# The Expression of Seismic Surrounding Rock Pressure for a Shallow Tunnel Is Derived Using the Pseudostatic Method

Authors: Zhengde Wei; Yanpeng Zhu
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

Terzaghi developed a generalized expression of the vertical surrounding rock pressures of shallow tunnels by considering the limit equilibrium of soil masses. In this paper, based on the Terzaghi failure mode, the pseudostatic method is used to derive this expression under seismic loading conditions. The surrounding rock in the fractured zone of the tunnel side wall is analyzed as an isolated body using the limit equilibrium method to obtain the explicit calculation expressions of the horizontal surrounding rock pressures of a shallow tunnel under seismic loading. Case analysis indicates that the proposed method is feasible. In addition, the influence of the seismic acceleration coefficient on surrounding rock pressures is further discussed. The results show that the horizontal surrounding rock pressure decreases with the increase of seismic acceleration coefficients. The vertical surrounding rock pressure increases as the horizontal seismic acceleration coefficient increases, and it decreases with the increase of the vertical seismic acceleration coefficient, and the effect of the seismic acceleration coefficient on surrounding rock pressure is significant. The study results can provide reference for the seismic safety evaluation and structural seismic design of shallow tunnels.


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## Body

## 1. Introduction

After the tunnel excavation, due to the deformation and relaxation of surrounding rock, the pressure acting on the tunnel lining structures is called the surrounding rock pressure, which is the main load of the supporting structure and is also an important basis for the design of tunnel lining structure by using the load structure method. At present, the calculation methods for the surrounding rock pressure of shallow tunnels mainly include Terzaghi theory [1], Bierbäumer theory [2], and the main methods recommended in the railway and road tunnel design code of China [3, 4]. However, due to the limitations of various environmental conditions and technical means, there are still many deficiencies in the abovementioned methods, especially for shallow buried tunnels. For instance, the influences of overlying strata by seepage, excavation disturbance, earthquake, and other external conditions are not considered.It is generally believed that the tunnel should have stronger performance than the grounds buildings. Therefore, the seismic of tunnels is not paid attention all the time [5, 6]. However, in fact, the impact of earthquakes on tunnels cannot be ignored. The Tangshan earthquake in 1976, the Osaka-Kobe earthquake in 1995, the Jiji earthquake in 1999, and the Wenchuan earthquake in 2008 all brought great disasters to the tunnels near the epicenter [7–9].In recent years, many scholars have carried out efforts considering the impact of earthquakes. Navarro and Samartn [10] used the finite difference method to derive the analytical solution of tunnel internal force. Sanchez Merino et al. [11] studied the simple longitudinal seismic response of tunnel lining to surface wave. Kouretzis et al. [12] studied the influence of soil lining interface friction on the circumferential force and bending moment of tunnel lining under the action of S wave and P wave through numerical simulation. Zhang et al. [13] studied the influence of horizontal and vertical seismic forces on the stability of shallow tunnels using the pseudostatic method. These methods are commonly used to calculate the internal force of the tunnel structure and the stability of surrounding rock, but the calculation of mechanical performances of surrounding rock around the tunnel is not mentioned.Taking a two-lane highway tunnel in grade IV surrounding rock as an example, Yang et al. [14] proposed a pseudostatic method for seismic response calculation of highway tunnels by regarding the lining structure as a frame structure on elastic foundation. Based on the pseudostatic method, Bai et al. [15] derived the analytical solution of surrounding rock pressure of the shallow buried unsymmetrical pressure tunnel under earthquake action through rotation of seismic force deflection angle and limit equilibrium condition. Sun and Dias [16] studied the seismic response of a circular tunnel considering the stress release of surrounding soil due to excavation by using the pseudostatic analysis method. On the basis of considering the influence of horizontal seismic force, Yang et al. [17] studied the surrounding rock pressure of the shallow buried unsymmetrical pressure tunnel, but only considered the horizontal seismic force, ignoring the influence of vertical seismic force. In all of these seismic impact studies, it was assumed that the seismic forces were pseudostatic in nature. Numerical simulation and experimental studies [18–22] showed that the horizontal surrounding rock pressure was nonlinear. The pseudostatic method does not provide a simple and clear analytical expression for the horizontal surrounding rock pressures.In addition, the researchers also used the dynamic response analysis method to explore the problem in depth [23–26]. However, the dynamic response analysis method needs to input the acceleration time history curve of seismic wave, and thus, the calculation analysis is more complex. Although it has many advantages, it is not convenient for engineering designers. Therefore, the pseudostatic analysis method, which has clear mechanical concept and can directly obtain the results through, is more widely used in the conventional tunnel seismic surrounding rock pressure analysis.In the calculation of surrounding rock pressure, the result of Bierbäumer theory [2] is too small, and the code method [3, 4] makes a lot of artificial assumptions and lacks sufficient theoretical basis. At present, the classical Terzaghi method is widely used, and its failure mode and analysis method provide acceptable calculation results. Recently, literature [27, 28] have also discussed this issue in depth. It is proved that the Terzaghi method is more suitable for shallow tunnels with poor surrounding rock conditions. In this study, it is proposed to adopt the destructive mode of Terzaghi in order to simplify the calculation.In this paper, an attempt is made to derive the analytical expressions of seismic surrounding rock pressure using a relatively simple pseudostatic approach, based on the Terzaghi failure mode, and through the limit equilibrium stress analysis. In particular, the horizontal pressure of surrounding rock under seismic action is discussed, hoping to supplement and perfect the methods proposed in existing research achievements.


