# Karst Aquifer Water Inflow into Tunnels: An Analytical Solution

Authors: Chong Jiang; Haixia Han; Hansong Xie; Jing Liu; Zhao Chen; Huawei Chen
Journal: Geofluids
 (2021)

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## Abstract

This study gives two new analytical solutions to the tunnel by high-pressure water in the cavern. Firstly, it deals with the analytical solution for the seepage inflow in unsupported karst aquifer tunnels considering the boundary condition. Secondly, it focuses on the study of the seepage force and gives the reduction coefficient of lining water pressure. A comparison of the analytical solution and the finite element software shows a curve relationship as the relevant permeability coefficientβ increases. The results show that the analytical solution and numerical solution are consistent. As d increases, β decreases gradually. β increases as rw increases or the grouting circle and initial support become thinner or the secondary lining becomes thicker. In summary, the analytical solution of β can be used to predict the seepage inflow and the seepage force of the actual engineering.


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## Body

## 1. Introduction

There are two types of karst aquifer tunnels: sealed and drained [1]. When designing the sealed tunnels, the lining withstands full hydrostatic pressure and earth pressure [2]. However, the seepage inflow and the head pressure of the lining structure need to be taken into account in the design of the tunnels. Therefore, one of the safety issues is to estimate the seepage inflow and the head pressure of the lining structure acting on the lining.Early researchers have investigated the problems of deep underwater tunnels and given some solutions to these problems, but they have not been applied to actual engineering [3–5]. Some researchers solved the analytical solution for the groundwater inflow based on the theory of hydraulics and image method [6–9]. Park et al. [10] carefully studied the two boundary conditions around the circumference of the underwater tunnel and deduced two analytical solutions for the groundwater inflow into a tunnel. A seepage filed analytical solution for a lined tunnel was derived, but they only considered one layer of linings [11, 12]. Two types of filled karst caves, with water and with water-mud mixture, in front of the tunnel face are studied to estimate the required thickness of the supporting rock stratum in order to prevent water and mud inrush under earthquake action [13]. Zhang [14], Zheng [15], Kong [16], Shin et al. [17], and Cao et al. [18] derived the analytical solution of water pressure acting on the lining or rock tunnels. Zhang et al. [19] suggested a new set of analytical solutions for predicting the effect of grouting on ground and shield tunnel behavior as a consequence of steady water inflow into a tunnel in saturated clay based on relative permeability of the tunnel lining and grouting material to the surrounding soil. Huang et al. [20] and Perrochet and Dematters [21] established and calculated numerical models to verify theoretical calculations and predict transient discharge flow into a tunnel drilled at various speeds through a heterogeneous formation. Based on a theoretical method for laminar and turbulent flow, Joo and Shin [22] investigated the relationship between water pressure and inflow rate in underwater tunnels and buried pipes. Li et al. [11]. Based on the image method and theory of seepage mechanics, the analytical solution for the steady seepage field of twin-parallel tunnels in the semi-infinite plane was derived and was compared and verified with the numerical solution [23, 24]. A new analytical solution for the karst tunnel was given by Jiang et al. [25] based on mirror image and inversion mapping. Considering the parameters, Xie et al. [26] solved the analytical solution for the karst tunnel based on conformal mapping, but they only considered one of the tunnel boundaries. Park et al. [27] showed the analytical solutions for the seepage force acting on the lining in a drained circular tunnel under the steady-state groundwater flow condition. And some scholars have studied the shear and fracture properties of the surrounding rock [28–31].Various methods have been developed to estimate the groundwater inflow for deep underwater tunnels. However, there are few analytical solutions for the seepage force of karst aquifer tunnels. This study consists of two parts. First, it deals with the analytical solution for the seepage inflow in the karst aquifer tunnel considering the boundary conditions. And the seepage inflow of unsupported tunnels and supported tunnels is discussed separately. The second part focuses on the study of the karst aquifer tunnel lining structure and gives the analytical solution of the seepage force. And a parameter of the lining water pressure is proposed. The numerical analysis and analytical solution are compared to investigate the effect of different parameters.


