# Study on Field Test and Seismic Performance of MJS Joint Microdisturbance Reinforcement on Existing Tunnel

Authors: Zhanyou Luo; Yongheng Deng; Baoping Zou; Jianfeng Zhu; Mingyao Jiang; Kuangqin Xie
Journal: Shock and Vibration
 (2021)

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## Abstract

Metro Jet System (MJS) joint microdisturbance reinforcement is often adopted to strengthen and remediate existing tunnels that are severely deformed by under-construction peripheral works, but analysis related to the reinforcement system of tunnel under consideration of seismic effects is insufficient at present. In this work, a field test of MJS joint microdisturbance reinforcement system of existing tunnels was conducted on the basis of a subway tunnel deformation reinforcement project. Then, a numerical simulation study of the seismic dynamic response of reinforcement system was performed in combination with seismic wave direction and intensity. Results show that the MJS joint microdisturbance reinforcement measures can effectively reduce the settlement and horizontal radial convergence deformation of the tunnel. The seismic longitudinal wave significantly affects the vertical displacement of the tunnel, and the seismic-induced vertical displacement of the tunnel increases with the rise in seismic intensity. The seismic transverse wave significantly affects the horizontal radial convergence deformation of the tunnel, and the seismic-induced horizontal radial convergence deformation of the tunnel increases with the rise in seismic intensity. The antiseismic property of MJS joint microdisturbance reinforcement measures on the existing tunnel is not obvious.


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## Body

## 1. Introduction

The impact of the surrounding construction in progress can cause damage to the operating tunnel, which can cause deformation in the operating tunnel in severe cases and affect the safe use of the tunnel [1]. Lateral grouting reinforcement system is used for remediation for tunnels with small deformations, while MJS joint microdisturbance reinforcement construction measures are used for remediation for tunnels that produce severe deformations. The reason is that the effect of seismic effects on existing tunnels reinforced by MJS joint microdisturbance reinforcement is not well understood. Accordingly, the seismic dynamic response of tunnels and reinforcement systems needs to be explored. In the study of earthquake effects on tunnels, Zhang et al. [2] and Lai et al. [3] used numerical simulations and indoor tests to examine the dynamic response of tunnels under earthquake effects, respectively. They found that underpass tunnels have certain effects on the seismic response of aboveground frames and obtained the tunnel vibration acceleration response law. Guan et al. [4] studied the seismic dynamic response of an extra-large section tunnel under bias pressure conditions and found that the bias pressure effect will show an amplification law as the ground vibration amplitude increases. Zhang and Lei [5] used FLAC three-dimensional software to establish a two-dimensional finite element model of the tunnel under seismic action and analyzed the effect of seismic parameters on the tunnel. Pakbaz and Yareevand [6] and Xu et al. [7] used finite element analysis software to investigate the main causes of tunnel damage by simulating the interaction between the tunnel lining structure and the surrounding rock. They also proposed tunnel reinforcement measures. Hleibieh et al. [8] and Kawakami [9] estimated the tunnel deformation by establishing a seismic dynamic response model and a fractured strata mechanics model, respectively. They obtained seismic design parameters for tunnels in earthquake zones. In the simulation of tunnel grouting reinforcement, Deng [10] analyzed the extent of grouting reinforcement system and the amount of soil uplift by multipoint displacement meter to obtain the parameters of grouting reinforcement system in the unevenly settled section of the tunnel. Xu et al. [11] used numerical simulation to study the reinforcement range of reasonable grouting of soil around the existing tunnel structure and obtained the law of ground deformation with the depth of grouting reinforcement. Xiao [12] used the microdisturbance dual-liquid grouting technology to strengthen the converging deformation tunnel and found a better grouting effect on both sides of the tunnel. Zhang et al. [13] analyzed the mechanism and main influencing factors of split grouting reinforcement in silty strata, and the comparison with experimental results showed that split grouting reinforcement is feasible. Xiong et al. [14] used finite elements to simulate the reinforcement of the MJS method for the starting section of the shield machine and obtained the construction parameters with good reinforcement effect. Jin et al. [15] conducted cement grouting field tests for in situ and remodeled loess and obtained the relationship curves between grouting volume and time under different grouting pressures, which revealed the diffusion mechanism of cement slurry in loess. In summary, although scholars have investigated the seismic dynamic response of reinforcement system for tunnels, research on the seismic response of existing tunnels strengthened by MJS joint microdisturbance is insufficient. Therefore, in this work, a field test of MJS joint microdisturbance reinforcement reinforced existing tunnel is conducted on the basis of an underpass tunnel deformation reinforcement project. Then, a numerical simulation study of the seismic dynamic response of reinforcement system is performed by combining seismic wave direction and intensity.