## 2. Basic Theory

### 2.1. Terzaghi Failure Mode

Terzaghi believed that all soils were cut by joints and fissures to varying degrees, so the soil body can be regarded as granular. After excavation, the soil body above the tunnel would sink with the deformation of the tunnel. Two shear planes appeared between the sides of the tunnel and the ground surface, and stress transfer occurred as soil particles rip one another. As a result, the vertical surrounding rock pressure acting on the lining was induced by stress transfer. It was assumed that the vertical compressive stress acting on any horizontal plane was uniform. Terzaghi theory used to calculate the surrounding rock was based on the limit equilibrium method. The failure mode is shown in Figure1, where σv means the vertical stress at depth h; φ0 means the estimation friction angle; θ means the rupture angle of the surrounding rock, and λ is the lateral pressure coefficient of the overlying stratum, which is calculated by λ=1.0 to 1.6 as suggested by the Terzaghi experimental results.Figure 1
Terzaghi failure mode.


### 2.2. Pseudostatic Method

The physical concept of the pseudostatic method is simple and clear, the calculation steps are convenient, and it is widely used in practical engineering practice. It is an approximate simple method to solve the dynamic problem by the static method. The core idea is to replace the effect of the seismic load with the constant inertial force in the horizontal and vertical directions. The direction of application is taken as the most unfavorable direction to the structure. The horizontal and vertical inertia forces generated during ground motion are presented as follows:(1)Fh=αhGg=khG,Fv=αvGg=kvG,where αh and αv are the pseudostatic accelerations in the horizontal and vertical directions, respectively; kh and kv are the pseudostatic acceleration coefficients in the horizontal and vertical directions, respectively; G is the weight of the soil mass; and g is the gravitational acceleration. When the seismic intensity is designed to be VI, VII, VIII, and IX degrees, the horizontal seismic acceleration coefficients kh are taken as 0.05, 0.10, 0.20, and 0.40, respectively, and kv can be obtained by kv=1/2∼2/3kh [11].


## 2.1. Terzaghi Failure Mode

Terzaghi believed that all soils were cut by joints and fissures to varying degrees, so the soil body can be regarded as granular. After excavation, the soil body above the tunnel would sink with the deformation of the tunnel. Two shear planes appeared between the sides of the tunnel and the ground surface, and stress transfer occurred as soil particles rip one another. As a result, the vertical surrounding rock pressure acting on the lining was induced by stress transfer. It was assumed that the vertical compressive stress acting on any horizontal plane was uniform. Terzaghi theory used to calculate the surrounding rock was based on the limit equilibrium method. The failure mode is shown in Figure1, where σv means the vertical stress at depth h; φ0 means the estimation friction angle; θ means the rupture angle of the surrounding rock, and λ is the lateral pressure coefficient of the overlying stratum, which is calculated by λ=1.0 to 1.6 as suggested by the Terzaghi experimental results.Figure 1
Terzaghi failure mode.