## 2. Analytical Solution of the Tunnel Seepage Field

### 2.1. Assumption

The basic assumptions of this paper are as follows:(1)
The tunnel and the cavern have large depths, and the tunnel is infinitely long, so the working surface is a two-dimensional infinite plane, and the gravity is not considered(2)
The surrounding rock is an isotropic and continuous medium(3)
The seepage of karst water into the tunnel conforms to Darcy’s law, and the water pressure in the cavern is equal everywhere


### 2.2. Conformal Mapping

The center of the tunnel is used as an origin in the Cartesian coordinate system, with the horizontal direction represented by thex-axis and the vertical direction represented by the y-axis, as shown in Figure 1(a). r and rw are radii of the tunnel and the cavern, respectively. The center distance between the tunnel and the cavern is d. The tunnel and the cavern in the z-plane are mapped onto two concentric circles of radii R0 and 1, in the w-plane by the analytic function (Figure 1(b)) [26].Figure 1
Theoretical model of the unsupported tunnel. (a) The tunnel and the cavern in the infinite aquifer. (b) Plane of conformal mapping.The analytic function of mapping is(1)z=wa−1wr−ra,where a and R0 are parameters defined as
(2)a=d2−rw2−r2−d+rw2−r2d−rw2−r24dd−rw<a<d+rw,(3)R0=d2−rw2−r2−d+rw2−r2d−rw2−r22rrw0<R0<1,By considering the boundary conditions and the Laplace equation in thew-plane, the solution for the total head on a circle with radius ρ can be expressed as
(4)ϕ=C1+C2lnρ+∑n=1∞C3ρn+C4ρ−ncosnφ+∑n=1∞C5ρn+C6ρ−nsinnφ,where ϕ=P/γw+y, P is the water pressure, γw is the unit weight of water, and y is the elevation head. C1, C2, C3, C4, C5, and C6 are constants to be determined from the boundary conditions at the tunnel and the cavern circumference. n is the natural number, and φ is the angle between ρ and u-axis in the w-plane.


### 2.3. The Boundary Condition

The boundary condition of the cavern circumference isϕ=Hw.
(5)ϕρ=1=C1+∑n=1∞C3+C4cosnφ+∑n=1∞C5+C6sinnφ=Hw⟶C1=Hw,C3=−C4,C5=−C6.The boundary condition of the tunnel circumference isP=0, so ϕ=y.By consideringw=R0expiφ in the w-plane, the elevation head around the tunnel circumference can be expressed as
(6)y=∑n=1∞a2−1an−1R0nrsinnφ,(7)ϕρ=R0=C1+C2lnρ+∑n=1∞C3R0n+R0−ncosnφ+∑n=1∞C5R0n+R0−nsinn=y⟶C2=−HwlnR0,C3=0,C5=ra2−1an−1R02nR02n−1,so,
(8)ϕ=Hw−HwlnR0lnρ+∑n=1∞ra2−1an−1R02nR02n−1R0n+R0−nsinnφ.The seepage per unit length of the tunnel length is(9)Q=k∫02π∂ϕ∂ρρdφ=−2πkHwlnR0,where k is the permeability coefficient of the surrounding rock.


## 2.1. Assumption

The basic assumptions of this paper are as follows:(1)
The tunnel and the cavern have large depths, and the tunnel is infinitely long, so the working surface is a two-dimensional infinite plane, and the gravity is not considered(2)
The surrounding rock is an isotropic and continuous medium(3)
The seepage of karst water into the tunnel conforms to Darcy’s law, and the water pressure in the cavern is equal everywhere


