# Complex Variable Solutions for Forces and Displacements of Circular Lined Tunnels

Authors: Xingbo Han; Yongxu Xia; Xing Wang; Lunlei Chai
Journal: Mathematical Problems in Engineering
 (2018)

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## Abstract

A complex variable method for solving the forces and displacements of circular lined tunnels is presented. Complex potentials for the stresses and displacements are expressed in the term of series expression. The undetermined coefficients of the complex potentials are obtained according to the stress boundary conditions along the lining inner surface and the displacement and surface traction boundary condition along the lining and rock-mass interface. Solutions for the stresses and displacements of the tunnel lining and rock-mass are then established by applying Muskhekishvili’s complex variable method. In addition, forces solutions for linings are presented based on the tangential stress at the two boundaries. Examples are finally established to reveal the applicability and accuracy of the proposed method. The effects of the degrees from the tunnel crown to the invert, coefficient of the lateral earth pressure, and distance from the rock-mass to the interface on the regulations of the lining forces and rock-mass stresses are also thoroughly investigated.


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## Body

## 1. Introduction

Tunnels are essential infrastructures that play a pivotal role in water conveyance, transportation, and mining, as well as military engineering. Linings are the most important structures to ensure the safety of the tunnel system. It has been of high interest to determine the stress and displacement distribution of the surrounding rock-mass and the force and deformation response of the lining with high level of accuracy [1–9].Numerical simulation and analytic method, as well as in situ or indoors experiment, are the three main approaches used in practice to predict the stresses and deformations of the tunnel lining and surrounding rock-mass. Extensive numerical simulations have been performed in recent years. Möller and Vermeer (2008) applied finite element method and researched the lining forces and soil displacements of two under construction tunnels [10]. Liu et al. (2017) preformed a simulation of the Gongti North Road tunnel of Beijing Metro Line 10 built by the PBA method to determine the stress state of the structure under construction [11]. Also, a series of 3D FEM analysis were performed by Avgerinos et al. (2017) to discuss the lining forces and deformation of the future Crossrail tunnel [12]. Numerical method can be used to solve problems with nonlinear soil property (elastoplastic or elastoviscoplastic) and complex boundary conditions. However, most of the numerical simulations are applied to certain engineering cases and are difficult to give an understanding of how final solutions are influenced by different parameters [3, 13–15]. The solution obtained by analytical method is still in great significance for in-depth analysis of tunnel engineering.To derive the analytic solutions for the structure forces and displacements, many researchers treated the tunnel lining as shallow arches. Pi et al. (2002) investigated the stress and buckling behaviour of the shallow arch under the radial uniformly distributed load by using the energy method [16]. Gao et al. (2014) combined the structural analysis and material uncertainties of arches and presented the results of the axial compressive force, bending moment, and axial displacement [17]. These methods presented an access to the assessment of the circular structures but are still difficult to solve the lining and rock-mass problems due to the difference between boundary conditions of the models and field.The theoretical methods for circular tunnels are also fully developed. Based on the complex potential functions and conformal mapping, Muskhekishvili and Radok (1953) proposed a complex variable method to investigate the stress components and deformation within the material [18]. This method was also used by Lekhnitskii (1968) to determine the closed-form solutions for the stresses around a circular hole [19]. Then Verruijt (1997) applied the complex variable method on the circular tunnel in an elastic half-plane [20]. Similar method was used by Manh et al. (2013) to develop a semianalytical solution for an unlined circular tunnel excavated in a transversely isotropic formation with nonlinear behaviour [21]. However, the interaction between the tunnel lining and geomaterial was ignored in these methods. Two different regions should be assumed when the lining is considered and thus increased the complexity of the problem.This study aims to establish solutions for forces and displacements of lined tunnels by using Muskhekishvili’s complex variable method. Some instantaneous elastic deformation occurs in the surrounding rock-mass before the lining is installed [13]. Thus, it is reasonable to consider the support delay of the lining after the tunnel is excavated. A release coefficient η is assumed herein to consider the support delay and the interaction between the lining and surrounding rock-mass. The inner surface of the transportation (highway, railway, metro, etc.) tunnel lining is a free boundary condition where the load action is zero. Nevertheless, the situation is different for pressured water-conveyance tunnels. Hence, a radial pressure pn is considered to cover both situations (pn equals zero for transportation tunnels). Stresses and displacements are firstly derived by expressing the complex potentials in terms of series expression. Then, three governing equations to determine the unknown coefficients of the potentials are obtained based on the stress boundary conditions at the lining inner surface and the displacement and surface force boundary conditions at the lining and rock-mass interface. In addition, according to the knowledge of the mechanics of materials, forces solutions for linings are also presented by using the tangential stress result at two boundaries. Finally, parameter analysis through examples is established to acquire regulations for the forces and displacements of the lining and rock-mass, respectively. Guidance for the design and construction of the circular tunnel is also presented based on the result of parameter analysis.


