# Dynamic Response of Underground Circular Lining Tunnels Subjected to Incident P Waves

Authors: Hua Xu; Tianbin Li; Jingsong Xu; Yingjun Wang
Journal: Mathematical Problems in Engineering
 (2014)

---

## Abstract

Dynamic stress concentration in tunnels and underground structures during earthquakes often leads to serious structural damage. A series solution of wave equation for dynamic response of underground circular lining tunnels subjected to incident plane P waves is presented by Fourier-Bessel series expansion method in this paper. The deformation and stress fields of the whole medium of surrounding rock and tunnel were obtained by solving the equations of seismic wave propagation in an elastic half space. Based on the assumption of a large circular arc, a series of solutions for dynamic stress were deduced by using a wave function expansion approach for a circular lining tunnel in an elastic half space rock medium subjected to incident plane P waves. Then, the dynamic response of the circular lining tunnel was obtained by solving a series of algebraic equations after imposing its boundary conditions for displacement and stress of the circular lining tunnel. The effects of different factors on circular lining rock tunnels, including incident frequency, incident angle, buried depth, rock conditions, and lining stiffness, were derived and several application examples are presented. The results may provide a good reference for studies on the dynamic response and aseismic design of tunnels and underground structures.


---

## Body

## 1. Introduction

Large earthquakes (i.e., the Kobe earthquake in Japan, 1995, the Chi-Chi earthquake in Taiwan, 1999, the Wenchuan earthquake of magnitude Ms = 8.0 in China, 2008) had caused a large number of seismic damages of tunnels and underground structures [1]. This is inconsistent with the traditional concept [2] that underground structures were less susceptible to seismic damage during earthquakes because the seismic acceleration of underground structures was less than that of structures on the ground surface. The dynamic response of tunnels and underground structures during earthquakes is a process of stress wave propagation, reflection, and interaction. For rock lining tunnels, due to the similar stiffness between the tunnel lining and the surrounding rock medium, it is generally thought that the motion of tunnel lining will follow that of the surrounding rock, which means that the interaction between the surrounding rock and tunnel lining can be ignored. Built on this assumption, the fluctuation field and stress field of the surrounding rock and tunnel lining are solved by the wave equation of seismic wave propagation in an elastic half space rock medium [3].Theoretical studies on dynamic response and aseismic design of tunnels and underground structures may be categorized into numerical methods and analytical methods [4]. The numerical methods include finite difference, finite element, and boundary element methods and the analytical methods are mainly referred to as wave function expansion method, which are based on the theoretical analysis of elastic wave scattering and dynamic stress concentration. Although numerical methods can be used for arbitrary-shaped tunnels, analytical solutions are still valuable for providing insight into the formation mechanism of the problems and for checking accuracies of numerical methods.In the 1970s, using the wave function expansion method, Pao and Mow [5] initiatively studied dynamic stress concentration of single cavity in the whole space for incident elastic plane P waves. Later, Lee et al. [6–9] extended the solution to half space based on the assumption of large circular arc and provided the analytical solutions considering single cavity in half space for incident plane P and SV waves, which is much more complicated due to the wave mode conversion. Manoogian and Lee [10] used the weighted residual method to study the problem of scattering and diffraction of plane SH-waves by including a different elastic medium of arbitrary shape in a half plane. Davis et al. [11] studied the transversal response of underground cylindrical cavities to incident SV waves and derived analytical solutions to evaluate the dynamic response of a flexible buried pipe during the Northridge earthquake. Just recently, Liang et al. [12–14], Ji et al. [15], and You and Liang [16] investigated the dynamic stress concentration of a cylindrical lined cavity in an elastic half space for incident plane P and SV waves and derived the series solution to study the amplification of ground surface motion due to underground group cavities for incident plane P waves. Kouretzis et al. [17] employed the 3-D shell theory in order to derive analytical expressions for the distribution along the cross section of axial, hoop, and shear strains for long cylindrical underground structures (buried pipelines and tunnels) subjected to seismic shear wave excitation. Esmaeili et al. [18] used hybrid boundary and finite element method (FEM) to study the dynamic response of lined circular tunnel subjected to plane P and SV harmonic seismic waves. Xu et al. [19] used Fourier-Bessel series expansion method to deduce a series solution of wave equation for dynamic response of underground circular lining tunnels and approximately studied dynamic stress concentration of lining with some influence factors.Based on the assumption of a large circular arc, a series solution of dynamic stress is deduced by using a wave function expansion approach for a circular lining tunnel in an elastic half space rock medium subjected to incident plane P waves. Compared to previous studies, the boundary conditions of displacement and stress of circular lining tunnel are updated to adapt different surrounding rock conditions, computational parameters are reconfigured, and some cases are analyzed again by using MATLAB program to obtain more precise results. This paper focuses on the effect of the dynamic stress response on circular lining rock tunnels with different factors, including incident frequency, incident angle, buried depth, rock conditions, and lining stiffness. The aim and novelty in this paper mainly include that (1) the effect of low-frequency and high-frequency contents of seismic waves on the lining is estimated; (2) the most unfavorable seismic wave incident angle to tunnels is obtained by comparing the dynamic stress response of the lining subjected to seismic waves with different incident angle; (3) the effect of buried depth on the dynamic stress response of the lining in different surrounding rock conditions is investigated and the depth boundary where the dynamic stress response of the lining is significantly reduced is put forward; (4) the effect of the elastic modulus ratio between the lining and the surrounding rock is estimated to obtain the optimal elastic modulus ratio. These results may provide a good reference for studies on the dynamic response and aseismic design of tunnels and underground structures.


## 2. Model for Series Solution of Wave Equation

The schematic model is shown in Figure1, consisting of half space rock medium and a tunnel lining, with buried depth, internal diameter, and external diameter of the tunnel lining being denoted by H, R1, and R2, respectively. The half plane rock medium and tunnel lining are assumed to be elastic, isotropic, and homogeneous. The material properties are characterized by the Lame constants λs, λl, μs, and μl, and the longitudinal and transverse wave velocities for elastic half space medium and tunnel lining are denoted by cαs, cαl, cβs, and cβl, where subscript s indicates half plane medium, l indicates tunnel lining, α indicates longitudinal wave (i.e., compressive wave), and β indicates transverse wave (i.e., shear wave). The large circular model is used here to simulate the surface of the half space (Figure 1). It was shown that when the circular becomes larger and larger, the solution converges to the exact solution [8, 9].Figure 1
The model of half space rock medium and tunnel lining.


