# Analytical Solution for the Steady-State Karst Water Inflow into a Tunnel

Authors: Han-song Xie; Chong Jiang; Jia-li He; Hai-xia Han
Journal: Geofluids
 (2019)

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## Abstract

An analytical solution for the karst water inflow into a lined tunnel in an infinite plane is derived based on conformal mapping. The new solution considers the center distance between the tunnel and the cavern, the radii of the tunnel and the cavern, and the property of the lining, such as the permeability coefficient as well as the lining radius. Numerical models are established and calculated using the finite difference software FLAC3D to compare with the analytical solution of inversion transformation, and a good agreement is found. Then, the parameters of effect are discussed in detail. The results indicate that the karst water inflow shows a curve relationship as the radius of tunnel increase and increases as the lining becomes thinner or the permeability coefficient of the lining increases. Moreover, the pressure head decreases as the tunnel radius and the center distance between the tunnel and the cavern increase.


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## Body

## 1. Introduction

Karst water inflow is a key issue affecting the construction and operating phases of drained tunnels [1]. Moreover, some researchers have determined that most tunnels eventually act as drains [2, 3]. Therefore, analytical and numerical methods are the most commonly used methods to calculate the karst water inflow and pressure head of tunnels accurately.Early researchers deduced analytical solutions for the water ingress into deeply buried tunnels. Lei [4] acquired an analytical solution for the steady flow into a deeply buried tunnel based on the image method. Conformal mapping could be used to investigate different boundary conditions along the tunnel circumference [5–9]. Ying et al. [10] derived an analytical solution for the groundwater ingress into a lined tunnel in a semi-infinite aquifer using the conformal mapping technique. In recent literature, Zhang [11] deduced an analytical solution for the seepage field of a parallel double-hole tunnel in a semi-infinite plane based on the seepage mechanics and image method. Some researchers used the theory of hydraulics and complex functions to solve the analytical solution for the groundwater inflow of surrounding rocks and lining structures [12–15]. Huang et al. [16] validated these analytical solutions with the software FLAC3D. An analytical solution was given by Jiang et al. [17–19] regarding the seepage field in a water-filled karst tunnel based on the inversion of a complex function and groundwater hydraulics theory. The rate and potential distribution of the confined flow of ground water through an opening were obtained by Chisyaki [20] in connection with the permeability of rock masses, the thickness of covered ground, the location of impermeable bedrock, and other parameters. The analytical solution for the nonlinear consolidation of soft soil around a shield tunnel with idealized sealing linings was presented by Cao et al. [21]. An analytical solution for confined flow into a tunnel during progressive drilling was deduced by Perrochet [22, 23]. Arjnoi et al. [24] solved the effect of drainage on pore water pressure distributions and lining stresses in drained tunnels.However, most of the aforementioned literature have studied high hydraulic pressure tunnels or high hydraulic parallel tunnels in infinite plane. There are few analytical solutions for the karst water inflow and pressure head in karst tunnels. In this paper, a new analytical solution is derived for the steady-state karst water inflow into a circular tunnel with focus on the boundary condition of a pressure head of zero along the tunnel circumference based on conformal mapping. A numerical simulation is conducted to verify the solution. A parameter analysis, including the lining permeability and radius, the tunnel and cavern radii, and the center distance between the tunnel and the cavern, is discussed.


## 2. Definition of the Problem

### 2.1. Basic Assumptions

The simplified Naqiu Karst Tunnel [25–28] model takes the tunnel center as the origin, the horizontal direction as the x-axis, and the vertical direction as the y-axis to establish the coordinate system as shown in Figure 1. The expression of conformal mapping of a complex variable function is deduced by transforming elevation difference into angle α in the x-y coordinate system, and then the expression of karst water seepage flow is solved. α is the angle between the x-axis and the line connecting the cave center to the tunnel center. The tunnel and the cavern with radii denoted as r and rw, respectively, are buried in an infinite aquifer. Here, d is defined as the center distance between the tunnel and the cavern. The pressure head in the cavern is Hw, and the horizontal line across the tunnel center is chosen as the elevation reference datum. The pressure head in the tunnel is Ht. The coordinates of A, B, C, D, E, and F are set as (-r, 0), (0, r), (r, 0), (x1, y1), (x3, y3), and (x2, y2), respectively, in Figure 2(a).Figure 1
Schematic diagram of the karst tunnel in an infinite plane.Figure 2
Conformal mapping.
(a)
(b)Additionally, the basic assumptions of this paper are as follows:(1)
The surrounding rock of the tunnel is homogeneous with isotropic permeability [6]
(2)
The aquifer and karst water are incompressible. The flow is in a steady state and is governed by Darcy’s law [4]
(3)
The pore pressure is constant on the same circumference, the water-filling hole is equal to the pressure head, and the cavern is full of water [10, 17]