## 2.2. Conformal Mapping

The center of the tunnel is used as an origin in the Cartesian coordinate system, with the horizontal direction represented by thex-axis and the vertical direction represented by the y-axis, as shown in Figure 1(a). r and rw are radii of the tunnel and the cavern, respectively. The center distance between the tunnel and the cavern is d. The tunnel and the cavern in the z-plane are mapped onto two concentric circles of radii R0 and 1, in the w-plane by the analytic function (Figure 1(b)) [26].Figure 1
Theoretical model of the unsupported tunnel. (a) The tunnel and the cavern in the infinite aquifer. (b) Plane of conformal mapping.The analytic function of mapping is(1)z=wa−1wr−ra,where a and R0 are parameters defined as
(2)a=d2−rw2−r2−d+rw2−r2d−rw2−r24dd−rw<a<d+rw,(3)R0=d2−rw2−r2−d+rw2−r2d−rw2−r22rrw0<R0<1,By considering the boundary conditions and the Laplace equation in thew-plane, the solution for the total head on a circle with radius ρ can be expressed as
(4)ϕ=C1+C2lnρ+∑n=1∞C3ρn+C4ρ−ncosnφ+∑n=1∞C5ρn+C6ρ−nsinnφ,where ϕ=P/γw+y, P is the water pressure, γw is the unit weight of water, and y is the elevation head. C1, C2, C3, C4, C5, and C6 are constants to be determined from the boundary conditions at the tunnel and the cavern circumference. n is the natural number, and φ is the angle between ρ and u-axis in the w-plane.


## 2.3. The Boundary Condition

The boundary condition of the cavern circumference isϕ=Hw.
(5)ϕρ=1=C1+∑n=1∞C3+C4cosnφ+∑n=1∞C5+C6sinnφ=Hw⟶C1=Hw,C3=−C4,C5=−C6.The boundary condition of the tunnel circumference isP=0, so ϕ=y.By consideringw=R0expiφ in the w-plane, the elevation head around the tunnel circumference can be expressed as
(6)y=∑n=1∞a2−1an−1R0nrsinnφ,(7)ϕρ=R0=C1+C2lnρ+∑n=1∞C3R0n+R0−ncosnφ+∑n=1∞C5R0n+R0−nsinn=y⟶C2=−HwlnR0,C3=0,C5=ra2−1an−1R02nR02n−1,so,
(8)ϕ=Hw−HwlnR0lnρ+∑n=1∞ra2−1an−1R02nR02n−1R0n+R0−nsinnφ.The seepage per unit length of the tunnel length is(9)Q=k∫02π∂ϕ∂ρρdφ=−2πkHwlnR0,where k is the permeability coefficient of the surrounding rock.


