the roadway was 430 mm, showing a great change. This is because when the pile length is small, the floor corner pile cannot completely cut off the floor corner slip line and can only block part of the slip body in the slip area, failing to achieve a good support effect.Figure 6
The magnitude of floor heave under different pile length.The roadway floor heave at different support angles is shown in Figure7. When the supporting angle of pile is 35° with the vertical direction, the floor heave of roadway is the minimum, which is close to the theoretical value of 34°. When the angle between the pile support and the vertical direction is larger than the theoretical calculation value and is inclined to the horizontal direction, the floor heave of the roadway increases significantly. This is because when the pile at the floor corner is inclined to the horizontal direction, the slip line direction of the pile at the floor corner cannot provide enough support reaction force and thus cannot resist the plastic zone expansion better. When the supporting angle of floor corner pile is vertical compared with the theoretical value, the supporting resistance of pile is less weakened and the floor heave of roadway is not increased much. Therefore, when the site conditions cannot meet the design placement angle of the floor corner pile, it is advisable to drill the pile at the floor corner perpendicular to the floor plate.Figure 7
The magnitude of floor heave under different pile angle.


#### 3.3.3. Shear Stress on Floor Corner Pile

The internal force analysis of the floor corner can effectively optimize the design of the wall thickness of CFST pile and the ratio of core concrete. After the tunnel tunneling is completed, the shear condition of the pile body is shown in Figure8, where the coordinate of the floor corner position is shown in the figure. When the length of pile is within 3 m, the shear force of pile body increases gradually with the increase of depth and decreases slightly when the length of pile exceeds 3 m. The reason is that, at the position of slip line, the tendency of rock mass sliding to the interior of the tunnel imposes a large shear force on the pile. The part of the floor corner pile embedded in the deep rock mass of the floor can be considered as a fixed constraint. The sliding rock mass of the floor rock exerts a horizontal shear force on the pile. According to the force behavior of the cantilever beam, the maximum shear force is borne by the part of the pile close to the constraint, so the shear force borne by the floor pile at the position of the slip plane reaches the peak value.Figure 8
The shear value of pile in the corner of roadway.


## 3.1. Establishment of Numerical Model

The depth of transportation roadway in Hegang Coal Mine is about 450 m, and the surrounding rock of the roadway floor is mainly mudstone. According to the theory of in situ stress in rock mechanics, the stress exerted on the model by overburden rock can be regarded as the self-weight stress of all overburden rock, so overburden stressσc = γZ = 25 × 0.45 = 11.25 MPa and the lateral pressure coefficient is about 1.1. The section of the roadway is in the form of straight wall semicircle arch. Under the influence of high ground stress and rock mass properties, the floor heave is great. According to relevant examples, the influence range of roadway tunneling is 3∼5 times of roadway size [12, 13]. As shown in Figure 3, the size of the model is determined as 60 m × 120 m × 20 m. The displacement in the direction of XYZ is fixed at the floor of the model. Since the floor rock mass is assumed to be isotropic in theoretical analysis and the slip zone is considered to be in the Rankine state, the surrounding rock mass is taken from the Mohr-Coulomb model and simplified to three layers of rock mass. The rock mass of the roadway is sandy mudstone, the overlying strata of the roadway are sandstone, and the floor rock is sandy mudstone. The calculated parameters are shown in Table 1.Figure 3
Numerical model.Table 1
Mechanical parameters of the model.
RockDensityρ (kg/m3)Bulk modulusK (GPa)Shear modulusG (GPa)Cohesionc (MPa)Internal friction angleφ (°)Mudstone25002.81.751.418Sandstone24803.62.252.5834Sandy mudstone25104.22.71.831The floor corner pile is simulated by pile structure unit with the characteristics of open bolt due to its larger support stiffness and better flexural and shear performance. In this way, the support characteristics can be well realized in the calculation. The spatial arrangement of floor corner pile is shown in Figure4. The constitutive model of pile element is the ideal linear elastic model, its elastic modulus is 108 GPa, and Poisson’s ratio is zero 0.28.Figure 4
Space layout of the pile in the corner of roadway.


## 3.2. Setting of Simulated Working Conditions

TheY direction of roadway is 20 m. In the process of model tunneling, the length of each tunneling is 5 m. In the process of excavation and support, a certain time step is set to simulate a certain time interval. In order to compare the supporting effects of floor corner anchor and floor corner pile, three working conditions are simulated, respectively, in the model: floor without support, floor corner anchor support, and floor corner pile support.