## 2. Complex Variable Method for Lined Circular Tunnels

The problem can be considered as a reinforced hole in an infinite plane subjected to a uniform stress state at infinity while the tunnel is located at a great depth compared with the tunnel dimension. The infinite plane on the complex plane is divided into two isotropic homogenous regions considering both the lining and surrounding rock-mass. As shown in Figure1, the two regions are bounded by contours γ1 and γ2, which represent the inner and outer boundaries of the lining, respectively. The conformal mapping function of the circle can be expressed as follows [13]:(1)z=ωζ=Rζ=Reiθwhere i=-1 andR is the radius of the circle.Figure 1
Lined tunnel under an initial stress field.The stress components provided by Muskhelishvli and Radok (1953) [18] based on the complex variable method are as follows:(2)σx+σy=4Reφ′zσy-σx+2iτxy=2z¯φ′′z+ψ′zwhere σx and σy are the horizontal and vertical stress components, respectively, and τxy is the shear stress. φ(z) and ψ(z) are two complex potentials, and Re{} denotes the real part of {}.The displacement components can be described as follows:(3)2Gux+iuy=κφz-zφ′z¯-ψz¯where ux and uy are the horizontal and vertical displacement components, respectively,G is the shear modulus, and κ is a parameter related to Poisson’s ratio υ and is as follows:(4)κ=3-4μplanestrian3-4μ1+μplanestressDenote the total displacement of the rock-mass induced by the excavation without support on the orthogonal curvilinear coordinate system asuρ1R+iuθ1R; from (3), it can be expressed as follows [22, 23]:(5)uρ1R+iuθ1R=e-iθux1R+iuy1R=12G1e-iθκ1φ1z-zφ1′z¯-ψ1z¯where uρ1R and uθ1R are the radial and tangential displacement components, respectively, G1 and κ1 refer to the parameters of the surrounding rock-mass, and, in order to show discrimination, the complex potentials for the situation without lining are denoted as φ1(z) and ψ1(z).The surface tractions along the boundaries satisfy the following equation:(6)i∫ABXn+iYnds=φ1z+zφ1′z¯+ψ1z¯where Xn and Yn are components of the surface traction vector in x and y directions, respectively,A and B are points at the boundary, and ds is the arc length.As shown in Figure2, p is the vertical component of in situ stress, and λ is the lateral pressure coefficient. The rock-mass is in initial stress state where σx0=-λp, σy0=-p, and σxy0=0 before the excavation of the tunnel. The surface tractions can be determined by the initial stress field as follows [13]:(7)Xn+iYn=-λpdyds+ipdydsFigure 2
Surface force components on the boundary of an unlined tunnel.The excavation of the tunnel is an application of a surface with magnitude of-Xn+iYn on the working face [13]. From (7), the following can be derived as(8)i∮-Xn+iYnds=p1+λ2z+p1-λ2z-z=R1eiθThe stress boundary condition atρ=R1in the unsupported situation can be expressed as follows:(9)φ1z+zφ1′z¯+ψ1z¯=p1+λ2z+p1-λ2z-The general solution for the complex potentials can be expressed by the following [22]:(10)φ1z=12π1+κ1X+iYln⁡z+B+iCz+φ10zψ1z=12π1+κ1X-iYln⁡z+B′+iC′z+ψ10zwhere X and Y are the resultant force in x and y direction, respectively, B,C,B′,C′ are real constant, and functions φ10(z) and ψ10(z) can be expressed as(11)φ10z=a0+∑k=1∞akz-kψ10z=b0+∑k=1∞bkz-kAccording to [20], in this problem,X andY equal zero because the surface forces on the contour are balanced force system. Since only the surface forces influence the displacement caused by the excavation, B=C=B′=C′=0. The displacement at infinity equals zero; thusa0 and b0 equal zero. Eq. (10) can be then expressed as(12)φ1z=∑k=1∞akz-kψ1z=∑k=1∞bkz-kBy substituting (12) into (9), the two potentials in (6) can be obtained by the following equations [13]:(13)φ1z=p1+λ2R121zψ1z=p1+λ2R121z+p1+λ2R141z3Substituting (13) into (5) the following equations can be obtained:(14)uρ1R+iuθ1R=12G1e-iθκ1p1+λ2R121z+p1+λ2R12zz¯2-p1+λ2R121z-p1+λ2R141z¯3Considering that the lining is installed when the displacement isη times the total displacement of the unsupported tunnel, the displacement of the rock-mass uρ2R+iuθ2R occurs before the support of the lining can be expressed as follows:(15)uρ2R+iuθ2R=ηuρ1R+iuθ1Rwhere η is between 0 and 1. When η equals zero, the tunnel is supported immediately after excavation, which means no deformation occurs in the rock-mass before the tunnel is lined. This situation will not happen in the practice because no matter how fast the lining is supported, the surrounding rock will have some