### 2.1. Analyzing Wave Function of Free-Field in Half Space

With the circular frequency ofω and the incident angle of θα, the wave potential functions of the incident plane P waves and reflected plane P and SV waves can be expressed in Fourier-Bessel series in the coordinates of o1 as [12]
(1)ϕi+rr1,θ1=∑n=0∞Jnksαr1A0,ncos⁡nθ1+B0,nsinnθ1,ψrr1,θ1=∑n=0∞Jnksβr1C0,nsinnθ1+D0,ncos⁡nθ1,
where ksα=ω/cαs is the longitudinal wave number, ksβ=ω/cβs is the transverse wave number, and Jn(x) is the first type of Bessel function where the time factor exp⁡(-iωt) has been omitted. The coefficients in formula (1) are defined as follows:(2)A0,nB0,n=εnincos⁡nθαsinnθα×±-1nexp⁡-iksαhcos⁡θα+k1exp⁡iksαhcos⁡θα,C0,nD0,n=εnink2sinnθβcos⁡nθβexp⁡iksβhcos⁡θβ,
where i is the imaginary unit; εn=1 for n=0 and εn=2 for n≥1. Symbol θβ is the reflection angle of reflected SV waves, which satisfies the equation sinθα/cαs=sinθβ/cβs. The reflection coefficients k1 and k2 are given by
(3)k1=sin2θαsin2θβ-cαs/cβs2cos⁡22θβsin2θαsin2θβ+cαs/cβs2cos⁡22θβ,k2=-2sin2θαcos⁡2θβsin2θαsin2θβ+cαs/cβs2cos⁡22θβ.In O2 coordinate system, the wave potential functions of the incident plane P waves and reflected plane P and SV waves are similar to O1 coordinate system but are not presented here.


### 2.2. Analyzing Scattering Field at the Interface between Tunnel Lining and the Half Space

The presence of the interface between the circular tunnel lining and the half space leads to scattering P wavesφ11r1,θ1 and SV waves ψ11r1,θ1, which can be expressed as series forms as below [15]:
(4)ϕ11r1,θ1=∑n=0∞Jnk1αr1A11,n1cos⁡nθ1+B11,n1sinnθ1,ψ11r1,θ1=∑n=0∞Jnk1βr1C11,n1sinnθ1+D11,n1cos⁡nθ1,ϕ12r1,θ1=∑n=0∞Hn1k1αr1A12,n1cos⁡nθ1+B12,n1sinnθ1,ψ12r1,θ1=∑n=0∞Hn1k1βr1C12,n1sinnθ1+D12,n1cos⁡nθ1,
where Jn(x) and Hn(1)(x) are the first class Bessel function and the Hankel function, respectively. The wave numbers of P waves and SV waves of tunnel lining are k1α=ω/cα1 and k1β=ω/cβ1, respectively. In the lining medium, the expressions of P waves and SV waves are complete. Through the coordinate transformation, ϕs2(r2,θ2) and ψs2(r2,θ2) can be converted into the Bessel series form in the coordinate system of r1-θ1 and Jn(ksαr1) and Hn1(ksαr1) in the coordinate system r1-θ1 are a set of basis functions of the wave equation.Similarly, for the presence of circular tunnel lining, there are scattering P wavesϕs1(r1,θ1) and SV waves ψs1(r1,θ1), which are caused at the interface between the tunnel lining and the half space. Built on the assumption of large circular arc, the scattering P waves and SV waves are denoted as ϕ12r1,θ1 and ψs2(r2,θ2). They can be expressed as series forms:
(5)ϕs1r1,θ1=∑n=0∞Hn1ksαr1As1,n1cos⁡nθ1+Bs1,n1sinnθ1,ψs1r1,θ1=∑n=0∞Hn1ksβr1Cs1,n1sinnθ1+Ds1,n1cos⁡nθ1,ϕs2r2,θ2=∑m=0∞Jmksαr2As2,m2cos⁡mθ2+Bs2,m2sinmθ2,ψs2r2,θ2=∑m=0∞Jmksβr2Cs2,m2sinmθ2+Ds2,m2cos⁡mθ2,
where ksα=ω/cαs and ksβ=ω/cβs are the wave numbers of P waves and SV waves in the half space. From a physical point of view, ϕs1r1,θ1 and ψs1r1,θ1 are represented by the outward propagation waves from o1 point, while ϕs2r2,θ2 and ψs2r2,θ2 are generated by the surface of the half space in the large circular arc. Therefore, the expressions of P waves and SV waves are complete in the half space medium.The wave potential function in the lining medium can be expressed as(6)ϕ1=ϕ11+ϕ12,ψ1=ψ11+ψ12.The wave potential function in the half space medium can be written as(7)ϕs=ϕ(i+r)+ϕs1+ϕs2,ψs=ψ(r)+ψs1+ψs2.