## 2.2. Pseudostatic Method

The physical concept of the pseudostatic method is simple and clear, the calculation steps are convenient, and it is widely used in practical engineering practice. It is an approximate simple method to solve the dynamic problem by the static method. The core idea is to replace the effect of the seismic load with the constant inertial force in the horizontal and vertical directions. The direction of application is taken as the most unfavorable direction to the structure. The horizontal and vertical inertia forces generated during ground motion are presented as follows:(1)Fh=αhGg=khG,Fv=αvGg=kvG,where αh and αv are the pseudostatic accelerations in the horizontal and vertical directions, respectively; kh and kv are the pseudostatic acceleration coefficients in the horizontal and vertical directions, respectively; G is the weight of the soil mass; and g is the gravitational acceleration. When the seismic intensity is designed to be VI, VII, VIII, and IX degrees, the horizontal seismic acceleration coefficients kh are taken as 0.05, 0.10, 0.20, and 0.40, respectively, and kv can be obtained by kv=1/2∼2/3kh [11].


## 3. Analytical Solution of Surrounding Rock Pressure under Earthquake Action

### 3.1. Model Parameters

As shown in Figure2, assuming that the soil is a uniform stratum, the horizontal slice element of thickness dh is used to calculate the equilibrium of forces. P1=Lσv; T1=Lσv+dσv; F1=λσvtanφ0dh; and N1=λσvdh.Figure 2
Force diagram of the microunit.When an earthquake occurs, the soil mass is affected by the seismic load. According to the pseudostatic method, the horizontal and vertical directions of the soil mass will produce inertial forceskhG1[⟵ +, ⟶ −] and kvG1[↑ +, ↓ −], respectively, where kh and kv are the pseudostatic acceleration coefficients in the horizontal and vertical directions, respectively; G1 is the self-weight of the microunit; and g means gravitational acceleration. The force analysis diagram is shown in Figure 3(a). The inertial forces khG1 and kvG1 are regarded as the static force, and the soil gravity G1 is combined to obtain the resultant force G1′, wherein the angle between G1′ and the vertical line is η, as shown in Figure 3(b). η is the deflection angle of earthquake force.Figure 3
Calculation diagrams of the microunit. (a) Original force diagram. (b) Composition graph of inertial force and gravity. (c) Force system rotation angleη.According to reference [29],(2)η=arctankh1−kv.It is easy to know from geometric relations that(3)G1′=1−kvG1secη.The self-weight of the micro unit is(4)G1=γLdh.


### 3.2. Analytical Solution of Vertical Surrounding Rock Pressures

The vertical equilibrium of the microunitdh at h depth, as shown in Figures 2 and 3(c), is analyzed as follows:(5)P1cosη+G1′=T1cosη+2F1cosη.Substituting equation (4) and other parameters into equation (5) yields(6)Lσvcosη+γLdh1−kvsecη=σv+dσvLcosη+2λσvtanφ0cosηdh.We transform this equation as(7)dσvdh+2λσvtanφ0L=γ1−kvsec2η,where L=B+2ztanθ; B is the excavation breadth of the tunnel.Equation (7) determines the vertical stress at any depth:(8)σvh=Lγ1−kvsec2η2λtanφ01+Aexp−2λtanφ0Lh,where A is an undetermined parameter determined by the boundary condition. When the boundary condition h=0, σv=0 (no load on the ground surface) is substituted into equation (8) to get A=−1; thereby,(9)σvh=Lγ1−kvsec2η2λtanφ01−exp−2λtanφ0Lh.Whenh=H, the vertical pressure acting on the top of tunnel AB is obtained using equation (9):(10)q=σvh|h=H=Lγ1−kvsec2η2λtanφ01−exp−2Hλtanφ0L,where H is the buried depth of the tunnel. This equation is the computational formula of vertical surrounding rock pressure of the tunnel under earthquake action.