### 2.2. Governing Equation

According to Darcy’s law and mass conservation as well as the aforementioned assumptions, the steady-state karst water flow around the tunnel is described by the following Laplace equation [29]:
(1)∂2ϕ∂x2+∂2ϕ∂y2=0,where ϕ is the total head, equal to the sum of pressure and elevation heads, as shown below:
(2)ϕ=Pγw+y,where P is the water pressure and γw is the unit weight of water.


### 2.3. Boundary Conditions

Two boundary conditions along the tunnel and the cavern circumference are needed to solve equation (1). The boundary condition along the cavern circumference can be expressed as
(3)ϕy1=0=Hw.In the case of constant total head, the boundary condition along the cavern circumference can be expressed as(4)ϕx−x1+x2/2+y−y1=rw2=Ht.


## 2.1. Basic Assumptions

The simplified Naqiu Karst Tunnel [25–28] model takes the tunnel center as the origin, the horizontal direction as the x-axis, and the vertical direction as the y-axis to establish the coordinate system as shown in Figure 1. The expression of conformal mapping of a complex variable function is deduced by transforming elevation difference into angle α in the x-y coordinate system, and then the expression of karst water seepage flow is solved. α is the angle between the x-axis and the line connecting the cave center to the tunnel center. The tunnel and the cavern with radii denoted as r and rw, respectively, are buried in an infinite aquifer. Here, d is defined as the center distance between the tunnel and the cavern. The pressure head in the cavern is Hw, and the horizontal line across the tunnel center is chosen as the elevation reference datum. The pressure head in the tunnel is Ht. The coordinates of A, B, C, D, E, and F are set as (-r, 0), (0, r), (r, 0), (x1, y1), (x3, y3), and (x2, y2), respectively, in Figure 2(a).Figure 1
Schematic diagram of the karst tunnel in an infinite plane.Figure 2
Conformal mapping.
(a)
(b)Additionally, the basic assumptions of this paper are as follows:(1)
The surrounding rock of the tunnel is homogeneous with isotropic permeability [6]
(2)
The aquifer and karst water are incompressible. The flow is in a steady state and is governed by Darcy’s law [4]
(3)
The pore pressure is constant on the same circumference, the water-filling hole is equal to the pressure head, and the cavern is full of water [10, 17]


## 2.2. Governing Equation

According to Darcy’s law and mass conservation as well as the aforementioned assumptions, the steady-state karst water flow around the tunnel is described by the following Laplace equation [29]:
(1)∂2ϕ∂x2+∂2ϕ∂y2=0,where ϕ is the total head, equal to the sum of pressure and elevation heads, as shown below:
(2)ϕ=Pγw+y,where P is the water pressure and γw is the unit weight of water.


## 2.3. Boundary Conditions

Two boundary conditions along the tunnel and the cavern circumference are needed to solve equation (1). The boundary condition along the cavern circumference can be expressed as
(3)ϕy1=0=Hw.In the case of constant total head, the boundary condition along the cavern circumference can be expressed as(4)ϕx−x1+x2/2+y−y1=rw2=Ht.