deformation. When η equals 1, the lining is applied after the total displacement has completed.After the lining is applied, a part of the displacement of the surrounding rock-mass is restricted and can be then presented by the following equation:(16)2G1uρ3R+iuθ3R=e-iθκ1φ2z-zφ2′z¯-ψ2z¯From (15) and (16), the final displacement of the surrounding rock-mass for the lined tunnel uρR+iuθR can be expressed as follows:(17)uρR+iuθR=uρ1R+iuθ1R-uρ2R+iuθ2R+uρ3R+iuθ3R=1-η2G1e-iθκ1φ1z-zφ1′z¯-ψ1z¯+12G1e-iθκ1φ2z-zφ2′z¯-ψ2z¯The displacement of the lining can be derived by the following equation:(18)2G2uρL+iuθL=κ2φ3z-zφ3′z¯-ψ3z¯where uρL and uθL are the displacement components of any point of the lining in the radial and tangential directions and G2 and κ2 refer to the parameters of the lining concrete.Functions in (16) - (18) can be expressed using the Taylor and Laurent series as(19)φ2z=∑k=1∞ckz-kψ2z=∑k=1∞dkz-kφ3z=∑k=1∞ekz-k+∑k=1∞fkzkψ3z=∑k=1∞gkz-k+∑k=1∞hkzkThree boundary conditions used to solve the undetermined coefficients (ck,dk,ek, fk,gk,hk) of the potentials (φ2(ζ), ψ2(ζ), φ3(ζ),ψ3(ζ)) are as follows:(i)
the normal stress at the inner boundary of lining atγ1 equals -pn;(ii)
the surface tractions are continuous at the interfaceγ2 from both surrounding rock-mass side and lining side;(iii)
the displacement is continuous at the interfaceγ2 from both surrounding rock-mass side and lining side. In the engineering practice, rock bolts which restrict the tangential displacement of the lining will be applied. Thus, displacement in both radial and tangential directions are considered continuous.Using (2), the stress components in the orthogonal curvilinear coordinate system can be rewritten as follows:(20)σρ+σθ=σx+σy=4Reφ′zσθ-σρ+2iτρθ=2z¯φ′′z+ψ′ze2iθwhere σρ is the normal stress and σθ is the tangential stress.From (14), the normal stress condition of the lining at inner boundary γ1 (z=R0eiθ) can be expressed as follows:(21)2Reφ3′z-z-φ3′′z+ψ3′ze2iθ=-pnSubstituting (19) into (21), the following equations can be obtained:(22)2f1+g1R0-2+2f2R0+g2R0-3cos⁡θ+2i-f2R0+g2R0-3sin⁡θ+∑k=1∞-2kekR0-k-1+2k+2fk+2R0k+1+k+2gk+2R0-k-3cos⁡k+1θ+∑k=1∞-kk+1ekR0-k-1-k+2k+1fk+2R0k+1-khkR0k-1cos⁡k+1θ+i∑k=1∞-k+2gk+2R0-k-3+kk+1ekR0-k-1-k+2k+1fk+2R0k+1-khkR0k-1sin⁡k+1θ=pnEq. (22) should be applicable to any θ around the lining. Hence the following equations can be obtained:(23)2f1+g1R0-2=-png2=f2=0ekR0-k-1+k+2fk+2R0k+1+hkR0k-1=0,k≥1-kekR0-k-1+fk+2R0k+1+gk+2R0-k-3=0,k≥1The surface tractions condition at the interfaceγ2 (z=R1eiθ) can be presented as follows:(24)φ2z+zφ2′z¯+ψ2z¯=φ3z+zφ3′z¯+ψ3z¯Substituting (19) into (24), the following equations can be derived:(25)∑i=1nckR1-ke-ikθ-∑k=3∞k-2ck-2R1-k+2eikθ+∑k=1∞dkR1-keikθ=∑k=1∞ekR1-ke-ikθ+∑k=1∞fkR1keikθ-∑k=3∞k-2ek-2R1-k+2eikθ+f1R1eiθ+2f2R12+∑k=1∞k+2fk+2R1k+2e-ikθ+∑k=1∞gkR1-keikθ+∑k=1∞hkR1ke-ikθComparing the coefficients of the itemseikθ, the following equations can be then obtained:(26)dkR1-k-1=2f1R1+g1R1-1ckR1-k=ekR1-k+k+2fk+2R1k+2+hkR1k,k≥1-kckR1-k+dk+2R1-k-2=fk+2R1k+2-kekR1-k+gk+2R1-k-2,k≥1The displacement condition at the interface γ2 (z=R1eiθ) can be expressed as follows:(27)uρR+iuθR=uρL+iuθLSubstituting (14) - (18) into (27), the displacement condition at γ2 can be then expressed as the following:(28)1-ηp2G1κ11-λR1e-iθ-1+λR1e-iθ+1G1κ1+G1G2∑k=1∞ckR1-ke-ikθ-G1/G2-1G1∑k=3∞k-2ck-2R1-k+2e-ikθ-∑k=1∞dkR1-keikθ=κ2+1G2∑k=1∞ekR1-ke-ikθ+∑k=1∞fkR1keikθComparing the coefficients of the itemseikθ in (28), the following equations can be obtained:(29)1-ηp2G1κ11-λR1+1G1κ1+G1G2R1-1c1=1G2κ2+1R1-1e1-1-ηp2G11+λR1+1G1G1G2-1R1-1d1=1G2κ2+1R1f11G1κ1+G1G2ck=1G2κ2+1ek,k≥2d2=0-G1/G2-1G1ckR1-k+G1/G2-1G1dk+2R1-k-2=1G2κ2+1fk+2R1k+2,k≥1Eqs. (23), (26), and (29) are the equations to calculate the coefficients of the complex potentials. It can be concluded from (23), (26), and (29) that when k≥2, the coefficientsck, dk+2, ek, fk+2, gk+2, and hk equal zero. Hence, the four unknown complex potentials can be expressed as follows:(30)φ2z=c1z-1ψ2z=d1z-1+d3z-3φ3z=e1z-1+f1z+f3z3ψ3z=g1z-1+g3z-3+h1zThe remaining nonzero coefficientsc1, d1, d3, e1, f1, f3, g1, g3, and h1 in (30) can be determined by the following linear equation set derived from (23), (26), and (29):(31)AB=Cwhere(32)A=c1d1d3e1f1f3g1g3h1,B=000κ1+G1G20G1G2-1R1201R120000G1G2-10100000001-G1G200-101R02κ1-G1G2κ2+1000-1-R122R02000-G1G2κ2+1R120-2R120003R04-R0600G1G2κ2+1R160-3R14-R16100000-10000-10000010R0200000-R120,C=-pnR0200-1-η2pκ11-λR121-η2pκ11+λR120000.