## 3.3. Analysis of Calculation Results

### 3.3.1. Plastic Zone Distribution of Floor under Different Support Conditions

The distribution of plastic zone of roadway can investigate the supporting effect of roadway surrounding rock under different supporting conditions. Figure5 shows the plastic zone distribution of roadway under different support conditions. It can be seen from Figure 5(a) that, after roadway tunneling is completed, in the absence of floor support, except for a small part of the roof, the surrounding rocks all have a certain range of plastic areas, and the plastic area of the floor area is relatively significant. When the floor of the roadway is supported by the floor corner bolt, the plastic zone in the two sides and roof of the roadway mostly disappears. The shallow rock mass of the floor also presents elastic state, but the deep rock mass still yields a large area. This indicates that the floor corner pile can inhibit the expansion of plastic zone to a certain extent and strengthen the rock mass of both sides and roof while restraining the yield of floor rock mass. However, due to its weak resistance to bending shear, the resistance to flow in the plastic zone of floor is still relatively weak under high in stress. When the floor corner pile is driven into the floor corner, the bending shear yield strength of concrete filled in steel tubes is large, which can increase the support resistance. As can be seen from Figure 5(c), compared with the support effect of the floor corner bolt, the plastic zone of rock mass in the floor of the roadway moves downward significantly, and the elastic zone around the surrounding rock mass increases significantly.Figure 5
Plastic zone of roadway floor under different supporting conditions. (a) Plastic zone of roadway without support. (b) Plastic zone under floor corner pile. (c) Plastic zone under floor corner bolt.
(a)(b)(c)


### 3.3.2. Support Effects under Different Design Parameters

In order to analyze the influence of different pile lengths on the supporting effect of roadway floor, this study simulates the working conditions with floor corner pile lengths of 2.5 m, 3.0 m, 3.5 m, and 4.0 m, respectively. As shown in Figure6, under different support conditions, the floor heave shape of the roadway was manifested as a small amount of floor heave at both floor corners and a large amount of floor heave at the middle, presenting a parabolic shape. When the length of the floor corner pile was 3.5 m, which was close to the theoretical calculation value of 3.67 m, compared with the unsupported state, the maximum floor heave in the roadway decreased by 800 mm. With the increase of the pile length, the floor heave in the roadway decreased slightly, but the degree of decrease was not obvious. When the pile length was less than the theoretical calculation value, the roadway floor heave deformation was very sensitive to the change of pile length. When the pile length was 2.5 m, the maximum floor heave of the roadway was 787 mm, and when the pile length was 3.0 m, the maximum floor heave of the roadway was 430 mm, showing a great change. This is because when the pile length is small, the floor corner pile cannot completely cut off the floor corner slip line and can only block part of the slip body in the slip area, failing to achieve a good support effect.Figure 6
The magnitude of floor heave under different pile length.The roadway floor heave at different support angles is shown in Figure7. When the supporting angle of pile is 35° with the vertical direction, the floor heave of roadway is the minimum, which is close to the theoretical value of 34°. When the angle between the pile support and the vertical direction is larger than the theoretical calculation value and is inclined to the horizontal direction, the floor heave of the roadway increases significantly. This is because when the pile at the floor corner is inclined to the horizontal direction, the slip line direction of the pile at the floor corner cannot provide enough support reaction force and thus cannot resist the plastic zone expansion better. When the supporting angle of floor corner pile is vertical compared with the theoretical value, the supporting resistance of pile is less weakened and the floor heave of roadway is not increased much. Therefore, when the site conditions cannot meet the design placement angle of the floor corner pile, it is advisable to drill the pile at the floor corner perpendicular to the floor plate.Figure 7
The magnitude of floor heave under different pile angle.


### 3.3.3. Shear Stress on Floor Corner Pile

The internal force analysis of the floor corner can effectively optimize the design of the wall thickness of CFST pile and the ratio of core concrete. After the tunnel tunneling is completed, the shear condition of the pile body is shown in Figure8, where the coordinate of the floor corner position is shown in the figure. When the length of pile is within 3 m, the shear force of pile body increases gradually with the increase of depth and decreases slightly when the length of pile exceeds 3 m. The reason is that, at the position of slip line, the tendency of rock mass sliding to the interior of the tunnel imposes a large shear force on the pile. The part of the floor corner pile embedded in the deep rock mass of the floor can be considered as a fixed constraint. The sliding rock mass of the floor rock exerts a horizontal shear force on the pile. According to the force behavior of the cantilever beam, the maximum shear force is borne by the part of the pile close to the constraint, so the shear force borne by the floor pile at the position of the slip plane reaches the peak value.Figure 8
The shear value of pile in the corner of roadway.