## 2. Project Overview

An operational subway tunnel is located below the construction in progress, the average vertical distance from the top of the tunnel to the ground is 18 m, the outer diameter of the tunnel segment is 6.1 m, the inner diameter is 5.5 m, the wall thickness is 0.3 m, the tunnel section is circular, the lining structure is made of high-strength precast reinforced concrete, the width of each ring is 1.2 m, the concrete strength grade is C50, and the material parameters of the segment and the main reinforcement materials are shown in Table1. The area where the project is located belongs to alluvial plain terrain, and the geological parameters of the soil layer obtained from the site borehole exploration and regional geological data are shown in Table 2. The seismic zoning map indicates that the seismic intensity level of the area where the project is located is VI.Table 1
Calculation parameters of tunnel segment and reinforcement materials.
MaterialWeight (kN/m3)Elastic modulus (MPa)Poisson’s ratioTunnel pipe25.034,5000.2MJS pile22.02,8000.2Microdisturbance grouting24.02,8000.2Table 2
Physical and mechanical parameters of the soil.
MaterialWeight (kN/m3)Elastic modulus (MPa)Poisson’s ratioCohesion (MPa)Internal friction angle (°)Miscellaneous fill18.016.500.2610.010.0Sandy silt18.135.000.255.027.5Muddy-silty clay17.430.000.2514.211.5Muddy-silty clay with slit18.230.000.2513.019.0Silty clay17.632.000.2516.214.5Given that the tunnel was affected by the construction of the surrounding under-construction projects, the operated subway tunnel produced horizontal radial convergence deformation, and Figure1(a) shows a schematic of the tunnel segment deformation. Notably, ΔD is the difference between the diameter of the tunnel after deformation and the original tunnel diameter. For the sake of description, the horizontal radial convergence data mentioned in the latter are ΔD/2. Figure 1(b) shows a graph of the horizontal radial convergence deformation curve of the tunnel segment. The graph indicates that the maximum horizontal radial convergence deformation value of the tunnel reaches 57.30 mm. As a result, the tunnel with more serious deformation of rings 100–113 needs to be reinforced by MJS joint microdisturbance. The plan layout of MJS and microdisturbance grouting hole location is shown in Figure 2. The center distance of MJS grouting hole is 1.8 m, the center distance of microdisturbance grouting hole is 1.2 m, and the total length of reinforced section is 16.8 m. The location relationship between the reinforcement of MJS joint microdisturbance reinforcement and the tunnel is shown in Figure 3.Figure 1
Horizontal radial convergence diagram of tunnel segment: (a) tunnel deformation diagram and (b) horizontal radial convergence deformation curve of tunnel segment.
(a)(b)Figure 2
Plan layout of MJS joint microdisturbance reinforcement.Figure 3
Location relationship of the MJS joint microdisturbance reinforced existing tunnel.


## 3. Determination of Model Parameters

### 3.1. MJS Grouting Simulation

In this project, the MJS grouting reinforcement system is first conducted by drilling holes at the designed points. Then, high-pressure injection grouting is performed at the depth to be reinforced. The lower part of the MJS grouting reinforcement system is cylindrical with a cement dosage of 3.3 t/m, and the upper part is semicylindrical with a cement dosage of 1.65 t/m. The internal pressure is achieved by adjusting the forced slurry discharge [16]. The internal pressure coefficient is controlled between 1.3 and 1.6 during construction, and the water-cement ratio is 1 : 1 and the pile diameter is 1.2 m. The construction parameters in this project are used as the numerical simulation parameters for the MJS grouting reinforcement system, and the boundary pressure of the MJS grouting reinforcement system in the finite element model is determined by the internal pressure coefficient [17]. The simulation of the MJS reinforcement system is divided into the following two steps. (1) The soil modeling is performed first; then, the soil at the location of the MJS grouting reinforcement system is removed, and the internal pressure coefficient is applied with the actual engineering. The normal contact between MJS and soil is set as surface contact, and tangential contact is set as friction contact. (2) The MJS grouting reinforcement system is activated first when the calculation is completed; then, the internal pressure coefficient applied to the soil boundary is removed.