### 3.3. Analytical Solution of Horizontal Surrounding Rock Pressures

The triangle slider at the tunnel side is taken into force analysis, assuming that the resultant supporting resistance supplied by the supporting structure that maintains the stability of tunnel surrounding rock isF2. The acting direction between the resultant supporting resistance and vertical line of the triangle is undoubtedly θ+φ0 according to the related flow rule, as shown in Figure 4.Figure 4
Force analysis of the side wall fractured zone.Similarly, according to the geometric relationship, we get(11)G2′=1−kvG2secη,where G2 is the self-weight of the triangle rupture body, which is calculated as(12)G2=12γz2tanθ.As shown in Figure5, based on the static equilibrium condition,(13)Qcosη+G2′−N2sinθ+η−T2cosθ+η−F2cosθ+φ0+η=0,F2sinθ+φ0+η+T2sinθ+η−N2cosθ+η=0,where Q=qztanθ. The rupture plane satisﬁes the Mohr–Coulomb yield criteria with(14)T2=N2tanφ0.Figure 5
Calculation diagram of the side wall fractured zone. (a) Original force diagram. (b) Composition graph of inertial force and gravity. (c) Force system rotation angleη.When equations (13) and (14) are simultaneously applied and solved, we derive(15)F2=qztanθcosη+G2′cosθ+φ0+η,where θ=45°−φ0/2.Thus, the surrounding rock maintains stable horizontal lateral support.(16)Fx=F2sinθ+φ0+η,=qztanθcosη+G2′cosθ+φ0+η⋅sinθ+φ0+η.If the horizontal load distributes as the line moves along the vertical direction, then the horizontal surrounding rock pressure in the depth range of the tunnel is(17)e=qztanθcosη+G2′cosθ+φ0+η⋅sinθ+φ0+ηz.Then, we substitute equations (11) and (12) into equation (17), which yields(18)e=qztanθcosη+121−kvγz2tanθsecηcosθ+φ0+η⋅sinθ+φ0+ηz.This equation is the formula of horizontal surrounding rock pressure of the tunnel under earthquake action.


## 3.1. Model Parameters

As shown in Figure2, assuming that the soil is a uniform stratum, the horizontal slice element of thickness dh is used to calculate the equilibrium of forces. P1=Lσv; T1=Lσv+dσv; F1=λσvtanφ0dh; and N1=λσvdh.Figure 2
Force diagram of the microunit.When an earthquake occurs, the soil mass is affected by the seismic load. According to the pseudostatic method, the horizontal and vertical directions of the soil mass will produce inertial forceskhG1[⟵ +, ⟶ −] and kvG1[↑ +, ↓ −], respectively, where kh and kv are the pseudostatic acceleration coefficients in the horizontal and vertical directions, respectively; G1 is the self-weight of the microunit; and g means gravitational acceleration. The force analysis diagram is shown in Figure 3(a). The inertial forces khG1 and kvG1 are regarded as the static force, and the soil gravity G1 is combined to obtain the resultant force G1′, wherein the angle between G1′ and the vertical line is η, as shown in Figure 3(b). η is the deflection angle of earthquake force.Figure 3
Calculation diagrams of the microunit. (a) Original force diagram. (b) Composition graph of inertial force and gravity. (c) Force system rotation angleη.According to reference [29],(2)η=arctankh1−kv.It is easy to know from geometric relations that(3)G1′=1−kvG1secη.The self-weight of the micro unit is(4)G1=γLdh.


## 3.2. Analytical Solution of Vertical Surrounding Rock Pressures

The vertical equilibrium of the microunitdh at h depth, as shown in Figures 2 and 3(c), is analyzed as follows:(5)P1cosη+G1′=T1cosη+2F1cosη.Substituting equation (4) and other parameters into equation (5) yields(6)Lσvcosη+γLdh1−kvsecη=σv+dσvLcosη+2λσvtanφ0cosηdh.We transform this equation as(7)dσvdh+2λσvtanφ0L=γ1−kvsec2η,where L=B+2ztanθ; B is the excavation breadth of the tunnel.Equation (7) determines the vertical stress at any depth:(8)σvh=Lγ1−kvsec2η2λtanφ01+Aexp−2λtanφ0Lh,where A is an undetermined parameter determined by the boundary condition. When the boundary condition h=0, σv=0 (no load on the ground surface) is substituted into equation (8) to get A=−1; thereby,(9)σvh=Lγ1−kvsec2η2λtanφ01−exp−2λtanφ0Lh.Whenh=H, the vertical pressure acting on the top of tunnel AB is obtained using equation (9):(10)q=σvh|h=H=Lγ1−kvsec2η2λtanφ01−exp−2Hλtanφ0L,where H is the buried depth of the tunnel. This equation is the computational formula of vertical surrounding rock pressure of the tunnel under earthquake action.