## 3. Solutions for the Forces and Displacements

### 3.1. Solutions for Stresses of Lining and Rock-Mass

From (20), the stress components for any points of the lining can be obtained by the following equations:(33)σρ+σθ=4Reφ3′zσθ-σρ+2iτρθ=2z-φ3′z+ψ3′ze2iθMoreover, (33) can be expanded as follows:(34)σθ=2Reφ3′z+Rez-φ3′′z+ψ3′ze2iθσρ=2Reφ3′z-Rez-φ3′′z+ψ3′ze2iθτρθ=Imz-φ3′′z+ψ3′ze2iθSubstituting (30) into (34), the stresses in the lining can be obtained by the following:(35)σθ=2f1-g1ρ-2+12f3ρ-2-3g3ρ-4+h1cos⁡2θσρ=2f1+g1ρ-2+-4e1ρ-2+3g3ρ-4-h1cos⁡2θτρθ=6f3ρ2-2e1ρ-2+3g3ρ-4+h1sin⁡2θThe total stress of the rock-mass is the combination of the stress state before excavation, the stress caused by the tunnel excavation, and the stress caused by the lining support. Hence, combining (23) with (30), the functions can be expressed by the following:(36)φ2z=-p1+λ4z+p1-λ2R12z-1+c1z-1ψ2z=-p1-λ2z+p1+λ2R12z-1+p1-λ2R14z-3+d1z-1+d3z-3Substituting (36) into (20), the stresses of the rock-mass can be obtained as follows:(37)σρ=-21+λp2-1+λp2R12+d1ρ-2-1-λp2+31-λp2R14+3d3ρ-4cos⁡2θσθ=-21+λp2+1+λp2R12+d1ρ-2+1-λp2-21-λpR12+2c1ρ-2+31-λp2R14+3d3ρ-4cos⁡2θτρθ=-1-λp2+1-λpR12+2c1ρ-2-31-λp2R14+3d3ρ-4sin⁡2θ


### 3.2. Solutions for Internal Forces

Assume that the tangential stress at different depth of the lining varies linearly along the lining thickness, and the bending moment and axial force of the lining can be obtained based on the tangential stress of the inner and outer boundaries of the lining. The strains under the two boundaries of the lining caused by the bending moment and axial force are shown in Figure3.Figure 3
Sketch map for lining forces.Strains at the two boundaries can be expressed as follows:(38)ε1=εN-εMε2=εN+εMwhere ε1 is the strain in the tension side, ε2 is the strain in the compression side, εM is the strain caused by the bending moment, and εN is the strain caused by the axial force.Furthermore,εM and εN can be calculated by the following equations:(39)εM=ε2-ε12εN=ε2+ε12According to the mechanics of material, the stress can be obtained as follows:(40)σ=MWNAwhere W is the lining bending rigidity and A is the cross-section area.Combining (38) - (40), the bending moment and axial force can be expressed as(41)M=E2ε2-ε12W=σθ2-σθ12WN=E2ε2+ε12A=σθ2+σθ12Awhere σθ1 is the tangential stress on the tension side and σθ2 is the tangential stress on the compression side.