### 3.2. Microdisturbance Grouting Simulation

The microdisturbance grouting method first creates a splitting and encrypting effect on the soil by pouring slurry into the soil at the design point to form a grouting body [18]. In this project, the diameter of the grouting pipe is 32 mm, the flow rate of cement slurry is 14–16 L/min, the flow rate of water glass is 5–10 L/min, and the grouting pipe is lifted 5 cm every 30 s. The expansion coefficient of the grouted body is obtained by calculating the increment of the grouting volume to obtain the compaction effect. Without the volume expansion in vertical orientation after slurry injection, the cross-sectional area at the beginning of grouting is 803.84 mm2, which reaches 2250 mm2 after grouting. Therefore, the volume expansion is 2.8 times. The construction parameters in this project are used as the numerical simulation parameters for the microdisturbance grouting reinforcement system, and the simulation of microdisturbance grouting reinforcement system is divided into the following two steps. (1) The soil on the location of the microdisturbance grouting reinforcement system is removed, and the microdisturbance grouting body is activated. (2) The pressure is applied to the surface of the microdisturbance grouting body after the calculation is completed. As a result, the volume of the original part is laterally expanded to 2.8 times the original volume. The normal contact between the microdisturbance grouting reinforcement system and the soil is set as surface contact, and the tangential contact is set as friction contact.


### 3.3. Seismic Effect Simulation

In investigating the interaction between the tunnel and the reinforcement system under earthquake action, the longitudinal waves, transverse waves, and seismic intensity of the earthquake can be simulated by setting the corresponding displacement directions and parameters at the model boundary. The seismic intensity of the area is VI. Thus, the three levels of seismic intensity selected are V, VI, and VII, and the corresponding accelerations are 0.31, 0.63, and 1.25 g, respectively [19].


## 3.1. MJS Grouting Simulation

In this project, the MJS grouting reinforcement system is first conducted by drilling holes at the designed points. Then, high-pressure injection grouting is performed at the depth to be reinforced. The lower part of the MJS grouting reinforcement system is cylindrical with a cement dosage of 3.3 t/m, and the upper part is semicylindrical with a cement dosage of 1.65 t/m. The internal pressure is achieved by adjusting the forced slurry discharge [16]. The internal pressure coefficient is controlled between 1.3 and 1.6 during construction, and the water-cement ratio is 1 : 1 and the pile diameter is 1.2 m. The construction parameters in this project are used as the numerical simulation parameters for the MJS grouting reinforcement system, and the boundary pressure of the MJS grouting reinforcement system in the finite element model is determined by the internal pressure coefficient [17]. The simulation of the MJS reinforcement system is divided into the following two steps. (1) The soil modeling is performed first; then, the soil at the location of the MJS grouting reinforcement system is removed, and the internal pressure coefficient is applied with the actual engineering. The normal contact between MJS and soil is set as surface contact, and tangential contact is set as friction contact. (2) The MJS grouting reinforcement system is activated first when the calculation is completed; then, the internal pressure coefficient applied to the soil boundary is removed.


## 3.2. Microdisturbance Grouting Simulation

The microdisturbance grouting method first creates a splitting and encrypting effect on the soil by pouring slurry into the soil at the design point to form a grouting body [18]. In this project, the diameter of the grouting pipe is 32 mm, the flow rate of cement slurry is 14–16 L/min, the flow rate of water glass is 5–10 L/min, and the grouting pipe is lifted 5 cm every 30 s. The expansion coefficient of the grouted body is obtained by calculating the increment of the grouting volume to obtain the compaction effect. Without the volume expansion in vertical orientation after slurry injection, the cross-sectional area at the beginning of grouting is 803.84 mm2, which reaches 2250 mm2 after grouting. Therefore, the volume expansion is 2.8 times. The construction parameters in this project are used as the numerical simulation parameters for the microdisturbance grouting reinforcement system, and the simulation of microdisturbance grouting reinforcement system is divided into the following two steps. (1) The soil on the location of the microdisturbance grouting reinforcement system is removed, and the microdisturbance grouting body is activated. (2) The pressure is applied to the surface of the microdisturbance grouting body after the calculation is completed. As a result, the volume of the original part is laterally expanded to 2.8 times the original volume. The normal contact between the microdisturbance grouting reinforcement system and the soil is set as surface contact, and the tangential contact is set as friction contact.