### 2.3. Solving Series Solution after Imposing Boundary Conditions

Under a plane strain assumption, there are two families of boundary condition: (1) the stress at the surface of the half space and the tunnel lining inner surface is zero; (2) the stress and displacement are continuous at the interface of the tunnel lining and the half space. So the boundary conditions of the stress and displacement of the tunnel lining are summarized as(8)τrrs=τrθs=0,r2=b,τrr1=τrθ1=0,r1=a1,τrr1=τrrs,τrθ1=τrθs,ur1=urs,uθ1=uθs,r2=a2.Based on the boundary conditions in (8), the coefficients in (4) and (5) can be obtained. The wave potential functions ϕ1 and ψ1, in the tunnel lining, and ϕs and ψs, in the half space, can be solved by (6) and (7). The stress and displacement expressions under a plane strain assumption for incident plane P waves can be described by
(9)ur=∂ϕ∂r+1r∂φ∂θ,uθ=1r∂ϕ∂θ-∂φ∂r,τrr=λ∇2ϕ+2μ∂2ϕ∂r2+∂∂r(1r∂φ∂θ),τrθ=2μ1r∂2ϕ∂r∂θ-1r2∂ϕ∂θ+μ1r2∂2φ∂θ2-r∂∂r(1r∂φ∂r),τθθ=λ∇2ϕ+2μ1r∂ϕ∂r+1r∂2ϕ∂θ2+1r1r∂φ∂θ-∂2φ∂r∂θ.After imposing the boundary conditions ofτrrs=τrθs=0 and τrr1=τrθ1=0, (10) and (11) can be obtained by combining (1), (2), and (9) [5]:
(10)∑n=0∞E111(1)(n,a1)E121(1)(n,a1)E211(1)(n,a1)E221(1)(n,a1)A11,n(1)C11,n(1)cos⁡nθ1sinnθ1+∑n=0∞E111(2)(n,a1)E121(2)(n,a1)E211(2)(n,a1)E221(2)(n,a1)A12,n(1)C12,n(1)cos⁡nθ1sinnθ1+∑n=0∞E111(1)(n,a1)E121(1)(n,a1)E211(1)(n,a1)E221(1)(n,a1)B11,n(1)D11,n(1)sinnθ1cos⁡nθ1+∑n=0∞E1112n,a1E1212n,a1E2112n,a1E2212n,a1B12,n1D12,n1sinnθ1cos⁡nθ1=00,(11)∑m=0∞E11s(2)(m,b)E12s(2)(m,b)E21s(2)-(m,b)E22s(2)(m,b)As1,m(2)Cs1,m(2)cos⁡mθ2sinmθ2+∑m=0∞E11s(1)(m,b)E12s(1)(m,b)E21s(1)-(m,b)E22s(1)(m,b)As2,m(2)Cs2,m(2)cos⁡mθ2sinmθ2+∑m=0∞E11s(2)(m,b)E12s(2)-(m,b)E21s(2)(m,b)E22s(2)(m,b)Bs1,m(2)Ds1,m(2)sinmθ2cos⁡mθ2+∑m=0∞E11s1m,bE12s1-m,bE21s1m,bE22s1m,bBs1,m2Ds1,m2sinmθ2cos⁡mθ2=00,
where
(12)E11in,r=n2+n-12kβ2r2Cnkαr-kαrCn-1kαr,E12i∓n,r=∓n-n+1Cnkαr+kβrCn-1kβr,E21i∓n,r=∓n-n+1Cnkαr+kαrCn-1kαr,E22in,r=-n2+n-12kβ2r2Cnkβr-kβrCn-1kβr.
When i=1, Cn(x) is a function of Jn(x); when i=2, Cn(x) is the function of Hn(1)(x). For the half plane, referred to as “s,” kα and kβ can be replaced by ksα and ksβ, respectively. For the tunnel lining, referred to as “1,” kα and kβ can be replaced by k1α and k1β, respectively. Potential functions ϕ(i+r), ψ(r), ϕ(r), and ψ(i+r)satisfy the stress boundary in the half space.Applying the boundary conditions ofur1=urs and uθ1=uθs, the following equation can be obtained by combining (1), (2), and (9):
(13)∑n=0∞I111(1)(n,a2)I121(1)(n,a2)I211(1)-(n,a2)I221(1)(n,a2)A11,n(1)C11,n(1)cos⁡nθ1sinnθ1+∑n=0∞I1112n,a2I1212n,a2I2112-n,a2I2212n,a2A12,n1C12,n1cos⁡nθ1sinnθ1+∑n=0∞I111(1)(n,a2)I121(1)-(n,a2)I211(1)(n,a2)I221(1)(n,a2)B11,n(1)D11,n(1)sinnθ1cos⁡nθ1+∑n=0∞I111(2)(n,a2)I121(2)-(n,a2)I211(2)(n,a2)I221(2)(n,a2)B12,n(1)D12,n(1)sinnθ1cos⁡nθ1=∑n=0∞I11s1n,a2I12s1n,a2I21s1-n,a2I22s1n,a2A0,n+As2,n1C0,n+Cs2,n1×cos⁡nθ1sinnθ1+∑n=0∞I11s(2)(n,a2)I12s(2)(n,a2)I21s(2)-(n,a2)I22s(2)(n,a2)As1,n(1)Cs1,n(1)cos⁡nθ1sinnθ1+∑n=0∞I11s1n,a2I12s1-n,a2I21s1-n,a2I22s1n,a2B0,n+Bs2,n1D0,n+Ds2,n1×sinnθ1cos⁡nθ1+∑n=0∞I11s2n,a2I12s2-n,a2I21s2-n,a2I22s2n,a2Bs1,n1Ds1,n1sinnθ1cos⁡nθ1,
where
(14)I11in,r=-nCnkαr+kαrCn-1kαr,I12i∓n,r=∓nCnkβr,I21i∓n,r=∓nCnkαr,I22in,r=nCnkβr-kβrCn-1kβr.
Applying the boundary conditions of τrr1=τrrs and τrθ1=τrθs, the following equation can be obtained by combining (1), (2), and (9):
(15)∑n=0∞μ1E111(1)(n,a2)E121(1)(n,a2)E211(1)-(n,a2)E221(1)(n,a2)A11,n(1)C11,n(1)cos⁡nθ1sinnθ1+∑n=0∞μ1E111(2)(n,a2)E121(2)(n,a2)E211(2)-(n,a2)E221(2)(n,a2)A12,n(1)C12,n(1)cos⁡nθ1sinnθ1+∑n=0∞μ1E111(1)(n,a2)E121(1)-(n,a2)E211(1)(n,a2)E221(1)(n,a2)B11,n(1)D11,n(1)sinnθ1cos⁡nθ1+μ1∑n=0∞E111(2)(n,a1)E121(2)-(n,a1)E211(2)(n,a1)E221(2)(n,a1)B12,n(1)D12,n(1)sinnθ1cos⁡nθ1=∑n=0∞μsE11s1n,a2E12s1n,a2E21s1-n,a2E22s1n,a2A0,n+As2,n1C0,n+Cs2,n1×cos⁡nθ1sinnθ1+∑n=0∞μsE11s(2)(n,a2)E12s(2)(n,a2)E21s(2)-(n,a2)E22s(2)(n,a2)As1,n(1)Cs1,n(1)cos⁡nθ1sinnθ1+∑n=0∞μsE11s1n,a2E12s1n,a2E21s1-n,a2E22s1n,a2B0,n+Bs2,n1D0,n+Ds2,n1×sinnθ1cos⁡nθ1+∑n=0∞μsE11s2n,a2E12s2-n,a2E21s2-n,a2E22s2n,a2Bs1,n1Ds1,n1sinnθ1cos⁡nθ1.
Solving linear system of (10), (11), (13), and (15), all coefficients in the wave functions can be obtained in the coordinate system of r-θ1. The wave potential functions φ1 and ψ1 in the tunnel lining and φs and ψs in the half space can be solved. The stress and displacement functions of the tunnel lining for incident plane P waves can be solved from (9).Generally, under the action of steady state P waves, the dynamic stress distribution of tunnel lining can be studied through solving the coefficient of dynamic stress concentration of the inner surface of tunnel lining on the toroidal direction [13, 14].τ
θ
θ
* can be obtained from
(16)τθθ*=τθθτ0,
where τ0 is the maximum value of dynamic stress of tunnel lining.Through solving the dimensionless coefficient ofτθθ*, which is the coefficient of dynamic stress concentration of lining on the toroidal direction, the dynamic stress distribution and variation in the tunnel lining for incidence P waves can be obtained.