## 3. The Seepage Force of the Supported Tunnel

The support of the tunnel includes the grouting circle, initial support, and secondary lining, as shown in Figure2. It is assumed that the pressure heads of support circumferences are equal and constant. And the seepage inflow through the supports is equal to the tunnel seepage inflow.Figure 2
Relationships between lining structures.Ht, Hs, and y are pressure heads along the joints of the grouting circle and initial support circumference, the initial support and secondary lining circumference, and the secondary lining inner circumference, respectively. r1, r2, and r3 are radii of the grouting circle, initial support, and internal of the secondary lining, respectively. k1, k2, and k3 are permeability coefficients of the grouting circle, initial support, and secondary lining, respectively.For the restricted row tunnel, the excavation of the tunnel has an effect on the seepage field of the surrounding rocks, and the seepage force has also changed. The pressure head of any point within the secondary lining can be obtained, according to Darcy’s law and their boundary conditions (ζ=r3, h=0; ζ=ζ, h=H1s), and ζ is the radius of any point within the secondary lining in the w-plane.
(10)H1s=Hw−k3/klnR0s+k3/k1lnr1/r+k3/k2lnr/r2+lnr2/r3lnζr3,where
(11)R0s=d2−rw2−r12−d+rw2−r12d−rw2−r122r1rw.The water pressure on the outside of the secondary lining can be derived from Equation (10) when ζ=r2, and it approximated to hydrostatic pressure.
(12)P=γwHs=γwHw−k3/klnR0s+k3/k1lnr1/r+k3/k2lnr/r2+lnr2/r3lnr2r3=βγwHw,where β is the reduction coefficient of lining water pressure.
(13)β=lnr2/r3−k3/klnR0s+k3/k1lnr1/r+k3/k2lnr/r2+lnr2/r3.The unit seepage force at any point in the secondary lining can be expressed as(14)f=−γw∂H1s∂t=−γwHwζ−k3/klnR0s+k3/k1lnr1/r+k3/k2lnr/r2+lnr2/r3.After the integration, the seepage force on the outside of the secondary lining is(15)Fs=∫r3r2fdζ=−γwHw−k3/klnR0s+k3/k1lnr1/r+k3/k2lnr/r2+lnr2/r3lnr2r3=−βγwHw=−P.The pressure head on the outside of the initial support can be obtained, according to its boundary conditions.(16)Ht=Hw−k3/klnR0s+k3/k1lnr1/r+k3/k2lnr/r2+lnr2/r3lnr2r3+Hw−k2/klnR0s+k2/k1lnr1/r+lnr/r2+k2/k3lnr2/r3lnrr2.And the seepage force on the outside of the initial support is(17)Ft=−γwHw−k2/klnR0s+k2/k1lnr1/r+lnr/r2+k2/k3lnr2/r3lnrr2.The pressure head on the outside of the grouting circle can be obtained, according to its boundary conditions.(18)Hg=Hw−k3/klnR0s+k3/k1lnr1/r+k3/k2lnr/r2+lnr2/r3lnr2r3+Hw−k2/klnR0s+k2/k1lnr1/r+lnr/r2+k2/k3lnr2/r3lnrr2+Hw−k1/klnR0s+lnr1/r+k1/k2lnr/r2+k1/k3lnr2/r3lnr1r.The seepage force on the outside of the grouting circle is(19)Fg=−γwHw−k1/klnR0s+lnr1/r+k1/k2lnr/r2+k1/k3lnr2/r3lnr1r.The seepage force in the surrounding rock is(20)Fr=−γwHw−lnR0s+k/k1lnr1/r+k/k2lnr/r2+k/k3lnr2/r3lnR0sr1.Before and after the completion of the secondary lining, the difference in the seepage force of the surrounding rock is(21)ΔFr=k/k3γwHw−lnR0s+k/k1lnr1/r+k/k2lnr/r2+k/k3lnr2/r3−lnR0s+k/k1lnr1/r+k/k2lnr/r2lnlnR0sr1lnr2r3>0.From Equation (21), it can be seen that after the completion of the secondary lining, the seepage force of the surrounding rock increases, which means that the direction of the force exerted by the secondary lining on the surrounding rock is away from the direction of the tunnel center.Then, the tunnel inflowQ and the seepage force on the outside of the secondary lining Fs can be rewritten as
(22)Q=β2πk3Hwlnr2/r3,(23)Fs=−βγwHw.


## 4. Verification and Discussion

The seepage inflow and the seepage force are important factors reflecting the safety of tunnels in karst areas. It is very important to verify their correctness. The karst water inflow and seepage force are related toβ according to Equations (22) and (23). So β should be verified first. The characteristic parameter values for verification are shown in Table 1. The model of 100×100m is established with FLAC3D. When rg=r1−r=3m, rs=r−r2=0.5m, rl=r2−r3=0.5m, d=16.5m, and rw=5.5m, the numerical simulation tunnel model consists of 186240 elements, as shown in Figure 3. The pore water pressure at the four points is as follows: 1 (36.25, -2, 50), 2 (41.75, -2, 44.5), 3 (47.25, -2, 50), and 4 (41.75, -2, 55.5), as shown in Figure 4.Table 1
Characteristic data for verification.
r (m)r1 (m)r2 (m)r3 (m)rw (m)k (cm·s-1)k1 (cm·s-1)k2 (cm·s-1)k3 (cm·s-1)d (m)695.555.510-610-710-810-1016.5Figure 3
The numerical simulation model.Figure 4
Pore water pressure of recorded points.