## 3.3. Analytical Solution of Horizontal Surrounding Rock Pressures

The triangle slider at the tunnel side is taken into force analysis, assuming that the resultant supporting resistance supplied by the supporting structure that maintains the stability of tunnel surrounding rock isF2. The acting direction between the resultant supporting resistance and vertical line of the triangle is undoubtedly θ+φ0 according to the related flow rule, as shown in Figure 4.Figure 4
Force analysis of the side wall fractured zone.Similarly, according to the geometric relationship, we get(11)G2′=1−kvG2secη,where G2 is the self-weight of the triangle rupture body, which is calculated as(12)G2=12γz2tanθ.As shown in Figure5, based on the static equilibrium condition,(13)Qcosη+G2′−N2sinθ+η−T2cosθ+η−F2cosθ+φ0+η=0,F2sinθ+φ0+η+T2sinθ+η−N2cosθ+η=0,where Q=qztanθ. The rupture plane satisﬁes the Mohr–Coulomb yield criteria with(14)T2=N2tanφ0.Figure 5
Calculation diagram of the side wall fractured zone. (a) Original force diagram. (b) Composition graph of inertial force and gravity. (c) Force system rotation angleη.When equations (13) and (14) are simultaneously applied and solved, we derive(15)F2=qztanθcosη+G2′cosθ+φ0+η,where θ=45°−φ0/2.Thus, the surrounding rock maintains stable horizontal lateral support.(16)Fx=F2sinθ+φ0+η,=qztanθcosη+G2′cosθ+φ0+η⋅sinθ+φ0+η.If the horizontal load distributes as the line moves along the vertical direction, then the horizontal surrounding rock pressure in the depth range of the tunnel is(17)e=qztanθcosη+G2′cosθ+φ0+η⋅sinθ+φ0+ηz.Then, we substitute equations (11) and (12) into equation (17), which yields(18)e=qztanθcosη+121−kvγz2tanθsecηcosθ+φ0+η⋅sinθ+φ0+ηz.This equation is the formula of horizontal surrounding rock pressure of the tunnel under earthquake action.


## 4. Verification and Comparison

The calculation model of the surrounding rock pressure of the shallow tunnel under seismic force is simplified, which provides convenience for seismic design of tunnels. The derived formula needs further verification. In order to verify the formula derived in this paper under earthquake action, that is, the pseudostatic acceleration coefficientskh≠0 and kv≠0, the calculation results derived from the proposed model are compared with the results of the shaking table test of Ishibashi and Fang [30] and further compared with the classical dynamic earth pressure Mononobe–Okabe formula [31, 32]. It should be emphasized that the calculation method for the vertical surrounding rock pressure is similar to Terzaghi theory. Therefore, the comparative analysis is only performed on the horizontal surrounding rock pressure.Ishibashi and Fang use the siliceous sand from Ottawa, Canada, as fillers. The average density of the sand is 1.643 g/cm3, internal friction angle φ=40.1°, kh=0.215, and z=1 m. Mononobe–Okabe’s expression is as follows:(19)e=12⋅1+kvcosηγH2cos2φ−α−ηcos2αcosα+δ+η1+sinφ+δsinφ−β−η/cosα+δ+ηcosα−β2,where β = inclination to the horizontal of the backfill top surface; δ = soil-wall interface friction angle, and the retaining wall back surface makes an angle α with vertical. The other parameters are consistent with the previous section.The parameters in this paper are consistent with the test method, whereα=0, β=0, and δ=φ. The calculation results and test results are shown in Figure 6.Figure 6
Comparison of calculation results and test results.It can be seen from the figure that the horizontal surrounding rock pressure is nonlinearly distributed along the tunnel height. Compared with the Mononobe–Okabe method, the results obtained by this method are more consistent with the experimental results. A large number of study results show that the distribution of surrounding rock pressure under earthquake is nonlinear. Therefore, the seismic surrounding rock pressure results obtained in this study are more reasonable than the Mononobe–Okabe theory.In summary, the analysis method selected in this study is feasible, and the calculation model of surrounding rock pressure of shallow tunnel under horizontal and vertical seismic forces is reasonable. In addition, the surrounding rock pressure model of a shallow tunnel established in the Terzaghi method is a special case of the model proposed in this paper, that is, when the seismic load is 0.