## 2.1. Analyzing Wave Function of Free-Field in Half Space

With the circular frequency ofω and the incident angle of θα, the wave potential functions of the incident plane P waves and reflected plane P and SV waves can be expressed in Fourier-Bessel series in the coordinates of o1 as [12]
(1)ϕi+rr1,θ1=∑n=0∞Jnksαr1A0,ncos⁡nθ1+B0,nsinnθ1,ψrr1,θ1=∑n=0∞Jnksβr1C0,nsinnθ1+D0,ncos⁡nθ1,
where ksα=ω/cαs is the longitudinal wave number, ksβ=ω/cβs is the transverse wave number, and Jn(x) is the first type of Bessel function where the time factor exp⁡(-iωt) has been omitted. The coefficients in formula (1) are defined as follows:(2)A0,nB0,n=εnincos⁡nθαsinnθα×±-1nexp⁡-iksαhcos⁡θα+k1exp⁡iksαhcos⁡θα,C0,nD0,n=εnink2sinnθβcos⁡nθβexp⁡iksβhcos⁡θβ,
where i is the imaginary unit; εn=1 for n=0 and εn=2 for n≥1. Symbol θβ is the reflection angle of reflected SV waves, which satisfies the equation sinθα/cαs=sinθβ/cβs. The reflection coefficients k1 and k2 are given by
(3)k1=sin2θαsin2θβ-cαs/cβs2cos⁡22θβsin2θαsin2θβ+cαs/cβs2cos⁡22θβ,k2=-2sin2θαcos⁡2θβsin2θαsin2θβ+cαs/cβs2cos⁡22θβ.In O2 coordinate system, the wave potential functions of the incident plane P waves and reflected plane P and SV waves are similar to O1 coordinate system but are not presented here.


## 2.2. Analyzing Scattering Field at the Interface between Tunnel Lining and the Half Space

The presence of the interface between the circular tunnel lining and the half space leads to scattering P wavesφ11r1,θ1 and SV waves ψ11r1,θ1, which can be expressed as series forms as below [15]:
(4)ϕ11r1,θ1=∑n=0∞Jnk1αr1A11,n1cos⁡nθ1+B11,n1sinnθ1,ψ11r1,θ1=∑n=0∞Jnk1βr1C11,n1sinnθ1+D11,n1cos⁡nθ1,ϕ12r1,θ1=∑n=0∞Hn1k1αr1A12,n1cos⁡nθ1+B12,n1sinnθ1,ψ12r1,θ1=∑n=0∞Hn1k1βr1C12,n1sinnθ1+D12,n1cos⁡nθ1,
where Jn(x) and Hn(1)(x) are the first class Bessel function and the Hankel function, respectively. The wave numbers of P waves and SV waves of tunnel lining are k1α=ω/cα1 and k1β=ω/cβ1, respectively. In the lining medium, the expressions of P waves and SV waves are complete. Through the coordinate transformation, ϕs2(r2,θ2) and ψs2(r2,θ2) can be converted into the Bessel series form in the coordinate system of r1-θ1 and Jn(ksαr1) and Hn1(ksαr1) in the coordinate system r1-θ1 are a set of basis functions of the wave equation.Similarly, for the presence of circular tunnel lining, there are scattering P wavesϕs1(r1,θ1) and SV waves ψs1(r1,θ1), which are caused at the interface between the tunnel lining and the half space. Built on the assumption of large circular arc, the scattering P waves and SV waves are denoted as ϕ12r1,θ1 and ψs2(r2,θ2). They can be expressed as series forms:
(5)ϕs1r1,θ1=∑n=0∞Hn1ksαr1As1,n1cos⁡nθ1+Bs1,n1sinnθ1,ψs1r1,θ1=∑n=0∞Hn1ksβr1Cs1,n1sinnθ1+Ds1,n1cos⁡nθ1,ϕs2r2,θ2=∑m=0∞Jmksαr2As2,m2cos⁡mθ2+Bs2,m2sinmθ2,ψs2r2,θ2=∑m=0∞Jmksβr2Cs2,m2sinmθ2+Ds2,m2cos⁡mθ2,
where ksα=ω/cαs and ksβ=ω/cβs are the wave numbers of P waves and SV waves in the half space. From a physical point of view, ϕs1r1,θ1 and ψs1r1,θ1 are represented by the outward propagation waves from o1 point, while ϕs2r2,θ2 and ψs2r2,θ2 are generated by the surface of the half space in the large circular arc. Therefore, the expressions of P waves and SV waves are complete in the half space medium.The wave potential function in the lining medium can be expressed as(6)ϕ1=ϕ11+ϕ12,ψ1=ψ11+ψ12.The wave potential function in the half space medium can be written as(7)ϕs=ϕ(i+r)+ϕs1+ϕs2,ψs=ψ(r)+ψs1+ψs2.