### 4.1. The Effect of the Grouting Circle and Surrounding Rock

The influence of the grouting circle and surrounding rock onβ is described in Figure 5. It can be seen from Figures 5(a) and 5(b) that β is increased as the permeability coefficient of the grouting circle increases, regardless of the analytical solution and numerical solution. β increases remarkably when k1/k3<400. That is to say, β can be reduced efficiently by decreasing the permeability of the grouting circle when k1/k3<400. In addition, the numerical solution for β at point 3 is 97% of the analytical solution. It can be seen from Figure 5(a) that when k1<6.5×10−7cm·s−1, the difference between β of different rg decreases gradually. When k1>6.5×10−7cm·s−1, the difference between β of different rg increases gradually. It shows that the effect of rg on β decreases gradually as k1 increases. It means that the seepage inflow and pressure head acting on the outside of the secondary lining without grouting are greater than those with grouting, which indicates that grouting can effectively control the karst inflow to the tunnel. In summary, the analytical solution and the numerical solution are relatively matched. The smaller the permeability coefficient of the grouting circle, the closer the analytic and numerical simulation solutions will be, and the better the match will be.Figure 5
Relationship betweenβ and the grouting circle and surrounding rock. (a) Relationship between β and k1. (b) Comparison of β and k1/k3. (c) Comparison of β and d. (d) Relationship between β and rg.
(a)(b)(c)(d)Other parameters remained unchanged, and the center distance between the tunnel and the cavern increased from 16.5 m to 20.5 m. Figure5(c) shows the relationship between β and the center distance. The figure shows that β decreases as d increases. In order to make the tunnel lining bear less water pressure, the pressure head, seepage inflow, and seepage force should be smaller; that is, β is smaller. Therefore, considering the economic benefits and feasibility study, the tunnel should be designed away from the cavern.Figure5(d) illustrates the relationship between β and the thickness of the grouting circle. The slope of β decreases gradually, and the influence of rg on β gradually decreases. β tends to be stable when k1 gradually approaches k. Therefore, when applying on practical projects, the grouting depth should be appropriately increased during grouting to reduce the water inflow and pressure head acting on the outside of the secondary lining; that is, β is smaller. In addition, the simulation results show that β decreases linearly with the increase of rg, which is consistent with the analytical solution, reflecting that the conformal mapping method in this paper is feasible.


### 4.2. The Effect of the Initial Support and Secondary Lining

Figures6(a) and 6(b) illustrate the relationship between β and rs. It can be seen that the slope of β gradually decreases with the increase of k2. When k2<5×10−8cm·s−1, the change of β with rs is obvious. Therefore, in the actual project, the thickness of the initial support should be increased to reduce the seepage inflow of the tunnel and pressure head on the outside of the secondary lining. When k2>5×10−8cm·s−1, rs has little effect on β, which indicates that the influence of the seepage inflow and pressure head on the outside of the secondary lining is small. Therefore, increasing rs cannot effectively control the inflow of karst water, and it increases the construction cost. And it is not advisable to increase rs indefinitely to resist water pressure.Figure 6
Relationship betweenβ and the initial support. (a) Relationship between β and rs. (b) Comparison of the numerical solution and theoretical solution. (c) Relationship between β and k2/k3. (d) Relationship between β and rl.
(a)(b)(c)(d)Figure6(c) compares β between the analytical solution and the simulation solutions, considering the relative permeability of the secondary lining to the initial support. The analytical solution is much larger than the numerical solution for β at locations. The analysis is based on an infinite plane, but the boundaries of numerical simulation are limited. As shown in Figure 6, as the relative permeability increases, the rate of the β decrease slows. As the permeability of the initial support decreases, the gap between the analytical and numerical solutions gradually decreases. When the relative permeability is greater than 10, β gradually stabilizes. In addition, the numerical solution for β at point 3 is 97% of the analytical solution. That is to say, the analytical solution of β can be used to predict the seepage inflow and the seepage force of the actual engineering.The influence of the thickness of the secondary liningrl on β is shown in Figure 6(d). When k3=9×10−10·s−1, β reaches stability when rl=1m, while when k3=1×10−10·s−1, β reaches stability when rl=0.5m. It is stated that when k3 is a certain value, increasing rl will increase the construction cost and fail to reduce the water inflow and pressure head. Therefore, it is unreasonable to increase the rl infinitely for tunnel seepage safety. Considering the economic benefits and seepage safety of karst aquifer tunnels during construction, k3 and rl should be appropriately reduced. Results from the finite difference software show that the increase of β with rl tends to be stable at rl=0.5m, which is consistent with the analytical solution.