### 3.3. Solutions for Displacements

From (18), the displacement components of the lining can be expressed as follows:(42)uρL=Re12G2e-iθκ2φ3z-zφ3′z¯-ψ3z¯uθL=Im12G2e-iθκ2φ3z-zφ3′z¯-ψ3z¯From (17), the displacement components of the surrounding rock-mass can be expressed as(43)uρR=Re1-η2G1e-iθκ1φ1z-zφ1′z¯-ψ1z¯+12G1e-iθκ1φ2z-zφ2′z¯-ψ2z¯uθR=Im1-η2G1e-iθκ1φ1z-zφ1′z¯-ψ1z¯+12G1e-iθκ1φ2z-zφ2′z¯-ψ2z¯


## 3.1. Solutions for Stresses of Lining and Rock-Mass

From (20), the stress components for any points of the lining can be obtained by the following equations:(33)σρ+σθ=4Reφ3′zσθ-σρ+2iτρθ=2z-φ3′z+ψ3′ze2iθMoreover, (33) can be expanded as follows:(34)σθ=2Reφ3′z+Rez-φ3′′z+ψ3′ze2iθσρ=2Reφ3′z-Rez-φ3′′z+ψ3′ze2iθτρθ=Imz-φ3′′z+ψ3′ze2iθSubstituting (30) into (34), the stresses in the lining can be obtained by the following:(35)σθ=2f1-g1ρ-2+12f3ρ-2-3g3ρ-4+h1cos⁡2θσρ=2f1+g1ρ-2+-4e1ρ-2+3g3ρ-4-h1cos⁡2θτρθ=6f3ρ2-2e1ρ-2+3g3ρ-4+h1sin⁡2θThe total stress of the rock-mass is the combination of the stress state before excavation, the stress caused by the tunnel excavation, and the stress caused by the lining support. Hence, combining (23) with (30), the functions can be expressed by the following:(36)φ2z=-p1+λ4z+p1-λ2R12z-1+c1z-1ψ2z=-p1-λ2z+p1+λ2R12z-1+p1-λ2R14z-3+d1z-1+d3z-3Substituting (36) into (20), the stresses of the rock-mass can be obtained as follows:(37)σρ=-21+λp2-1+λp2R12+d1ρ-2-1-λp2+31-λp2R14+3d3ρ-4cos⁡2θσθ=-21+λp2+1+λp2R12+d1ρ-2+1-λp2-21-λpR12+2c1ρ-2+31-λp2R14+3d3ρ-4cos⁡2θτρθ=-1-λp2+1-λpR12+2c1ρ-2-31-λp2R14+3d3ρ-4sin⁡2θ


## 3.2. Solutions for Internal Forces

Assume that the tangential stress at different depth of the lining varies linearly along the lining thickness, and the bending moment and axial force of the lining can be obtained based on the tangential stress of the inner and outer boundaries of the lining. The strains under the two boundaries of the lining caused by the bending moment and axial force are shown in Figure3.Figure 3
Sketch map for lining forces.Strains at the two boundaries can be expressed as follows:(38)ε1=εN-εMε2=εN+εMwhere ε1 is the strain in the tension side, ε2 is the strain in the compression side, εM is the strain caused by the bending moment, and εN is the strain caused by the axial force.Furthermore,εM and εN can be calculated by the following equations:(39)εM=ε2-ε12εN=ε2+ε12According to the mechanics of material, the stress can be obtained as follows:(40)σ=MWNAwhere W is the lining bending rigidity and A is the cross-section area.Combining (38) - (40), the bending moment and axial force can be expressed as(41)M=E2ε2-ε12W=σθ2-σθ12WN=E2ε2+ε12A=σθ2+σθ12Awhere σθ1 is the tangential stress on the tension side and σθ2 is the tangential stress on the compression side.


## 3.3. Solutions for Displacements

From (18), the displacement components of the lining can be expressed as follows:(42)uρL=Re12G2e-iθκ2φ3z-zφ3′z¯-ψ3z¯uθL=Im12G2e-iθκ2φ3z-zφ3′z¯-ψ3z¯From (17), the displacement components of the surrounding rock-mass can be expressed as(43)uρR=Re1-η2G1e-iθκ1φ1z-zφ1′z¯-ψ1z¯+12G1e-iθκ1φ2z-zφ2′z¯-ψ2z¯uθR=Im1-η2G1e-iθκ1φ1z-zφ1′z¯-ψ1z¯+12G1e-iθκ1φ2z-zφ2′z¯-ψ2z¯


## 4. Example and Discussion

In this section, the parameters are taken as follows:R0=3m;R1=3.45m;E1=10GPa;E2=20GPa; μ1=0.35; μ2=0.2; η=0.6; p=3MPa; λ=0.3; pn=0.