## 5. Effect of Earthquake Action

In order to study the influence of seismic force on the surrounding rock pressure of shallow tunnels, it is assumed that only horizontal seismic forces (case I) and horizontal and vertical seismic forces act together (case II).


### 5.1. Effect of Horizontal Seismic Force on Surrounding Rock Pressure of a Shallow Tunnel

When there is only horizontal seismic force (the case I),kh≠0 and kv=0. The buried depth of tunnel H=20m, tunnel span B=10m, height z=10m, volume weight of surrounding rock γ=20kN/m3, estimation friction angle φ0=20°, and the lateral pressure coefficient of overlying strata λ=1.0−1.6. In order to study the influence of horizontal seismic force on surrounding rock pressure of a shallow tunnel, according to equation (2), the deflection angles of earthquake force η are 2.93°, 6.00°, 12.53°, and 26.57°, respectively. Through calculation, the influence of horizontal seismic acceleration coefficient kh on surrounding rock pressure is shown in Figure 7.Figure 7
Influence ofkh on surrounding rock pressure. (a) Vertical surrounding rock pressure. (b) Horizontal surrounding rock pressure.
(a)(b)The results of the analysis are as follows.In the case of horizontal seismic force alone (kh≠0 and kv=0), the horizontal seismic force has a greater impact on the surrounding rock pressures of shallow tunnels. The vertical surrounding rock pressure significantly increases when the seismic intensity increases. On the contrary, the horizontal surrounding rock pressure significantly decreases when the seismic intensity increases.Whenλ is constant, the vertical surrounding rock pressure increases with the increase of horizontal seismic acceleration coefficient kh. The horizontal surrounding rock pressure decreases with the increase of horizontal seismic acceleration coefficient kh. When kh increases from 0.20 to 0.40, the variation amplitude of surrounding rock pressure is the largest.


### 5.2. Effect of Comprehensive Seismic Force on Surrounding Rock Pressure of a Shallow Tunnel

When horizontal and vertical seismic forces act simultaneously (the case II),kh≠0 and kv≠0. In order to study the influence of vertical seismic force on the surrounding rock pressure of a shallow tunnel, the horizontal seismic acceleration coefficients kh are 0.05, 0.10, 0.20, and 0.40, respectively. Taking kv=0.5kh, the vertical seismic acceleration coefficients kv are 0.025, 0.05, 0.10, and 0.20, respectively.Whenλ=1.0−1.6, the variation law of surrounding rock pressure of the shallow tunnel is approximately the same. In this paper, when λ=1.0, the surrounding rock pressure corresponding to different seismic acceleration coefficients kh and kv is calculated. The influence curve of the horizontal and vertical seismic acceleration coefficient on surrounding rock pressure is shown in Figure 8.Figure 8
Influence ofkh and kv on surrounding rock pressure. kh: 1–0.05; 2–0.10; 3–0.20; and 4–0.40. (a) Vertical surrounding rock pressure. (b) Horizontal surrounding rock pressure.
(a)(b)The results of the analysis are as follows.Under the combined action of horizontal and vertical seismic forces (kh≠0 and kv≠0), the vertical surrounding rock pressure increases with the increase of horizontal seismic acceleration coefficient kh and decreases with the increase of vertical seismic acceleration coefficient kv, while the horizontal surrounding rock pressure decreases with the increase of kh and kv.In summary, in case I and case II, the horizontal surrounding rock pressure decreases with the increase of seismic acceleration coefficients (kh and kv), while the vertical surrounding rock pressure increases with the increase of kh and decreases with the increase of kv. Therefore, the effect of the seismic acceleration coefficient on surrounding rock pressure is significant.