## 3.3.1. Plastic Zone Distribution of Floor under Different Support Conditions

The distribution of plastic zone of roadway can investigate the supporting effect of roadway surrounding rock under different supporting conditions. Figure5 shows the plastic zone distribution of roadway under different support conditions. It can be seen from Figure 5(a) that, after roadway tunneling is completed, in the absence of floor support, except for a small part of the roof, the surrounding rocks all have a certain range of plastic areas, and the plastic area of the floor area is relatively significant. When the floor of the roadway is supported by the floor corner bolt, the plastic zone in the two sides and roof of the roadway mostly disappears. The shallow rock mass of the floor also presents elastic state, but the deep rock mass still yields a large area. This indicates that the floor corner pile can inhibit the expansion of plastic zone to a certain extent and strengthen the rock mass of both sides and roof while restraining the yield of floor rock mass. However, due to its weak resistance to bending shear, the resistance to flow in the plastic zone of floor is still relatively weak under high in stress. When the floor corner pile is driven into the floor corner, the bending shear yield strength of concrete filled in steel tubes is large, which can increase the support resistance. As can be seen from Figure 5(c), compared with the support effect of the floor corner bolt, the plastic zone of rock mass in the floor of the roadway moves downward significantly, and the elastic zone around the surrounding rock mass increases significantly.Figure 5
Plastic zone of roadway floor under different supporting conditions. (a) Plastic zone of roadway without support. (b) Plastic zone under floor corner pile. (c) Plastic zone under floor corner bolt.
(a)(b)(c)


## 3.3.2. Support Effects under Different Design Parameters

In order to analyze the influence of different pile lengths on the supporting effect of roadway floor, this study simulates the working conditions with floor corner pile lengths of 2.5 m, 3.0 m, 3.5 m, and 4.0 m, respectively. As shown in Figure6, under different support conditions, the floor heave shape of the roadway was manifested as a small amount of floor heave at both floor corners and a large amount of floor heave at the middle, presenting a parabolic shape. When the length of the floor corner pile was 3.5 m, which was close to the theoretical calculation value of 3.67 m, compared with the unsupported state, the maximum floor heave in the roadway decreased by 800 mm. With the increase of the pile length, the floor heave in the roadway decreased slightly, but the degree of decrease was not obvious. When the pile length was less than the theoretical calculation value, the roadway floor heave deformation was very sensitive to the change of pile length. When the pile length was 2.5 m, the maximum floor heave of the roadway was 787 mm, and when the pile length was 3.0 m, the maximum floor heave of the roadway was 430 mm, showing a great change. This is because when the pile length is small, the floor corner pile cannot completely cut off the floor corner slip line and can only block part of the slip body in the slip area, failing to achieve a good support effect.Figure 6
The magnitude of floor heave under different pile length.The roadway floor heave at different support angles is shown in Figure7. When the supporting angle of pile is 35° with the vertical direction, the floor heave of roadway is the minimum, which is close to the theoretical value of 34°. When the angle between the pile support and the vertical direction is larger than the theoretical calculation value and is inclined to the horizontal direction, the floor heave of the roadway increases significantly. This is because when the pile at the floor corner is inclined to the horizontal direction, the slip line direction of the pile at the floor corner cannot provide enough support reaction force and thus cannot resist the plastic zone expansion better. When the supporting angle of floor corner pile is vertical compared with the theoretical value, the supporting resistance of pile is less weakened and the floor heave of roadway is not increased much. Therefore, when the site conditions cannot meet the design placement angle of the floor corner pile, it is advisable to drill the pile at the floor corner perpendicular to the floor plate.Figure 7
The magnitude of floor heave under different pile angle.


## 3.3.3. Shear Stress on Floor Corner Pile

The internal force analysis of the floor corner can effectively optimize the design of the wall thickness of CFST pile and the ratio of core concrete. After the tunnel tunneling is completed, the shear condition of the pile body is shown in Figure8, where the coordinate of the floor corner position is shown in the figure. When the length of pile is within 3 m, the shear force of pile body increases gradually with the increase of depth and decreases slightly when the length of pile exceeds 3 m. The reason is that, at the position of slip line, the tendency of rock mass sliding to the interior of the tunnel imposes a large shear force on the pile. The part of the floor corner pile embedded in the deep rock mass of the floor can be considered as a fixed constraint. The sliding rock mass of the floor rock exerts a horizontal shear force on the pile. According to the force behavior of the cantilever beam, the maximum shear force is borne by the part of the pile close to the constraint, so the shear force borne by the floor pile at the position of the slip plane reaches the peak value.Figure 8
The shear value of pile in the corner of roadway.