### 4.1. Accuracy of the Complex Function Method

It is clear that the reality shear stress component in the free boundary of the tunnel inner surface equals zero and the reality normal stress component equals -pn (-pn here equals zero). Also, the reality displacements of the lining and rock-mass interface from both lining side and rock-mass side are continuous. The calculated shear stress τρθ and normal stress σρ of the inner surface of the lining by the proposed method were presented in Figure 4. From Figure 4, the calculated τρθ was in the range of -1×10−16 ~ 1×10−16 and σρ was in the range of -5×10−16~3×10−16. Both results were close to the reality value “zero” which means the proposed method has a high accuracy to satisfy the boundary conditions at γ1.Figure 4
Normal and shear stress of the lining inner boundary.The calculated radial displacement and tangential displacement of the lining and surrounding rock-mass at the interfaceγ2 were shown in Figures 5 and 6. It can be seen that the displacement of the lining and rock-mass were in perfect agreement. Thus, calculation results of the proposed method satisfied the displacement boundary condition very well. The proposed complex variable method is accurate enough to establish solutions for the deeply buried lined tunnels excavated in the homogenous elastic rock-mass.Figure 5
Radial displacement alongγ2.Figure 6
Tangential displacement alongγ2.


### 4.2. Lining Forces and Discussion

The tangential stress of the lining at the two boundariesγ1 and γ2 was shown in Figure 7. Both tangential stresses at γ1 and γ2 were negative which means the whole part of the tunnel lining was under a compression state. Both of the stresses showed the same variation trend withθ, but the stress at the inner boundary fluctuated more than the outer boundary. There were two intersection points of the two stresses at 34° and 56° from the tunnel crown to the invert. Also, the positive and negative of the bending moment changed at the two intersection points as shown in Figure 8. The maximum bending moment occurred at 90° from the tunnel crown to the invert with the value of 14.5 kN·m and the corresponding minimum at the tunnel crown and invert with the value of -6.9 kN·m. The axial force is positive (under compression state) among the whole part of the lining. The minimum axial force occurred at the tunnel crown and invert with the same value of 216.2 kN and the maximum at 90° from the tunnel crown to invert with the value of 1341 kN.Figure 7
Tangential stress of the lining atγ1 and γ2.Figure 8
Bending moment and axial force of the lining.In order to estimate the failure mode of the lining beam, a safety coefficientFs is introduced as follows:(44)Fs=σtσθ1=σcσθ2where σt is the tensile strength and σc is the compressive strength.Assume that the concrete is C35, the tensile strengthσt is -2.2 MPa, and the compressive strength σc is 23.4 MPa. The compression-bending capacity diagram of the lining under different Fs was shown in Figure 9. From Figure 9, the safety coefficient of the example tunnel was greater than 3, which presented the thickness of the lining is safe enough and even can be decreased. The tunnel shoulders and tunnel feet were the safest part of the lining. Compared with the tunnel shoulders and feet, the safety coefficient of the tunnel crown and invert, as well as the tunnel sidewall, was smaller. Tensile failure was more likely to occur in the tunnel crown and invert while compressive failure was more likely to occur in the tunnel sidewall. In general, the lining structure had greater potential to avoid compressive failure than to avoid tensile failure. Thus, tensile resistance design of the lining should be applied in the tunnel especially the crown and invert part to avoid the structure failure.Figure 9
Compression-bending capacity diagram of the lining.Figure10 is the 3D surface plot of the tangential stress in different depth of the lining. From the projection of the 3D surface on the x-o-z plane (θ-o-σθ plane), the tangential stress of different layers of lining intersected with each other at the same θ (-56° and 56°) where the cross-sections were in the pure compression stress state. The bending moment at the two sections was zero. From the projection of the 3D surface on the y-o-z plane (t-o-σθ plane), a linear relationship between lining thickness and tangential stress could be found and provided evidence for the assumption in Section 3.2.Figure 10
Tangential stress of the lining at different depth.The relationships between the tangential stresses and the parametersθ and λ at the two boundaries of the lining were shown in Figures 11 and 12. The coefficient of lateral earth pressure λ had shown a great influence on tangential stresses of the lining. The 3D surface projection on the y-o-z plane showed a various linear relationship between the coefficient of lateral earth pressure and the tangential stress with different θ. The slope of the tangential stress at the inner boundary was steeper than that of the out boundary. From the projection on the x-o-y plane, positive tangential stress (tensile stress) occurred when λ was smaller than 0.4. Thus, for tunnels built in soil with small lateral earth pressure coefficient, reinforced concrete or fibre concrete linings rather than plain concrete linings should be applied to enhance the durability of the tunnel. It can be seen from the projection on the x-o-z plane that the negative tangential stress occurred where θ was between -78° ~ -102° and 168° ~ 192°. These parts were the tunnel crown and invert. Therefore, tension-resistant design should be mainly applied to the tunnel crown and invert. In addition, when λ equalled 1, the tangential stress of both boundaries remained unchanged at arbitrary θ.Figure 11
Tangential stress of the lining with differentθ and λ at γ1.Figure 12
Tangential stress of the lining with differentθ and λ at γ2.