## 3. Analytical Solution

### 3.1. The Solution for the Karst Water Inflow

The method of conformal mapping can facilitate the derivation of the pressure head and the karst inflow in this study. As shown in Figure2, the tunnel and the cavern circumference in the z-plane can be mapped as two circles in the w-plane with radii R0 and R1, respectively, based on the complex mapping function in equation (5) [30, 31]. The points A, B, C, D, E, and F are mapped in the w-plane to obtain corresponding points A′, B′, C′, D′, E′, and F′ by conformal mapping method in Figure 2(b).
(5)R0=1−A1+A,where R0 is the radius of tunnel mapping circle in the w-plane. A=x1+iy1−r/x1+iy1+r⋅x2+iy2+r/x2+iy2−r, and r is the tunnel radius.It is assumed that bothy1 and y2 are equal to zero without loss of generality for simplicity. Thus, equation (5) can be expressed as
(6)R0=x2x1−r2−x12−r2x22−r2x2−x1r,0<R0<1.Expression ofw in the w-plane when y1=0 and y2=0 is as follows:
(7)w=R0z−rx2+r1−R0+z+rx1−r1+R0z+rx1−r1+R0−z−rx2+r1−R0,where z=x+iy, which is the complex variable function of z in the z-plane. w=u+iv=fz, which is the complex variable function of w in the w-plane.Then, equation (1) can be rewritten in terms of coordinate u-v:
(8)∂2ϕ∂u2+∂2ϕ∂v2=0.By considering the boundary conditions, the solution for total head on a circle with radiusρ in the w-plane can be obtained as
(9)ϕ=C1+C2lnρ+∑n=1∞C3ρn+C4ρ−ncosnθ,where C1, C2, C3, and C4 are determined by the boundary conditions along the tunnel and the cavern circumference. n is the natural number in the series, and θ is the angle between ρ and the u-axis in the w-plane. ρ is a radius variable between the tunnel and karst cave mapping circle in the w-plane, and R0≤ρ≤1.The constantC1 can be expressed by considering the boundary condition along the cavern circumference with ρ=1 in the w-plane while the constant C2 can be obtained by considering the boundary conditions along the tunnel and the cavern circumference with ρ=R0 in the w-plane.
(10)ϕρ=1=C1+∑n=1∞C3+C4cosnθ=Hw→C1=Hw,C3=−C4=0,ϕρ=R0=C1+C2lnR0+∑n=1∞C3R0n+C4R0−ncosnθ=Ht→C2=Ht−HwlnR0,C3=0.Thus,(11)ϕ=Ht+Ht−HwlnR0lnρ,where Ht is the pressure head of the tunnel.The solution for the karst water inflow, which is the volume of water per unit tunnel length, into a drained circular tunnel can be obtained for the constant total head as(12)Q=k∫02π∂ϕ∂ρρdρ=2πkHt−HwlnR0,where Q is the karst water inflow; k is the permeability coefficients of the surrounding rock.y1=0 and y2=0; thus, x1=d-rw, x2=d+rw, and x1-x2 = -2rw; equations (6) and (12) can be rewritten as equations (13) and (14), respectively:
(13)R0=d2−rw2−r2−d+rw2−r2d−rw2−r22rrw,(14)Q=2πkHt−Hwlnd2−rw2−r2−d+rw2−r2d−rw2−r2/2rrw.The expression ofw2 with α in the w-plane is as follows:
(15)w2=w1−rA1w1A1−r,where w1=−eiαz and A1=d2+r2−rw2+r4+d2−rw22−2d2+rw2/2dr.


### 3.2. The Solution for the Pressure Head of the Lining Structure

The pressure head along the lining and grouting circumference cannot be solved by the complex function, but it can be solved by using the groundwater seepage mechanics and the theory of infinite aquifer shaft [12]. The pressure head of relationships between the initial support, the secondary lining, and the grouting circle are expressed as equations (16), (17), and (18) and shown in Figure 3:
(16)Ht−H1=Q2πk1lnrr1,(17)H1−H2=Q2πk2lnr1r2,(18)H2−H3=Q2πk3lnr2r3,where H1, H2, and H3 are the pressure head along the joints of the grouting circle and initial support circumference, the initial support and the secondary lining circumference, and the secondary lining inner circumference, respectively; r1, r2, and r3 are the radii of the grouting circle, initial support, and internal of secondary lining, respectively; and k1, k2, and k3 are the permeability coefficients of the grouting circle, initial support, and secondary lining, respectively.Figure 3
The relationships between each lining structure.According to different phases of construction such as tunnel excavation and grouting, different distributions of pressure head can be obtained. When the grouting circle, initial support, and two linings are completed, the karst water inflow in the tunnel is(19)Q=2πHw−H31/k2lnr1/r2+1/k1lnr/r1+1/k3lnr2/r3−1/klnR0.The pressure head of the circumference of the initial support and secondary lining joint is as follows:(20)H2=H3+Hw−H3k3Alnr2r3.The pressure head of the circumference of the grouting circle and initial support joint is as follows:(21)H1=H3+Hw−H3k3Alnr2r3+Hw−H3k2Alnr1r2,where A=1/k2lnr1/r2+1/k1lnr/r1+1/k3lnr2/r3−1/klnR0.When the tunnel grouting and initial support are completed, the karst water inflow in the tunnel is(22)Q=2πHw−H21/k2lnr1/r2+1/k1lnr/r1−1/klnR0.The pressure head of the circumference of the grouting circle and initial support joint is as follows:(23)H1=H2+Hw−H2lnr1/r2lnr1/r2+k2/k1lnr/r1−k2/klnR0.