## 4. Similarity Model Experimental Study

Since the numerical analysis software FLAC3D takes the maximum unbalanced force as the convergence criterion in the numerical calculation, it is difficult to consider the variation of deformation with time after the roadway floor is used as the supporting structure. At the same time, it is difficult to analyze the floor grouting effect by numerical software. Therefore, in order to further study the supporting effect of floor corner pile, this study analyzes the convergence rate of roadway floor heave under the support of floor corner pile through a similar model test.


### 4.1. Establishment of Similar Model

The simulated working condition corresponds to the value analysis. In order to facilitate mold processing, the rectangular section is adopted for roadway section. High strength gypsum, fine sand, and water were used as the mixing materials in the tunnel model. In practical engineering, the coal mine roadway dimension is 5.5 m × 4.5 m, according to the laboratory test conditions and test equipment size, to determine the model test of similar ratio of 50, so the model of the size of the roadway to 11 cm × 9 cm. The model material density selected in this test is 1.5 g/cm3, and the original rock density is 2.5 g/cm3. According to the similarity criterion, the bulk density similarity ratio was determined to be 1.7, and the similarity ratio of other parameters was determined by calculation. The mixing ratio of sand and gypsum was 1 : 5 and the model material of floor corner pile is cement mortar filled in aluminum tube.The final model size was determined to be 6 m × 5 m, and the tunnel size was determined to be 11 cm × 9 cm. At the top of the model, a hydraulic press is used to realize the self-weight stress of surrounding rock, and stress brick is embedded in the middle of the model floor to monitor the deformation of roadway floor. Figure9 shows the state of the model before and after excavation.Figure 9
The state of roadway model. (a) Plastic zone under anchor bolt support. (b) The state of the model after excavation.
(a)(b)


### 4.2. Analysis of Test Results

Through continuous observation of floor deformation, experimental values of similar models are recorded and converted into real values through the existing similarity ratio, as shown in Figure10. When the roadway is not supported by floor corner pile, the change of floor heave with time can be roughly divided into three stages: the first stage starts from 1 d to 12 d, and the change of floor heave with time is generally linear with a faster growth rate. The second stage began on the 13th day and ended on the 20th day. In this stage, the growth rate of floor heave gradually slowed down with time and gradually transitioned to the stationary stage. The third stage started from 21 d, and the roadway floor heave began to converge and stabilized at about 1000 mm. When the roadway was supported by floor corner pile, only 13 d was used to converge to the stable value, and the floor drum volume was stabilized to about 200 mm, which was close to the numerical analysis results. By comparing the two working conditions with and without support, the floor corner pile accelerates the convergence of floor heave and reduces the initial growth rate of floor heave.Figure 10
The law of floor heave changing with time.


## 4.1. Establishment of Similar Model

The simulated working condition corresponds to the value analysis. In order to facilitate mold processing, the rectangular section is adopted for roadway section. High strength gypsum, fine sand, and water were used as the mixing materials in the tunnel model. In practical engineering, the coal mine roadway dimension is 5.5 m × 4.5 m, according to the laboratory test conditions and test equipment size, to determine the model test of similar ratio of 50, so the model of the size of the roadway to 11 cm × 9 cm. The model material density selected in this test is 1.5 g/cm3, and the original rock density is 2.5 g/cm3. According to the similarity criterion, the bulk density similarity ratio was determined to be 1.7, and the similarity ratio of other parameters was determined by calculation. The mixing ratio of sand and gypsum was 1 : 5 and the model material of floor corner pile is cement mortar filled in aluminum tube.The final model size was determined to be 6 m × 5 m, and the tunnel size was determined to be 11 cm × 9 cm. At the top of the model, a hydraulic press is used to realize the self-weight stress of surrounding rock, and stress brick is embedded in the middle of the model floor to monitor the deformation of roadway floor. Figure9 shows the state of the model before and after excavation.Figure 9
The state of roadway model. (a) Plastic zone under anchor bolt support. (b) The state of the model after excavation.
(a)(b)


## 4.2. Analysis of Test Results

Through continuous observation of floor deformation, experimental values of similar models are recorded and converted into real values through the existing similarity ratio, as shown in Figure10. When the roadway is not supported by floor corner pile, the change of floor heave with time can be roughly divided into three stages: the first stage starts from 1 d to 12 d, and the change of floor heave with time is generally linear with a faster growth rate. The second stage began on the 13th day and ended on the 20th day. In this stage, the growth rate of floor heave gradually slowed down with time and gradually transitioned to the stationary stage. The third stage started from 21 d, and the roadway floor heave began to converge and stabilized at about 1000 mm. When the roadway was supported by floor corner pile, only 13 d was used to converge to the stable value, and the floor drum volume was stabilized to about 200 mm, which was close to the numerical analysis results. By comparing the two working conditions with and without support, the floor corner pile accelerates the convergence of floor heave and reduces the initial growth rate of floor heave.Figure 10
The law of floor heave changing with time.