### 4.3. Rock-Mass Stresses and Discussion

In order to analyse the stress state of the rock-mass, the horizontal and vertical stress components can be obtained by the following equation:(45)σx=σρ+σθ2+σρ-σθ2cos⁡2θ-τρθsin⁡2θσy=σρ+σθ2-σρ-σθ2cos⁡2θ+τρθsin⁡2θτxy=σρ-σθ2sin⁡2θ+τρθcos⁡2θThe horizontal and vertical stresses of the rock-mass were shown in Figures13 and 14, respectively. From Figures 13 and 14, the stresses declined sharply when ρ/R0 was smaller than 2. Then the horizontal stress and vertical stress changed slowly and tended to the initial stress state (λp and p, respectively). Therefore, the tunnel excavation and lining support had a limited impact on the surrounding rock-mass. The boundary of the FEM model should be at least twice the tunnel excavation radii to acquire accurate results.Figure 13
Horizontal stress of the lining with differentθ and ρ at γ2.Figure 14
Vertical stress of the lining with differentθ and ρ at γ2.The surrounding rock-mass will be in an unstable state when the tangential stress equals zero [24]. The tangential stress of the rock-mass at γ2 was calculated and shown in Figure 15. When the coefficient of the lateral pressure was between 0 and 0.3, the zero value of the tangential stress occurred where θ was between -60° to -120° and 60° to 120°. Therefore, supporting of the surrounding rock-mass in these regions should be enhanced to avoid the collapse during the tunnel excavation.Figure 15
Relationship betweenθ and λ of the interface from the rock side while σθ=0.


## 4.1. Accuracy of the Complex Function Method

It is clear that the reality shear stress component in the free boundary of the tunnel inner surface equals zero and the reality normal stress component equals -pn (-pn here equals zero). Also, the reality displacements of the lining and rock-mass interface from both lining side and rock-mass side are continuous. The calculated shear stress τρθ and normal stress σρ of the inner surface of the lining by the proposed method were presented in Figure 4. From Figure 4, the calculated τρθ was in the range of -1×10−16 ~ 1×10−16 and σρ was in the range of -5×10−16~3×10−16. Both results were close to the reality value “zero” which means the proposed method has a high accuracy to satisfy the boundary conditions at γ1.Figure 4
Normal and shear stress of the lining inner boundary.The calculated radial displacement and tangential displacement of the lining and surrounding rock-mass at the interfaceγ2 were shown in Figures 5 and 6. It can be seen that the displacement of the lining and rock-mass were in perfect agreement. Thus, calculation results of the proposed method satisfied the displacement boundary condition very well. The proposed complex variable method is accurate enough to establish solutions for the deeply buried lined tunnels excavated in the homogenous elastic rock-mass.Figure 5
Radial displacement alongγ2.Figure 6
Tangential displacement alongγ2.