## 3.1. The Solution for the Karst Water Inflow

The method of conformal mapping can facilitate the derivation of the pressure head and the karst inflow in this study. As shown in Figure2, the tunnel and the cavern circumference in the z-plane can be mapped as two circles in the w-plane with radii R0 and R1, respectively, based on the complex mapping function in equation (5) [30, 31]. The points A, B, C, D, E, and F are mapped in the w-plane to obtain corresponding points A′, B′, C′, D′, E′, and F′ by conformal mapping method in Figure 2(b).
(5)R0=1−A1+A,where R0 is the radius of tunnel mapping circle in the w-plane. A=x1+iy1−r/x1+iy1+r⋅x2+iy2+r/x2+iy2−r, and r is the tunnel radius.It is assumed that bothy1 and y2 are equal to zero without loss of generality for simplicity. Thus, equation (5) can be expressed as
(6)R0=x2x1−r2−x12−r2x22−r2x2−x1r,0<R0<1.Expression ofw in the w-plane when y1=0 and y2=0 is as follows:
(7)w=R0z−rx2+r1−R0+z+rx1−r1+R0z+rx1−r1+R0−z−rx2+r1−R0,where z=x+iy, which is the complex variable function of z in the z-plane. w=u+iv=fz, which is the complex variable function of w in the w-plane.Then, equation (1) can be rewritten in terms of coordinate u-v:
(8)∂2ϕ∂u2+∂2ϕ∂v2=0.By considering the boundary conditions, the solution for total head on a circle with radiusρ in the w-plane can be obtained as
(9)ϕ=C1+C2lnρ+∑n=1∞C3ρn+C4ρ−ncosnθ,where C1, C2, C3, and C4 are determined by the boundary conditions along the tunnel and the cavern circumference. n is the natural number in the series, and θ is the angle between ρ and the u-axis in the w-plane. ρ is a radius variable between the tunnel and karst cave mapping circle in the w-plane, and R0≤ρ≤1.The constantC1 can be expressed by considering the boundary condition along the cavern circumference with ρ=1 in the w-plane while the constant C2 can be obtained by considering the boundary conditions along the tunnel and the cavern circumference with ρ=R0 in the w-plane.
(10)ϕρ=1=C1+∑n=1∞C3+C4cosnθ=Hw→C1=Hw,C3=−C4=0,ϕρ=R0=C1+C2lnR0+∑n=1∞C3R0n+C4R0−ncosnθ=Ht→C2=Ht−HwlnR0,C3=0.Thus,(11)ϕ=Ht+Ht−HwlnR0lnρ,where Ht is the pressure head of the tunnel.The solution for the karst water inflow, which is the volume of water per unit tunnel length, into a drained circular tunnel can be obtained for the constant total head as(12)Q=k∫02π∂ϕ∂ρρdρ=2πkHt−HwlnR0,where Q is the karst water inflow; k is the permeability coefficients of the surrounding rock.y1=0 and y2=0; thus, x1=d-rw, x2=d+rw, and x1-x2 = -2rw; equations (6) and (12) can be rewritten as equations (13) and (14), respectively:
(13)R0=d2−rw2−r2−d+rw2−r2d−rw2−r22rrw,(14)Q=2πkHt−Hwlnd2−rw2−r2−d+rw2−r2d−rw2−r2/2rrw.The expression ofw2 with α in the w-plane is as follows:
(15)w2=w1−rA1w1A1−r,where w1=−eiαz and A1=d2+r2−rw2+r4+d2−rw22−2d2+rw2/2dr.