## 5. Field Experimental Research

The site test location was selected as the range from 23 m to 123 m south of the measuring point No. 5 of the first section of the return air roadway in the 4th horizontal 2–4 area of He Gang Xing An Coal Mine. Among them, the overall length of the test section is 23 m∼73 m for pile support and 73 m∼123 m for control section, as shown in Figure11. The test section area is a weak bursting liability area.Figure 11
Layout of roadway test position and control section.According to the laboratory test results, geological conditions of Hegang Xing An Mine, and the above calculation formula, the overall construction technology of the floor treatment scheme is put forward as follows: floor corner drilling ⟶ deep grouting of the floor ⟶ construction of floor corner pile. The diameter of the floor hole is 200 mm, the depth is 5.1 m, the vertical pendulum is 35°, and the distance between the floor corner piles is 2.4 m. In the process of drilling, if the hole collapses or is difficult to form a hole, the grouting pipe should be placed for pregrouting. After the surrounding rock of the roadway is stable, the construction shall be carried out until the hole is formed. After the completion of drilling, insert steel tubes with an outer diameter of 194 mm and a wall thickness of 12 mm into the holes, and the yield strength of the steel tubes shall not be less than 300 MPa. The floor plate grouting is completed by inserting the grouting pipe into the steel pipe. The grouting material is ultrafine cement grout, the water-cement ratio is 2 : 1, and the grouting pressure is 2.5 MPa. When the grout is filled between the pipe wall and the borehole, the grouting shall stop. After grouting is completed, concrete is poured into the steel tube by a concrete pump. The concrete strength is C40, and the basic ratio is water : cement : sand : stone = 0.38 : 1 : 3 : 6 : 5.4. The surface displacement of roadway was monitored on-site by the cross-point method. The location of the points was selected as the control section and the middle of the test section.The displacement-time curves of the test section and the control section of the roadway are shown in Figure12. Under the influence of mining stress in working face, horizontal stress of roadway increases sharply. From the time-displacement curve, the surrounding rock of the roadway deforms violently under the action of horizontal stress in the control section without pile support. Within 0–30 d, the roadway floor and two sides deform rapidly. After entering a stable state, the floor heave of the roadway is close to 100 cm, and the indentation of the two sides is as close as possible to 90 cm. Only after capacity expansion can the roadway be normally used. Because the test section of the roadway was supported by the floor corner piles, the deformation of surrounding rock of the roadway quickly converged on the 20th day. Compared with the control section, the deformation of floor heave of roadway stability value dropped from 100 cm to 35 cm, two stable indentations dropped to 40 cm by 90 cm, and roof subsidence change is not big, which can satisfy the normal use of roadway.Figure 12
Displacement-time curves of roadway surrounding rock. (a) Deformation of the control section of the roadway. (b) Roadway deformation in the test section.
(a)(b)


## 6. Conclusions

Based on the sliding line field solution of plane strain and using Mohr-Coulomb strength theory, the critical failure depth of roadway floor under the action of horizontal stress and the formula for calculating the minimum length of floor corner pile are derived, which provides a theoretical basis for the design of floor corner pile.Through numerical analysis software FLAC3D, the supporting effect of floor corner pile is simulated. The results show that pile length has a much greater impact on the supporting effect of floor corner pile than the inclination angle. In the roadway with complex surrounding rock strata, 1.1 times of the calculated length can be selected in the field treatment plan to be perpendicular to the rock strata layout.Compared with the floor anchor rod, the floor corner pile of CFST can effectively cut off the sliding line of the floor due to its high bending shear capacity, and the grouting effect can significantly improve the mechanical properties of the floor rock mass, thus effectively controlling the floor heave.The results of the similarity model experiment and field test show that when the roadway is in violent deformation under the action of high horizontal stress, the pile can accelerate the convergence of the deformation of the roadway and the two sides, control the deformation of the roadway and the two-side well, and improve the stability of the roadway significantly.



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*Source: 6669233-2021-02-11.xml*