## 5.1. Effect of Horizontal Seismic Force on Surrounding Rock Pressure of a Shallow Tunnel

When there is only horizontal seismic force (the case I),kh≠0 and kv=0. The buried depth of tunnel H=20m, tunnel span B=10m, height z=10m, volume weight of surrounding rock γ=20kN/m3, estimation friction angle φ0=20°, and the lateral pressure coefficient of overlying strata λ=1.0−1.6. In order to study the influence of horizontal seismic force on surrounding rock pressure of a shallow tunnel, according to equation (2), the deflection angles of earthquake force η are 2.93°, 6.00°, 12.53°, and 26.57°, respectively. Through calculation, the influence of horizontal seismic acceleration coefficient kh on surrounding rock pressure is shown in Figure 7.Figure 7
Influence ofkh on surrounding rock pressure. (a) Vertical surrounding rock pressure. (b) Horizontal surrounding rock pressure.
(a)(b)The results of the analysis are as follows.In the case of horizontal seismic force alone (kh≠0 and kv=0), the horizontal seismic force has a greater impact on the surrounding rock pressures of shallow tunnels. The vertical surrounding rock pressure significantly increases when the seismic intensity increases. On the contrary, the horizontal surrounding rock pressure significantly decreases when the seismic intensity increases.Whenλ is constant, the vertical surrounding rock pressure increases with the increase of horizontal seismic acceleration coefficient kh. The horizontal surrounding rock pressure decreases with the increase of horizontal seismic acceleration coefficient kh. When kh increases from 0.20 to 0.40, the variation amplitude of surrounding rock pressure is the largest.


## 5.2. Effect of Comprehensive Seismic Force on Surrounding Rock Pressure of a Shallow Tunnel

When horizontal and vertical seismic forces act simultaneously (the case II),kh≠0 and kv≠0. In order to study the influence of vertical seismic force on the surrounding rock pressure of a shallow tunnel, the horizontal seismic acceleration coefficients kh are 0.05, 0.10, 0.20, and 0.40, respectively. Taking kv=0.5kh, the vertical seismic acceleration coefficients kv are 0.025, 0.05, 0.10, and 0.20, respectively.Whenλ=1.0−1.6, the variation law of surrounding rock pressure of the shallow tunnel is approximately the same. In this paper, when λ=1.0, the surrounding rock pressure corresponding to different seismic acceleration coefficients kh and kv is calculated. The influence curve of the horizontal and vertical seismic acceleration coefficient on surrounding rock pressure is shown in Figure 8.Figure 8
Influence ofkh and kv on surrounding rock pressure. kh: 1–0.05; 2–0.10; 3–0.20; and 4–0.40. (a) Vertical surrounding rock pressure. (b) Horizontal surrounding rock pressure.
(a)(b)The results of the analysis are as follows.Under the combined action of horizontal and vertical seismic forces (kh≠0 and kv≠0), the vertical surrounding rock pressure increases with the increase of horizontal seismic acceleration coefficient kh and decreases with the increase of vertical seismic acceleration coefficient kv, while the horizontal surrounding rock pressure decreases with the increase of kh and kv.In summary, in case I and case II, the horizontal surrounding rock pressure decreases with the increase of seismic acceleration coefficients (kh and kv), while the vertical surrounding rock pressure increases with the increase of kh and decreases with the increase of kv. Therefore, the effect of the seismic acceleration coefficient on surrounding rock pressure is significant.


## 6. Conclusions

A method to calculate the vertical surrounding rock pressure of a shallow buried tunnel under seismic action is presented based on the Terzaghi failure mode. Terzaghi theory, which was limited to the static analysis, is expanded to include the dynamic analysis of seismic action. A limit equilibrium analysis of the surrounding rock bodies in a tunnel side rupture zone is conducted, and the computational expressions of the horizontal surrounding rock pressure under the seismic action are derived by the pseudostatic method. The case study indicates that the method presented in this paper is feasible and perfects the insufficiency of the existing calculation methods of horizontal surrounding rock pressure under earthquake action.In case I and case II, the horizontal surrounding rock pressure decreases with the increase of the seismic acceleration coefficient, while the vertical surrounding rock pressure increases with the increase ofkh and decreases with the increase of kv. Therefore, the seismic action has a significant impact on the surrounding rock pressure.Considering the comprehensive effect of horizontal and vertical seismic forces, this paper provides a theoretical basis for the seismic design of actual tunnel engineering in earthquake-prone areas. At the same time, in future research, the applicability of the analytical algorithm will be further verified.



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