## 2.3. Solving Series Solution after Imposing Boundary Conditions

Under a plane strain assumption, there are two families of boundary condition: (1) the stress at the surface of the half space and the tunnel lining inner surface is zero; (2) the stress and displacement are continuous at the interface of the tunnel lining and the half space. So the boundary conditions of the stress and displacement of the tunnel lining are summarized as(8)τrrs=τrθs=0,r2=b,τrr1=τrθ1=0,r1=a1,τrr1=τrrs,τrθ1=τrθs,ur1=urs,uθ1=uθs,r2=a2.Based on the boundary conditions in (8), the coefficients in (4) and (5) can be obtained. The wave potential functions ϕ1 and ψ1, in the tunnel lining, and ϕs and ψs, in the half space, can be solved by (6) and (7). The stress and displacement expressions under a plane strain assumption for incident plane P waves can be described by
(9)ur=∂ϕ∂r+1r∂φ∂θ,uθ=1r∂ϕ∂θ-∂φ∂r,τrr=λ∇2ϕ+2μ∂2ϕ∂r2+∂∂r(1r∂φ∂θ),τrθ=2μ1r∂2ϕ∂r∂θ-1r2∂ϕ∂θ+μ1r2∂2φ∂θ2-r∂∂r(1r∂φ∂r),τθθ=λ∇2ϕ+2μ1r∂ϕ∂r+1r∂2ϕ∂θ2+1r1r∂φ∂θ-∂2φ∂r∂θ.After imposing the boundary conditions ofτrrs=τrθs=0 and τrr1=τrθ1=0, (10) and (11) can be obtained by combining (1), (2), and (9) [5]:
(10)∑n=0∞E111(1)(n,a1)E121(1)(n,a1)E211(1)(n,a1)E221(1)(n,a1)A11,n(1)C11,n(1)cos⁡nθ1sinnθ1+∑n=0∞E111(2)(n,a1)E121(2)(n,a1)E211(2)(n,a1)E221(2)(n,a1)A12,n(1)C12,n(1)cos⁡nθ1sinnθ1+∑n=0∞E111(1)(n,a1)E121(1)(n,a1)E211(1)(n,a1)E221(1)(n,a1)B11,n(1)D11,n(1)sinnθ1cos⁡nθ1+∑n=0∞E1112n,a1E1212n,a1E2112n,a1E2212n,a1B12,n1D12,n1sinnθ1cos⁡nθ1=00,(11)∑m=0∞E11s(2)(m,b)E12s(2)(m,b)E21s(2)-(m,b)E22s(2)(m,b)As1,m(2)Cs1,m(2)cos⁡mθ2sinmθ2+∑m=0∞E11s(1)(m,b)E12s(1)(m,b)E21s(1)-(m,b)E22s(1)(m,b)As2,m(2)Cs2,m(2)cos⁡mθ2sinmθ2+∑m=0∞E11s(2)(m,b)E12s(2)-(m,b)E21s(2)(m,b)E22s(2)(m,b)Bs1,m(2)Ds1,m(2)sinmθ2cos⁡mθ2+∑m=0∞E11s1m,bE12s1-m,bE21s1m,bE22s1m,bBs1,m2Ds1,m2sinmθ2cos⁡mθ2=00,
where
(12)E11in,r=n2+n-12kβ2r2Cnkαr-kαrCn-1kαr,E12i∓n,r=∓n-n+1Cnkαr+kβrCn-1kβr,E21i∓n,r=∓n-n+1Cnkαr+kαrCn-1kαr,E22in,r=-n2+n-12kβ2r2Cnkβr-kβrCn-1kβr.
When i=1, Cn(x) is a function of Jn(x); when i=2, Cn(x) is the function of Hn(1)(x). For the half plane, referred to as “s,” kα and kβ can be replaced by ksα and ksβ, respectively. For the tunnel lining, referred to as “1,” kα and kβ can be replaced by k1α and k1β, respectively. Potential functions ϕ(i+r), ψ(r), ϕ(r), and ψ(i+r)satisfy the stress boundary in the half space.Applying the boundary conditions ofur1=urs and uθ1=uθs, the following equation can be obtained by combining (1), (2), and (9):
(13)∑n=0∞I111(1)(n,a2)I121(1)(n,a2)I211(1)-(n,a2)I221(1)(n,a2)A11,n(1)C11,n(1)cos⁡nθ1sinnθ1+∑n=0∞I1112n,a2I1212n,a2I2112-n,a2I2212n,a2A12,n1C12,n1cos⁡nθ1sinnθ1+∑n=0∞I111(1)(n,a2)I121(1)-(n,a2)I211(1)(n,a2)I221(1)(n,a2)B11,n(1)D11,n(1)sinnθ1cos⁡nθ1+∑n=0∞I111(2)(n,a2)I121(2)-(n,a2)I211(2)(n,a2)I221(2)(n,a2)B12,n(1)D12,n(1)sinnθ1cos⁡nθ1=∑n=0∞I11s1n,a2I12s1n,a2I21s1-n,a2I22s1n,a2A0,n+As2,n1C0,n+Cs2,n1×cos⁡nθ1sinnθ1+∑n=0∞I11s(2)(n,a2)I12s(2)(n,a2)I21s(2)-(n,a2)I22s(2)(n,a2)As1,n(1)Cs1,n(1)cos⁡nθ1sinnθ1+∑n=0∞I11s1n,a2I12s1-n,a2I21s1-n,a2I22s1n,a2B0,n+Bs2,n1D0,n+Ds2,n1×sinnθ1cos⁡nθ1+∑n=0∞I11s2n,a2I12s2-n,a2I21s2-n,a2I22s2n,a2Bs1,n1Ds1,n1sinnθ1cos⁡nθ1,
where
(14)I11in,r=-nCnkαr+kαrCn-1kαr,I12i∓n,r=∓nCnkβr,I21i∓n,r=∓nCnkαr,I22in,r=nCnkβr-kβrCn-1kβr.
Applying the boundary conditions of τrr1=τrrs and τrθ1=τrθs, the following equation can be obtained by combining (1), (2), and (9):
(15)∑n=0∞μ1E111(1)(n,a2)E121(1)(n,a2)E211(1)-(n,a2)E221(1)(n,a2)A11,n(1)C11,n(1)cos⁡nθ1sinnθ1+∑n=0∞μ1E111(2)(n,a2)E121(2)(n,a2)E211(2)-(n,a2)E221(2)(n,a2)A12,n(1)C12,n(1)cos⁡nθ1sinnθ1+∑n=0∞μ1E111(1)(n,a2)E121(1)-(n,a2)E211(1)(n,a2)E221(1)(n,a2)B11,n(1)D11,n(1)sinnθ1cos⁡nθ1+μ1∑n=0∞E111(2)(n,a1)E121(2)-(n,a1)E211(2)(n,a1)E221(2)(n,a1)B12,n(1)D12,n(1)sinnθ1cos⁡nθ1=∑n=0∞μsE11s1n,a2E12s1n,a2E21s1-n,a2E22s1n,a2A0,n+As2,n1C0,n+Cs2,n1×cos⁡nθ1sinnθ1+∑n=0∞μsE11s(2)(n,a2)E12s(2)(n,a2)E21s(2)-(n,a2)E22s(2)(n,a2)As1,n(1)Cs1,n(1)cos⁡nθ1sinnθ1+∑n=0∞μsE11s1n,a2E12s1n,a2E21s1-n,a2E22s1n,a2B0,n+Bs2,n1D0,n+Ds2,n1×sinnθ1cos⁡nθ1+∑n=0∞μsE11s2n,a2E12s2-n,a2E21s2-n,a2E22s2n,a2Bs1,n1Ds1,n1sinnθ1cos⁡nθ1.
Solving linear system of (10), (11), (13), and (15), all coefficients in the wave functions can be obtained in the coordinate system of r-θ1. The wave potential functions φ1 and ψ1 in the tunnel lining and φs and ψs in the half space can be solved. The stress and displacement functions of the tunnel lining for incident plane P waves can be solved from (9).Generally, under the action of steady state P waves, the dynamic stress distribution of tunnel lining can be studied through solving the coefficient of dynamic stress concentration of the inner surface of tunnel lining on the toroidal direction [13, 14].τ
θ
θ
* can be obtained from
(16)τθθ*=τθθτ0,
where τ0 is the maximum value of dynamic stress of tunnel lining.Through solving the dimensionless coefficient ofτθθ*, which is the coefficient of dynamic stress concentration of lining on the toroidal direction, the dynamic stress distribution and variation in the tunnel lining for incidence P waves can be obtained.