## 4.2. Lining Forces and Discussion

The tangential stress of the lining at the two boundariesγ1 and γ2 was shown in Figure 7. Both tangential stresses at γ1 and γ2 were negative which means the whole part of the tunnel lining was under a compression state. Both of the stresses showed the same variation trend withθ, but the stress at the inner boundary fluctuated more than the outer boundary. There were two intersection points of the two stresses at 34° and 56° from the tunnel crown to the invert. Also, the positive and negative of the bending moment changed at the two intersection points as shown in Figure 8. The maximum bending moment occurred at 90° from the tunnel crown to the invert with the value of 14.5 kN·m and the corresponding minimum at the tunnel crown and invert with the value of -6.9 kN·m. The axial force is positive (under compression state) among the whole part of the lining. The minimum axial force occurred at the tunnel crown and invert with the same value of 216.2 kN and the maximum at 90° from the tunnel crown to invert with the value of 1341 kN.Figure 7
Tangential stress of the lining atγ1 and γ2.Figure 8
Bending moment and axial force of the lining.In order to estimate the failure mode of the lining beam, a safety coefficientFs is introduced as follows:(44)Fs=σtσθ1=σcσθ2where σt is the tensile strength and σc is the compressive strength.Assume that the concrete is C35, the tensile strengthσt is -2.2 MPa, and the compressive strength σc is 23.4 MPa. The compression-bending capacity diagram of the lining under different Fs was shown in Figure 9. From Figure 9, the safety coefficient of the example tunnel was greater than 3, which presented the thickness of the lining is safe enough and even can be decreased. The tunnel shoulders and tunnel feet were the safest part of the lining. Compared with the tunnel shoulders and feet, the safety coefficient of the tunnel crown and invert, as well as the tunnel sidewall, was smaller. Tensile failure was more likely to occur in the tunnel crown and invert while compressive failure was more likely to occur in the tunnel sidewall. In general, the lining structure had greater potential to avoid compressive failure than to avoid tensile failure. Thus, tensile resistance design of the lining should be applied in the tunnel especially the crown and invert part to avoid the structure failure.Figure 9
Compression-bending capacity diagram of the lining.Figure10 is the 3D surface plot of the tangential stress in different depth of the lining. From the projection of the 3D surface on the x-o-z plane (θ-o-σθ plane), the tangential stress of different layers of lining intersected with each other at the same θ (-56° and 56°) where the cross-sections were in the pure compression stress state. The bending moment at the two sections was zero. From the projection of the 3D surface on the y-o-z plane (t-o-σθ plane), a linear relationship between lining thickness and tangential stress could be found and provided evidence for the assumption in Section 3.2.Figure 10
Tangential stress of the lining at different depth.The relationships between the tangential stresses and the parametersθ and λ at the two boundaries of the lining were shown in Figures 11 and 12. The coefficient of lateral earth pressure λ had shown a great influence on tangential stresses of the lining. The 3D surface projection on the y-o-z plane showed a various linear relationship between the coefficient of lateral earth pressure and the tangential stress with different θ. The slope of the tangential stress at the inner boundary was steeper than that of the out boundary. From the projection on the x-o-y plane, positive tangential stress (tensile stress) occurred when λ was smaller than 0.4. Thus, for tunnels built in soil with small lateral earth pressure coefficient, reinforced concrete or fibre concrete linings rather than plain concrete linings should be applied to enhance the durability of the tunnel. It can be seen from the projection on the x-o-z plane that the negative tangential stress occurred where θ was between -78° ~ -102° and 168° ~ 192°. These parts were the tunnel crown and invert. Therefore, tension-resistant design should be mainly applied to the tunnel crown and invert. In addition, when λ equalled 1, the tangential stress of both boundaries remained unchanged at arbitrary θ.Figure 11
Tangential stress of the lining with differentθ and λ at γ1.Figure 12
Tangential stress of the lining with differentθ and λ at γ2.


## 4.3. Rock-Mass Stresses and Discussion

In order to analyse the stress state of the rock-mass, the horizontal and vertical stress components can be obtained by the following equation:(45)σx=σρ+σθ2+σρ-σθ2cos⁡2θ-τρθsin⁡2θσy=σρ+σθ2-σρ-σθ2cos⁡2θ+τρθsin⁡2θτxy=σρ-σθ2sin⁡2θ+τρθcos⁡2θThe horizontal and vertical stresses of the rock-mass were shown in Figures13 and 14, respectively. From Figures 13 and 14, the stresses declined sharply when ρ/R0 was smaller than 2. Then the horizontal stress and vertical stress changed slowly and tended to the initial stress state (λp and p, respectively). Therefore, the tunnel excavation and lining support had a limited impact on the surrounding rock-mass. The boundary of the FEM model should be at least twice the tunnel excavation radii to acquire accurate results.Figure 13
Horizontal stress of the lining with differentθ and ρ at γ2.Figure 14
Vertical stress of the lining with differentθ and ρ at γ2.The surrounding rock-mass will be in an unstable state when the tangential stress equals zero [24]. The tangential stress of the rock-mass at γ2 was calculated and shown in Figure 15. When the coefficient of the lateral pressure was between 0 and 0.3, the zero value of the tangential stress occurred where θ was between -60° to -120° and 60° to 120°. Therefore, supporting of the surrounding rock-mass in these regions should be enhanced to avoid the collapse during the tunnel excavation.Figure 15
Relationship betweenθ and λ of the interface from the rock side while σθ=0.


## 5. Conclusion

An elastic plane strain solution for lined circular tunnels was presented based on the complex variable method. Stress and displacement components solutions were proposed by employing complex potential functions which were determined by the series solution method. Forces solutions for linings were also presented by using the tangential stress at the two boundaries. Some regulations and guidelines for the excavation and design of the tunnel were finally established through the example.For the linings, the safety coefficient of the tunnel crown and invert, as well as the tunnel sidewall, is smaller compared to that of the tunnel shoulders and feet. Tensile failure was more likely to occur in the tunnel crown and invert while compressive failure was more likely to occur in the tunnel sidewall. The lining structure has a greater potential to avoid compressive failure than to avoid tensile failure. Tensile resistance design of the lining should be applied in the tunnel especially the crown and invert part. For tunnels built in soil with small lateral earth pressure coefficient (especiallyλ<0.4), reinforced concrete or fibre concrete linings rather than plain concrete linings should be applied.As to the rock-mass, the tunnel excavation and lining support have a great impact on the stress redistribution of the rock-mass. The influence scope is about twice the tunnel excavation radii. When the coefficient of the lateral pressure was between 0 and 0.3, the zero value of the tangential stress occurred whereθ is between -60° to -120° and 60° to 120°. Supporting of the surrounding rock-mass in these regions should be enhanced.



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*Source: 2037845-2018-09-16.xml*