## 3.2. The Solution for the Pressure Head of the Lining Structure

The pressure head along the lining and grouting circumference cannot be solved by the complex function, but it can be solved by using the groundwater seepage mechanics and the theory of infinite aquifer shaft [12]. The pressure head of relationships between the initial support, the secondary lining, and the grouting circle are expressed as equations (16), (17), and (18) and shown in Figure 3:
(16)Ht−H1=Q2πk1lnrr1,(17)H1−H2=Q2πk2lnr1r2,(18)H2−H3=Q2πk3lnr2r3,where H1, H2, and H3 are the pressure head along the joints of the grouting circle and initial support circumference, the initial support and the secondary lining circumference, and the secondary lining inner circumference, respectively; r1, r2, and r3 are the radii of the grouting circle, initial support, and internal of secondary lining, respectively; and k1, k2, and k3 are the permeability coefficients of the grouting circle, initial support, and secondary lining, respectively.Figure 3
The relationships between each lining structure.According to different phases of construction such as tunnel excavation and grouting, different distributions of pressure head can be obtained. When the grouting circle, initial support, and two linings are completed, the karst water inflow in the tunnel is(19)Q=2πHw−H31/k2lnr1/r2+1/k1lnr/r1+1/k3lnr2/r3−1/klnR0.The pressure head of the circumference of the initial support and secondary lining joint is as follows:(20)H2=H3+Hw−H3k3Alnr2r3.The pressure head of the circumference of the grouting circle and initial support joint is as follows:(21)H1=H3+Hw−H3k3Alnr2r3+Hw−H3k2Alnr1r2,where A=1/k2lnr1/r2+1/k1lnr/r1+1/k3lnr2/r3−1/klnR0.When the tunnel grouting and initial support are completed, the karst water inflow in the tunnel is(22)Q=2πHw−H21/k2lnr1/r2+1/k1lnr/r1−1/klnR0.The pressure head of the circumference of the grouting circle and initial support joint is as follows:(23)H1=H2+Hw−H2lnr1/r2lnr1/r2+k2/k1lnr/r1−k2/klnR0.


## 4. Verification and Discussion

Analytical solutions for the karst water inflow and the pressure head are deduced, and thus, it is necessary to verify them. In the following section, the numerical solution simulated by the finite difference software FLAC3D and the theoretical solution deduced by Jiang et al. [17] are compared with the theoretical solution obtained by the conformal mapping method used in this paper.


### 4.1. Numerical Verification

The main calculation conditions are shown in Table1, and the model of 100×100 m is established with FLAC3D. According to the difference of d, the model is divided into 6 groups, each of which sets up 20 models according to the difference of r and rw. Then, the pore water pressure of the tunnel considering gravity and without considering gravity are obtained, respectively. When d=15 m, the karst tunnel model consists of 33456 elements, as shown in Figure 4.Table 1
Characteristic data for verification.
Characteristic
Value
The pressure head of the cavernHw
54 m
The radius of the tunnelr
7.25 m
The radius of the cavernrw
4 m
The radius of the grouting circler1
2.25 m
The initial support radiusr2
2 m
Permeability coefficient of surrounding rocksk
1.5×10−6 cm·s-1
Permeability coefficient of grouting circlek1
10-7 cm·s-1
Permeability coefficient of initial supportk2
10-8 cm·s-1Figure 4
Finite element model of the circular karst tunnel.During the numerical simulation, the pore water pressure was measured at 4 points at the top, bottom, and both sides of the tunnel after excavation, initial support, and grouting, respectively. For example, the coordinates of the monitoring point on the right side of tunnel is (49, 50) and the node number is 68 in Figure4. The pore water pressure considering gravity is 473662 Pa when the tunnel is stable, while the pore water pressure without considering gravity is 468681 Pa. The values of corresponding points can be obtained in the contour of pore water pressure, as shown in Figures 5 and 6.Figure 5
Contour of pore water pressure considering gravity ford=15, r=7, and rw=4.Figure 6
Contour of pore water pressure without considering gravity ford=15, r=7, and rw=4.