## 3. Calculating Examples and Analysis Results

Based on the analytical solutions of the seismic wave propagation in an elastic medium and the study of propagation behavior of seismic waves in the rock and soil medium, seismic motion parameters, geotechnical properties, and lining materials significantly affect the dynamic stress response of tunnels and underground structures. It is necessary to investigate the effect of various parameters, including incident frequency content, incident angle, buried depth, rock material properties, and the lining stiffness, by using the proposed series solutions.Basic assumptions of the application examples employed in this paper are as follows [13]: (1) the outside diameter of circular tunnel is R2=1.2R1 with a lining thickness of 0.2R1; (2) the buried depth is represented by the ratio (H/R1) of the distance from the tunnel center to the ground surface and the internal radius of tunnel; (3) the elastic modulus of tunnel lining and surrounding rock is e1 and es, respectively; (4) the lining stiffness δ is represented by the shear wave velocity ratio of the lining and the rock half space; (5) the Poisson’s ratio of rock medium and lining is assumed to be 0.25; (6) the longitudinal wave velocity of these two medium is 1.732 times of the shear wave velocity; (7) the radius of the large circular arc is R=D12+H, and the distance from the centers O2 to O1 is taken as D12=104R1 in the example, which is large enough to simulate the half space to ensure that the solution converges to the exact solution.


### 3.1. Effect of Incident Frequency on the Dynamic Stress Concentration Coefficient for the Tunnel Lining

The dimensionless frequencyη is defined as the ratio of inner diameter of the tunnel and the incident wave length [15]:(17)η=2R1λsβ=ksβR1π,
where λsβ is the shear wave length of the half space rock.Considering the effect of different incident frequency contents of P waves on dynamic response of tunnel lining, three typical cases (η=0.5, 1.0, and 2.0) are carried out for incidence P waves from vertical upward direction.Figure2 shows how the toroidal dynamic stress concentration coefficient for the tunnel lining (τθθ*) changes with different incident frequency of P waves for two buried depths h1=20 m and h1=100 m. It is shown that, with increasing incident frequency, τθθ* decreases gradually and τθθ* at low-frequency P waves is about 10 times larger than that at high-frequency. Therefore, low-frequency seismic waves are more detrimental to the tunnel lining than high-frequency. Also the increase of incident frequency leads to increasingly complex distribution of the toroidal dynamic stress in the lining, and the less principal stress concentration direction at low-frequency conditions is gradually transformed into more stress concentration directions at high-frequency conditions.Dynamic stress concentration coefficient of tunnel lining for different incident frequency and buried depth.
(a)
h
1
=
20 m
(b)
h
1
=
100 m


### 3.2. Effect of Incident Angle on the Dynamic Stress Concentration Coefficient of Lining

The stress concentration coefficients of tunnels and underground structures are very sensitive to incident angle of seismic waves. Small changes of the incident angle may lead to a significant change of the stress and deformation at various locations of the tunnel structures. Herein, studies of three representative cases (i.e., vertical incidence with incident angleθα = 0°, a small incident angle θα = 30°, and large incident angle θα = 60°) were carried out for frequency coefficients of η = 1 and η = 2. Figure 3 displays the distribution of toroidal dynamic stress of in the lining for three different incident angles.Dynamic stress concentration coefficient of tunnel lining with different incident angles.
(a)
η
=
1
(b)
η
=
2It is observed that the coefficient of toroidal dynamic stress concentration decreases gradually with increasing incident angle, but the change in the amplitude is small in both dimensionless frequency values,η = 1 and η = 2. It is worth noting that, for vertically incident P waves or a small incident angle (θα = 0°~30°), the coefficients of dynamic stress concentration of lining are very complex and uneven. The conclusion here agrees well with the results of shaking table tests [20].


### 3.3. Effect of Buried Depth on the Dynamic Stress Concentration Coefficient of Lining

To demonstrate the effect of the buried depth and the material properties, two different types of rock mass (soft and hard rock mass) are chosen to study the seismic response of the tunnel lining within a buried depth range from 10 m to 150 m.Case 1 (soft rock as surrounding rock medium of tunnel with elastic moduluses=2 GPa).
Figure4 shows the distribution of toroidal dynamic stress in the lining with different buried depth in a range of 10 m–150 m. With the increase of the buried depths, the dynamic stress concentration coefficient of the lining does not converge to the situation of single round hole in whole space. The distributions of lining toroidal dynamic stress with different values of buried depth are very complex and uneven and no directionality can be obviously observed.Dynamic stress concentration coefficient of tunnel lining with different values of buried depth in the soft surrounding rock.
(a)
h
1 = 10~30 m
(b)
h
1 = 40~75 m
(c)
h
1 = 100~150 mAs Figure5 shows, when the buried depth in the soft surrounding rock is within 100 m, the maximum dynamic stress response of the lining varies with buried depth, and two peak values can be observed at the buried depth of h1=30 m and 100 m. When the buried depth is greater than 100 m (h1>100 m), the coefficient of dynamic stress concentration of lining does not vary significantly with a high level of about 6.5. It appears that, with an increasing buried depth, the decreasing trend of dynamic stress response is not pronounced in the soft surrounding rock and the dynamic stress of tunnel lining may still be high in the case of a large buried depth. There are three main reasons: (1) the difference in stiffness is large between tunnel lining and soft surrounding rock; (2) the degree of stress concentration of tunnel lining is high and dynamic stress of the lining does not decrease obviously with increase of the buried depth; and (3) the pressure of surrounding rock increases gradually with increase of the buried depth. In this case, the soft surrounding rock has a low strength, large porosity, many joints and fractures, and low capability of self-arching and these rock properties lead to large tunnel dynamic response.Figure 5
The maximum dynamic stress concentration coefficient of tunnel lining with different buried depths in the soft surrounding rock.Case 2 (hard surrounding rock medium with elastic moduluses=20 GPa).
Regarding the case with hard surrounding rock medium, no obvious directionality can be observed in terms of the distributions of toroidal dynamic stress caused by P waves, but the dynamic stress response of lining is more pronounced than the case of soft rock as illustrated in Figure6.Dynamic stress concentration coefficient of tunnel lining with different buried depths in hard surrounding rock.
(a)
h
1 = 10~30 m
(b)
h
1 = 40~75 m
(c)
h
1 = 100~150 mFigure7 shows that when the tunnel buried depth is less than 100 m, the coefficient of maximum dynamic stress concentration in the tunnel lining is generally high, ranging from 6.0 to 8.5 which indicates that the response of dynamic stress of the lining is large at the portal segment of hard rock tunnel and the tunnel lining may be damaged easily during a large earthquake. When the tunnel buried depth is greater than 75 m, the coefficient of dynamic stress concentration is reduced significantly. The coefficient of dynamic stress concentration starts to reach a constant level after the buried depth is greater than 100 m. It appears that the lining dynamic stress is small and tends to stabilize at the large buried depth segment of hard rock tunnel and the tunnel lining may be less susceptible to damage during a large earthquake. Therefore, it is concluded that, under the hard rock conditions, the tunnel buried depth (i.e., thickness of the overlying rock) is not a major factor that affects the dynamic stress and seismic damages of tunnel lining when the tunnel buried depth is greater than 100 m. This conclusion is consistent with the findings of Gao et al. [21], which states that the dynamic stress concentration coefficient tends to be constant when the buried depth is greater than 25R1 and the buried depth of 25R1 approaches 100 m.Figure 7
The maximum dynamic stress concentration coefficient of tunnel lining with different buried depths in hard surrounding rock.