### 4.3. The Effect of the Cavern

Figure7 shows the relationship between β and rw. For various radii of the cave, the reduction coefficients of lining water pressure are almost coincident. The tendencies of the analytical solution and the simulation solutions are consistent, but they differ in numerical values. The analytical solution is slightly larger than the numerical solution for β at point 3. As shown in Figure 7, β increases linearly with the increase of rw; in addition, the numerical solution for β at point 3 is 95% of the analytical solution. In summary, the analytical solution of β can be used to predict the seepage inflow and the seepage force of the actual engineering.Figure 7
Relationship betweenβ and rw. (a) Relationship between β and rw. (b) Comparison of the numerical solution and analytical solution.
(a)(b)


## 4.1. The Effect of the Grouting Circle and Surrounding Rock

The influence of the grouting circle and surrounding rock onβ is described in Figure 5. It can be seen from Figures 5(a) and 5(b) that β is increased as the permeability coefficient of the grouting circle increases, regardless of the analytical solution and numerical solution. β increases remarkably when k1/k3<400. That is to say, β can be reduced efficiently by decreasing the permeability of the grouting circle when k1/k3<400. In addition, the numerical solution for β at point 3 is 97% of the analytical solution. It can be seen from Figure 5(a) that when k1<6.5×10−7cm·s−1, the difference between β of different rg decreases gradually. When k1>6.5×10−7cm·s−1, the difference between β of different rg increases gradually. It shows that the effect of rg on β decreases gradually as k1 increases. It means that the seepage inflow and pressure head acting on the outside of the secondary lining without grouting are greater than those with grouting, which indicates that grouting can effectively control the karst inflow to the tunnel. In summary, the analytical solution and the numerical solution are relatively matched. The smaller the permeability coefficient of the grouting circle, the closer the analytic and numerical simulation solutions will be, and the better the match will be.Figure 5
Relationship betweenβ and the grouting circle and surrounding rock. (a) Relationship between β and k1. (b) Comparison of β and k1/k3. (c) Comparison of β and d. (d) Relationship between β and rg.
(a)(b)(c)(d)Other parameters remained unchanged, and the center distance between the tunnel and the cavern increased from 16.5 m to 20.5 m. Figure5(c) shows the relationship between β and the center distance. The figure shows that β decreases as d increases. In order to make the tunnel lining bear less water pressure, the pressure head, seepage inflow, and seepage force should be smaller; that is, β is smaller. Therefore, considering the economic benefits and feasibility study, the tunnel should be designed away from the cavern.Figure5(d) illustrates the relationship between β and the thickness of the grouting circle. The slope of β decreases gradually, and the influence of rg on β gradually decreases. β tends to be stable when k1 gradually approaches k. Therefore, when applying on practical projects, the grouting depth should be appropriately increased during grouting to reduce the water inflow and pressure head acting on the outside of the secondary lining; that is, β is smaller. In addition, the simulation results show that β decreases linearly with the increase of rg, which is consistent with the analytical solution, reflecting that the conformal mapping method in this paper is feasible.