### 4.2. Theoretical Comparison

According to different phases of construction such as tunnel excavation and grouting, different distributions of pressure head can be obtained based on the inversion of complex functions [17]. When tunnel grouting and initial support are completed, the karst water inflow in the tunnel is
(24)Q=2πHw−H21/k2lnr1/r2+1/k1lnr/r1+1/klnd2−r2/rrw.The pressure head of the grouting circle and initial support joint is as follows:(25)H1=H2+Hw−H2lnr1/r2lnr1/r2+k2/k1lnr/r1+k2/klnd2−r2/rrw.The solution of conformal mapping, the solution of inversion transformation, and the numerical solution are compared under the conditions of Table1, as shown in Figure 7. It was found from the comparison of numerical solution and theoretical solution that when the grouting ring and the initial support are completed and the secondary lining is not yet completed, H1 decreases with the increase of d. When d=15 m, H1 for the theoretical solution, inversion transformation solution, numerical solution considering gravity, and numerical solution without considering gravity are 25.78 m, 25.88 m, 25.67 m, and 25.77 m, respectively. Therefore, the analytical method in this paper is suitable for solving the distribution of seepage field in karst tunnels. In general, a good agreement between the two methods and simulations could be obtained from the comparison.Figure 7
Comparison of numerical solution and theoretical solution forr=7.25 and rw=4.


## 4.1. Numerical Verification

The main calculation conditions are shown in Table1, and the model of 100×100 m is established with FLAC3D. According to the difference of d, the model is divided into 6 groups, each of which sets up 20 models according to the difference of r and rw. Then, the pore water pressure of the tunnel considering gravity and without considering gravity are obtained, respectively. When d=15 m, the karst tunnel model consists of 33456 elements, as shown in Figure 4.Table 1
Characteristic data for verification.
Characteristic
Value
The pressure head of the cavernHw
54 m
The radius of the tunnelr
7.25 m
The radius of the cavernrw
4 m
The radius of the grouting circler1
2.25 m
The initial support radiusr2
2 m
Permeability coefficient of surrounding rocksk
1.5×10−6 cm·s-1
Permeability coefficient of grouting circlek1
10-7 cm·s-1
Permeability coefficient of initial supportk2
10-8 cm·s-1Figure 4
Finite element model of the circular karst tunnel.During the numerical simulation, the pore water pressure was measured at 4 points at the top, bottom, and both sides of the tunnel after excavation, initial support, and grouting, respectively. For example, the coordinates of the monitoring point on the right side of tunnel is (49, 50) and the node number is 68 in Figure4. The pore water pressure considering gravity is 473662 Pa when the tunnel is stable, while the pore water pressure without considering gravity is 468681 Pa. The values of corresponding points can be obtained in the contour of pore water pressure, as shown in Figures 5 and 6.Figure 5
Contour of pore water pressure considering gravity ford=15, r=7, and rw=4.Figure 6
Contour of pore water pressure without considering gravity ford=15, r=7, and rw=4.


## 4.2. Theoretical Comparison

According to different phases of construction such as tunnel excavation and grouting, different distributions of pressure head can be obtained based on the inversion of complex functions [17]. When tunnel grouting and initial support are completed, the karst water inflow in the tunnel is
(24)Q=2πHw−H21/k2lnr1/r2+1/k1lnr/r1+1/klnd2−r2/rrw.The pressure head of the grouting circle and initial support joint is as follows:(25)H1=H2+Hw−H2lnr1/r2lnr1/r2+k2/k1lnr/r1+k2/klnd2−r2/rrw.The solution of conformal mapping, the solution of inversion transformation, and the numerical solution are compared under the conditions of Table1, as shown in Figure 7. It was found from the comparison of numerical solution and theoretical solution that when the grouting ring and the initial support are completed and the secondary lining is not yet completed, H1 decreases with the increase of d. When d=15 m, H1 for the theoretical solution, inversion transformation solution, numerical solution considering gravity, and numerical solution without considering gravity are 25.78 m, 25.88 m, 25.67 m, and 25.77 m, respectively. Therefore, the analytical method in this paper is suitable for solving the distribution of seepage field in karst tunnels. In general, a good agreement between the two methods and simulations could be obtained from the comparison.Figure 7
Comparison of numerical solution and theoretical solution forr=7.25 and rw=4.


## 5. Discussion

The equations (13)–(23) indicate that the parameters affecting karst water inflow into the tunnel include the pressure head of cavern, Hw; the center distance between the tunnel and the cavern, d; the radii of the cavern, grouting circle and initial support, rw, r1, and r2, respectively; and the permeability coefficients of surrounding rocks, grouting circle, and initial support, k, k1, and k2, respectively.