### 3.4. Effect of Elastic Modulus on the Dynamic Stress Concentration Coefficient of Lining

The elastic modulus (e1) of the lining can be considered an index for the elastic deformation of tunnel lining, and the stresses caused by elastic deformation increase with increasing elastic modulus. This also means that, at a given level of stresses, the lining deformation decreases with increasing lining stiffness. We focus on the effect of lining elastic modulus on the dynamic stress concentration coefficient of the lining in a soft surrounding rock. Figure 8 shows the coefficients of dynamic stress concentration (τθθ*) with different lining elastic modulus in a soft surrounding rock (es=2 GPa).Dynamic stress concentration coefficient of tunnel lining with different lining elastic modulus in the soft surrounding rock.
(a)
e
1 = 2~4 GPa
(b)
e
1 = 6~20 GPaAs shown in Figure8, the coefficient of dynamic stress concentration of the lining increases gradually with increasing lining elastic modulus, and the greater the elastic modulus is, the more uneven the distribution of the dynamic stress coefficient is. The different adaptabilities of lining with different stiffness to dynamic stresses may lead to the variation of the dynamic stress of lining. Herein the following example is adopted to illustrate this aspect. When the elastic modulus of the lining is e1=10 Gpa and soft surrounding rock is es=2 Gpa (i.e., e1=5es), the maximum value of dynamic stress concentration coefficient of the lining is more than 100, and the variation of dynamic stress of lining across all directions is very complex. Therefore, under the premise of meeting the bearing capacity and deformation of the lining, appropriately soft lining is recommended to be adopted in the tunnel structure to mitigate the seismic damage of tunnel lining and the ratio between the elastic modulus of the lining and soft surrounding rock should be less than 5.


## 3.1. Effect of Incident Frequency on the Dynamic Stress Concentration Coefficient for the Tunnel Lining

The dimensionless frequencyη is defined as the ratio of inner diameter of the tunnel and the incident wave length [15]:(17)η=2R1λsβ=ksβR1π,
where λsβ is the shear wave length of the half space rock.Considering the effect of different incident frequency contents of P waves on dynamic response of tunnel lining, three typical cases (η=0.5, 1.0, and 2.0) are carried out for incidence P waves from vertical upward direction.Figure2 shows how the toroidal dynamic stress concentration coefficient for the tunnel lining (τθθ*) changes with different incident frequency of P waves for two buried depths h1=20 m and h1=100 m. It is shown that, with increasing incident frequency, τθθ* decreases gradually and τθθ* at low-frequency P waves is about 10 times larger than that at high-frequency. Therefore, low-frequency seismic waves are more detrimental to the tunnel lining than high-frequency. Also the increase of incident frequency leads to increasingly complex distribution of the toroidal dynamic stress in the lining, and the less principal stress concentration direction at low-frequency conditions is gradually transformed into more stress concentration directions at high-frequency conditions.Dynamic stress concentration coefficient of tunnel lining for different incident frequency and buried depth.
(a)
h
1
=
20 m
(b)
h
1
=
100 m


## 3.2. Effect of Incident Angle on the Dynamic Stress Concentration Coefficient of Lining

The stress concentration coefficients of tunnels and underground structures are very sensitive to incident angle of seismic waves. Small changes of the incident angle may lead to a significant change of the stress and deformation at various locations of the tunnel structures. Herein, studies of three representative cases (i.e., vertical incidence with incident angleθα = 0°, a small incident angle θα = 30°, and large incident angle θα = 60°) were carried out for frequency coefficients of η = 1 and η = 2. Figure 3 displays the distribution of toroidal dynamic stress of in the lining for three different incident angles.Dynamic stress concentration coefficient of tunnel lining with different incident angles.
(a)
η
=
1
(b)
η
=
2It is observed that the coefficient of toroidal dynamic stress concentration decreases gradually with increasing incident angle, but the change in the amplitude is small in both dimensionless frequency values,η = 1 and η = 2. It is worth noting that, for vertically incident P waves or a small incident angle (θα = 0°~30°), the coefficients of dynamic stress concentration of lining are very complex and uneven. The conclusion here agrees well with the results of shaking table tests [20].