## 4.2. The Effect of the Initial Support and Secondary Lining

Figures6(a) and 6(b) illustrate the relationship between β and rs. It can be seen that the slope of β gradually decreases with the increase of k2. When k2<5×10−8cm·s−1, the change of β with rs is obvious. Therefore, in the actual project, the thickness of the initial support should be increased to reduce the seepage inflow of the tunnel and pressure head on the outside of the secondary lining. When k2>5×10−8cm·s−1, rs has little effect on β, which indicates that the influence of the seepage inflow and pressure head on the outside of the secondary lining is small. Therefore, increasing rs cannot effectively control the inflow of karst water, and it increases the construction cost. And it is not advisable to increase rs indefinitely to resist water pressure.Figure 6
Relationship betweenβ and the initial support. (a) Relationship between β and rs. (b) Comparison of the numerical solution and theoretical solution. (c) Relationship between β and k2/k3. (d) Relationship between β and rl.
(a)(b)(c)(d)Figure6(c) compares β between the analytical solution and the simulation solutions, considering the relative permeability of the secondary lining to the initial support. The analytical solution is much larger than the numerical solution for β at locations. The analysis is based on an infinite plane, but the boundaries of numerical simulation are limited. As shown in Figure 6, as the relative permeability increases, the rate of the β decrease slows. As the permeability of the initial support decreases, the gap between the analytical and numerical solutions gradually decreases. When the relative permeability is greater than 10, β gradually stabilizes. In addition, the numerical solution for β at point 3 is 97% of the analytical solution. That is to say, the analytical solution of β can be used to predict the seepage inflow and the seepage force of the actual engineering.The influence of the thickness of the secondary liningrl on β is shown in Figure 6(d). When k3=9×10−10·s−1, β reaches stability when rl=1m, while when k3=1×10−10·s−1, β reaches stability when rl=0.5m. It is stated that when k3 is a certain value, increasing rl will increase the construction cost and fail to reduce the water inflow and pressure head. Therefore, it is unreasonable to increase the rl infinitely for tunnel seepage safety. Considering the economic benefits and seepage safety of karst aquifer tunnels during construction, k3 and rl should be appropriately reduced. Results from the finite difference software show that the increase of β with rl tends to be stable at rl=0.5m, which is consistent with the analytical solution.


## 4.3. The Effect of the Cavern

Figure7 shows the relationship between β and rw. For various radii of the cave, the reduction coefficients of lining water pressure are almost coincident. The tendencies of the analytical solution and the simulation solutions are consistent, but they differ in numerical values. The analytical solution is slightly larger than the numerical solution for β at point 3. As shown in Figure 7, β increases linearly with the increase of rw; in addition, the numerical solution for β at point 3 is 95% of the analytical solution. In summary, the analytical solution of β can be used to predict the seepage inflow and the seepage force of the actual engineering.Figure 7
Relationship betweenβ and rw. (a) Relationship between β and rw. (b) Comparison of the numerical solution and analytical solution.
(a)(b)


## 5. Conclusion

This paper derived analytical solutions of the seepage inflow in the unsupported tunnel and lining seepage force in the lined tunnel. The finite element analysis software is used to simulate and calculate the seepage field of the tunnel with lining, and results are compared with analytical solutions to analyze the influencing factors. The conclusions are as follows:(1)
For the seepage problem of tunnels in karst areas, the seepage inflow of unsupported tunnels and supported tunnels can be obtained by complex variable function and seepage mechanics(2)
Assuming that each layer of the lining pressure head is equal, the seepage force of the supported tunnel is solved by seepage mechanics. The analytical solution of the lining water pressure reduction coefficient of the tunnel in the karst area is obtained(3)
The corresponding finite element analysis model is established. The relationship betweenβ and the relative permeability of the initial support to the secondary lining, the grouting circle to the secondary lining, and the surrounding rock to the secondary lining is studied from the analytical solution and the numerical solution. And the tendencies of the analytical solution and the simulation solutions are consistent(4)
β increases as k2/k3 and k1/k3 increase. As the permeability of the initial support and grouting circle decreases, the decrease of the analytical solution and numerical solution becomes closer. As d decreases, β increases gradually. β increases as rw increases or the grouting circle and initial support become thinner or the secondary lining becomes thicker. In summary, the analytical solution of β can be used to predict the seepage inflow and the seepage force of the actual engineering



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