### 5.1. The Effect of Center Distance and Cavern Radius

In this part, the center distance between the tunnel and the cavernd varies from 11.5 to 49.5 m, while the other parameters remain the same as those listed in Table 1. Figure 8 indicates that H1 gradually decreases as d increases. Moreover, in the case of kr=k/k1=10, pressure head decreases 3.76 m from d=11.5 m to d=49.5 m and the values are 2 m, 0.61 m, and 0.2 m, respectively, in the case of kr=20, 50, and 100. The slope becomes smaller as d increases, which means the influence of d on H1 gradually decreases and tends to be stable. This demonstrates that the effect of center distance between the tunnel and the cavern on the pressure head of the grouting circle is obvious when the distance is short.Figure 8
Relationship between the head pressure and distance.Figure9 illustrates the relationship between karst water inflow and cavern radius with different d. With the increase of rw, the karst water inflow gradually increases and the change rate gradually decreases to a stable state. This means the effect of the cavern radius on the tunnel water inflow is obvious when the radius is increasing, and thus, the block effect of the lining should not be ignored in terms of water ingress estimate.Figure 9
Relationship between the karst water flow and cavern radius.


### 5.2. The Effect of the Grouting Circle

Figure10 illustrates the relationship between pressure head and tunnel radius with different d. As r increases, H1 gradually decreases. Moreover, in the case of kr=10, the pressure head decreases by 7.08 m from r=2.5 m to r=4 m accounting for 45.5% of the total reduction which is 15.56 m from r=2.5 m to r=10.5 m. And when r=10.5 m, the reductions of the pressure head are 22.43 m, 26.76 m, and 25.03 m, respectively, in the case of kr=20, 50, and 100. When r=4 m, the reductions of the pressure head are 11.74 m, 17.27 m, and 18.29 m accounting for 52.3%, 64.5%, and 73.1% of the total reduction, respectively. When r>4 m, the reduction rate of H1 decreases linearly and gradually slows down. When r<4 m, the reduction rate of H1 is faster than that of r>4 m. Figure 11 illustrates the relationship between the karst water inflow and permeability coefficient of the grouting circle. With the increase of kr, the karst water inflow gradually decreases and tends to be stable. In addition, the curves for different d in Figure 11 gradually overlap, which means the influence of d on Q is gradually reduced.Figure 10
Relationship between the pressure head and tunnel radius.Figure 11
Relationship between the karst water inflow and permeability coefficient of the grouting circle.


### 5.3. The Effect of Initial Support

Figure12 illustrates the relationship between the pressure head and radius of the grouting circle for different d. Increasing r1 means increasing the thickness of the initial support and reducing the thickness of the grouting circle. With the increase of r1, H1 gradually increases, and the curves for different d in Figure 12 almost coincide, indicating that d has little influence on H1 when r1 remains unchanged.Figure 12
Relationship between the pressure head and radius of the grouting circle.As shown in Figure13, Q increases with increase of k2. Moreover, in the case of kr=10, the karst water inflow increases by 27.6×10−6 m2 s-1 from k2=2.5×10−9 ms-1 to k2=10−7 ms-1 and increases by 16.243×10−6 m2 s-1 from k2=2.5×10−9 ms-1 to k2=2×10−8 ms-1, accounting for 58.85% of the total growth. When the other conditions are kept the same, the change of the initial support permeability coefficient has an impact on karst water flow at 10-8 magnitude, while it has a greater impact at 10-9 magnitude with a higher cost. On the other hand, for a sealed tunnel, once the waterproof facilities failed, the karst water inflow would increase dramatically.Figure 13
Relationship between the karst water flow and permeability coefficient of the grouting circle.


## 5.1. The Effect of Center Distance and Cavern Radius

In this part, the center distance between the tunnel and the cavernd varies from 11.5 to 49.5 m, while the other parameters remain the same as those listed in Table 1. Figure 8 indicates that H1 gradually decreases as d increases. Moreover, in the case of kr=k/k1=10, pressure head decreases 3.76 m from d=11.5 m to d=49.5 m and the values are 2 m, 0.61 m, and 0.2 m, respectively, in the case of kr=20, 50, and 100. The slope becomes smaller as d increases, which means the influence of d on H1 gradually decreases and tends to be stable. This demonstrates that the effect of center distance between the tunnel and the cavern on the pressure head of the grouting circle is obvious when the distance is short.Figure 8
Relationship between the head pressure and distance.Figure9 illustrates the relationship between karst water inflow and cavern radius with different d. With the increase of rw, the karst water inflow gradually increases and the change rate gradually decreases to a stable state. This means the effect of the cavern radius on the tunnel water inflow is obvious when the radius is increasing, and thus, the block effect of the lining should not be ignored in terms of water ingress estimate.Figure 9
Relationship between the karst water flow and cavern radius.