## 3.3. Effect of Buried Depth on the Dynamic Stress Concentration Coefficient of Lining

To demonstrate the effect of the buried depth and the material properties, two different types of rock mass (soft and hard rock mass) are chosen to study the seismic response of the tunnel lining within a buried depth range from 10 m to 150 m.Case 1 (soft rock as surrounding rock medium of tunnel with elastic moduluses=2 GPa).
Figure4 shows the distribution of toroidal dynamic stress in the lining with different buried depth in a range of 10 m–150 m. With the increase of the buried depths, the dynamic stress concentration coefficient of the lining does not converge to the situation of single round hole in whole space. The distributions of lining toroidal dynamic stress with different values of buried depth are very complex and uneven and no directionality can be obviously observed.Dynamic stress concentration coefficient of tunnel lining with different values of buried depth in the soft surrounding rock.
(a)
h
1 = 10~30 m
(b)
h
1 = 40~75 m
(c)
h
1 = 100~150 mAs Figure5 shows, when the buried depth in the soft surrounding rock is within 100 m, the maximum dynamic stress response of the lining varies with buried depth, and two peak values can be observed at the buried depth of h1=30 m and 100 m. When the buried depth is greater than 100 m (h1>100 m), the coefficient of dynamic stress concentration of lining does not vary significantly with a high level of about 6.5. It appears that, with an increasing buried depth, the decreasing trend of dynamic stress response is not pronounced in the soft surrounding rock and the dynamic stress of tunnel lining may still be high in the case of a large buried depth. There are three main reasons: (1) the difference in stiffness is large between tunnel lining and soft surrounding rock; (2) the degree of stress concentration of tunnel lining is high and dynamic stress of the lining does not decrease obviously with increase of the buried depth; and (3) the pressure of surrounding rock increases gradually with increase of the buried depth. In this case, the soft surrounding rock has a low strength, large porosity, many joints and fractures, and low capability of self-arching and these rock properties lead to large tunnel dynamic response.Figure 5
The maximum dynamic stress concentration coefficient of tunnel lining with different buried depths in the soft surrounding rock.Case 2 (hard surrounding rock medium with elastic moduluses=20 GPa).
Regarding the case with hard surrounding rock medium, no obvious directionality can be observed in terms of the distributions of toroidal dynamic stress caused by P waves, but the dynamic stress response of lining is more pronounced than the case of soft rock as illustrated in Figure6.Dynamic stress concentration coefficient of tunnel lining with different buried depths in hard surrounding rock.
(a)
h
1 = 10~30 m
(b)
h
1 = 40~75 m
(c)
h
1 = 100~150 mFigure7 shows that when the tunnel buried depth is less than 100 m, the coefficient of maximum dynamic stress concentration in the tunnel lining is generally high, ranging from 6.0 to 8.5 which indicates that the response of dynamic stress of the lining is large at the portal segment of hard rock tunnel and the tunnel lining may be damaged easily during a large earthquake. When the tunnel buried depth is greater than 75 m, the coefficient of dynamic stress concentration is reduced significantly. The coefficient of dynamic stress concentration starts to reach a constant level after the buried depth is greater than 100 m. It appears that the lining dynamic stress is small and tends to stabilize at the large buried depth segment of hard rock tunnel and the tunnel lining may be less susceptible to damage during a large earthquake. Therefore, it is concluded that, under the hard rock conditions, the tunnel buried depth (i.e., thickness of the overlying rock) is not a major factor that affects the dynamic stress and seismic damages of tunnel lining when the tunnel buried depth is greater than 100 m. This conclusion is consistent with the findings of Gao et al. [21], which states that the dynamic stress concentration coefficient tends to be constant when the buried depth is greater than 25R1 and the buried depth of 25R1 approaches 100 m.Figure 7
The maximum dynamic stress concentration coefficient of tunnel lining with different buried depths in hard surrounding rock.


## 3.4. Effect of Elastic Modulus on the Dynamic Stress Concentration Coefficient of Lining

The elastic modulus (e1) of the lining can be considered an index for the elastic deformation of tunnel lining, and the stresses caused by elastic deformation increase with increasing elastic modulus. This also means that, at a given level of stresses, the lining deformation decreases with increasing lining stiffness. We focus on the effect of lining elastic modulus on the dynamic stress concentration coefficient of the lining in a soft surrounding rock. Figure 8 shows the coefficients of dynamic stress concentration (τθθ*) with different lining elastic modulus in a soft surrounding rock (es=2 GPa).Dynamic stress concentration coefficient of tunnel lining with different lining elastic modulus in the soft surrounding rock.
(a)
e
1 = 2~4 GPa
(b)
e
1 = 6~20 GPaAs shown in Figure8, the coefficient of dynamic stress concentration of the lining increases gradually with increasing lining elastic modulus, and the greater the elastic modulus is, the more uneven the distribution of the dynamic stress coefficient is. The different adaptabilities of lining with different stiffness to dynamic stresses may lead to the variation of the dynamic stress of lining. Herein the following example is adopted to illustrate this aspect. When the elastic modulus of the lining is e1=10 Gpa and soft surrounding rock is es=2 Gpa (i.e., e1=5es), the maximum value of dynamic stress concentration coefficient of the lining is more than 100, and the variation of dynamic stress of lining across all directions is very complex. Therefore, under the premise of meeting the bearing capacity and deformation of the lining, appropriately soft lining is recommended to be adopted in the tunnel structure to mitigate the seismic damage of tunnel lining and the ratio between the elastic modulus of the lining and soft surrounding rock should be less than 5.


## 4. Conclusions

A series solution of wave equation for dynamic response of underground circular lining tunnels subjected to incident plane P waves is presented by Fourier-Bessel series expansion method in this paper. The effects on circular lining rock tunnels of different factors, including incident frequency, incident angle, buried depth, rock conditions, and lining stiffness, are studied through the proposed series solution. In this study, the following conclusions are drawn.(1)
In circular lining rock tunnels, the coefficient of toroidal dynamic stress concentration and dynamic stress decrease gradually with the increase of incident frequency of P waves.τθθ* for low-frequency P waves is about 10 times larger than that for high-frequency, indicating that low-frequency contents of seismic waves are more detrimental to the tunnel linings than high-frequency contents.(2)
The incident angle of P waves has a significant influence on dynamic response of the tunnel lining. When seismic waves propagate vertically or with a small incident angle (θα = 0°~30°), the distribution of the coefficients of dynamic stress concentration in the tunnel lining is very complex and uneven, which is detrimental to the safety of the tunnel lining.(3)
When the buried depth of a tunnel in the soft surrounding rock is in a range of 0~100 m, the decreasing tendency of dynamic stress response of the lining with increasing tunnel buried depth is not obvious; even if the buried depth is greater than 100 m, the coefficient of dynamic stress concentration of the lining still remains at a high level of about 6.5. In this situation, tunnels crossing the fault zone or the high stress segment may get damaged seriously during large earthquake.(4)
When the tunnel buried depth in hard surrounding rock is less than 100 m, the coefficient of dynamic stress concentration in the tunnel lining is high, ranging from 6.0 to 8.5. While the buried depth is greater than 100 m, the dynamic stress of the lining is small and tends to stabilize. When the tunnel buried depth is more than 100 m, the tunnel buried depth is not a major factor that affects the dynamic stress.(5)
The coefficient of dynamic stress concentration in the lining increases gradually with increasing elastic modulus of the lining, and the greater the elastic modulus is, the more uneven the dynamic stress coefficient is. Therefore, under the premise of meeting the bearing capacity and deformation of lining, appropriate soft lining is recommended to be adopted in the tunnel structures to mitigate seismic damage of tunnel lining, and the ratio between the elastic modulus of the lining and soft surrounding rock should be less than 5.



---

*Source: 297424-2014-11-20.xml*