## 5.2. The Effect of the Grouting Circle

Figure10 illustrates the relationship between pressure head and tunnel radius with different d. As r increases, H1 gradually decreases. Moreover, in the case of kr=10, the pressure head decreases by 7.08 m from r=2.5 m to r=4 m accounting for 45.5% of the total reduction which is 15.56 m from r=2.5 m to r=10.5 m. And when r=10.5 m, the reductions of the pressure head are 22.43 m, 26.76 m, and 25.03 m, respectively, in the case of kr=20, 50, and 100. When r=4 m, the reductions of the pressure head are 11.74 m, 17.27 m, and 18.29 m accounting for 52.3%, 64.5%, and 73.1% of the total reduction, respectively. When r>4 m, the reduction rate of H1 decreases linearly and gradually slows down. When r<4 m, the reduction rate of H1 is faster than that of r>4 m. Figure 11 illustrates the relationship between the karst water inflow and permeability coefficient of the grouting circle. With the increase of kr, the karst water inflow gradually decreases and tends to be stable. In addition, the curves for different d in Figure 11 gradually overlap, which means the influence of d on Q is gradually reduced.Figure 10
Relationship between the pressure head and tunnel radius.Figure 11
Relationship between the karst water inflow and permeability coefficient of the grouting circle.


## 5.3. The Effect of Initial Support

Figure12 illustrates the relationship between the pressure head and radius of the grouting circle for different d. Increasing r1 means increasing the thickness of the initial support and reducing the thickness of the grouting circle. With the increase of r1, H1 gradually increases, and the curves for different d in Figure 12 almost coincide, indicating that d has little influence on H1 when r1 remains unchanged.Figure 12
Relationship between the pressure head and radius of the grouting circle.As shown in Figure13, Q increases with increase of k2. Moreover, in the case of kr=10, the karst water inflow increases by 27.6×10−6 m2 s-1 from k2=2.5×10−9 ms-1 to k2=10−7 ms-1 and increases by 16.243×10−6 m2 s-1 from k2=2.5×10−9 ms-1 to k2=2×10−8 ms-1, accounting for 58.85% of the total growth. When the other conditions are kept the same, the change of the initial support permeability coefficient has an impact on karst water flow at 10-8 magnitude, while it has a greater impact at 10-9 magnitude with a higher cost. On the other hand, for a sealed tunnel, once the waterproof facilities failed, the karst water inflow would increase dramatically.Figure 13
Relationship between the karst water flow and permeability coefficient of the grouting circle.


## 6. Conclusion

This paper derived analytical solutions for the steady-state karst water inflow and verified the new solution with numerical simulation and analytical solution. The conclusions from this study are summarized as follows:(1)
The expression of karst water seepage flow in the karst tunnel is derived by conformal mapping method and then verified with numerical simulation via the software FLAC3D and analytical solution obtained from the method of inversion transformation
(2)
The karst water inflow shows a curve relationship as the tunnel radius increase and increases as the lining becomes thinner or the permeability coefficient of the lining increases. For a sealed tunnel, once the waterproof facilities failed, the karst water inflow would increase dramatically. During construction, we should pay attention to the safety range of the initial support thickness
(3)
When the other parameters remain unchanged,H1 decreases and becomes stable as d increases. When r>4 m, the reduction rate of H1 decreases linearly and gradually slows down. When r<4 m, the reduction rate of H1 is faster than that of r>4 m. When r=4 m, the decrease of H1 with the increase of kr gradually increases. With the increase of r1, H1 gradually increases, and the curves for different d almost coincide, indicating that d has little influence on H1 when r1 remains unchanged
(4)
The model assumed in this paper has some limitations. There is no surface water on the ground, so the inflow and pressure head of the surface water are not taken into account in the simplified model. Therefore, the inflow and pressure head models of seepage field under the interaction of the surface water and karst water are required for further research



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*Source: 1756856-2019-02-25.xml*