## 3.3. Seismic Effect Simulation

In investigating the interaction between the tunnel and the reinforcement system under earthquake action, the longitudinal waves, transverse waves, and seismic intensity of the earthquake can be simulated by setting the corresponding displacement directions and parameters at the model boundary. The seismic intensity of the area is VI. Thus, the three levels of seismic intensity selected are V, VI, and VII, and the corresponding accelerations are 0.31, 0.63, and 1.25 g, respectively [19].


## 4. Three-Dimensional Numerical Modeling

In establishing a three-dimensional numerical model of the seismic dynamic response of the tunnel and the reinforcement system under seismic action, the assumptions are that the tunnel segment and the grouted body are elastic materials, the soil is isotropic elastic-plastic material, and the Mohr–Coulomb yield criterion is chosen. The geometry of the model is determined by the actual reinforcement range; the upper boundary of the model is the ground surface; the lower boundary is taken as 3D below the bottom of the tunnel (D is the inner diameter of the tunnel); the horizontal boundary is taken as 6D; the axial length of the model is taken as twice the length of the construction section; the length, width, and height of the three-dimensional finite element model are taken as 50 m; the sides and bottom of the model are constrained by displacement; and the ground surface is set as unconstrained, as shown in Figure4. The specific steps of the simulation process are as follows. (1) The ground stress is balanced. The original soil ground stress equilibrium is established, and the initial ground state is simulated. (2) The tunnel is set up. The original soil in the tunnel part is removed and replaced by the tunnel. The contact state between the tunnel and the soil is set. (3) Surface load simulation is conducted. The pressure at the surface above the tunnel is set up to ensure that the deformation of the tunnel is consistent with the actual deformation of the project. (4) MJS grouting simulation is performed. The original soil at the MJS site is removed, the internal pressure coefficient of 1.3–1.6 is applied on the boundary, and the boundary conditions of internal pressure after replacing the components with MJS properties are eliminated. (5) Microdisturbance grouting simulation is done. The original soil at the microdisturbance site is removed, the parts with the properties of microdisturbance grouting body are replaced, and physical force is applied on the parts to expand their volume by 2.8 times the original. After they are stabilized, the reinforcement construction work is finalized. (6) Seismic load simulation is carried out by imposing boundary conditions with corresponding parameters on the model boundary.Figure 4
Three-dimensional view of the model.


## 5. Analysis of Calculation Results

### 5.1. Validation of Three-Dimensional Models

The measured and numerical simulated values of horizontal radial convergence deformation of tunnel reinforcement by MJS joint microdisturbance reinforcement in the project are compared to verify the accuracy of the model. Figure5 shows the horizontal radial convergence deformation of the tunnel segment before and after the MJS reinforcement, and Figure 6 shows the comparison between the measured and simulated values of the tunnel segment after the MJS reinforcement. As shown in Figures 5 and 6, the measured maximum value of the convergence deformation in the reinforced section reaches 4 mm, and the maximum value in the numerical simulation reaches 3.53 mm. The change pattern of the two is more consistent.Figure 5
Horizontal radial convergence deformation cloud of tunnel segment before and after MJS reinforcement: (a) before reinforcement and (b) after reinforcement.
(a)(b)Figure 6
Comparison of measured and simulated values of convergence deformation after MJS reinforcement.Figure7 shows the comparison of measured and simulated values of convergence deformation and vertical displacement after microdisturbance grouting reinforcement. As shown in Figure 7(a), the measured maximum value of convergence deformation reaches 17.74 mm in the reinforced section, and the maximum value reaches 29.50 mm in the numerical simulation. The variation law of the convergence deformation and vertical displacement is consistent between the measurement and simulation.Figure 7
Comparison of measured and simulated values of convergence deformation and vertical displacement after microdisturbance grouting reinforcement: (a) comparison of convergence deformation and (b) comparison of vertical displacement.
(a)(b)


### 5.2. Analysis of Dynamic Response of Reinforcements under Seismic Action

Numerical simulation analysis is conducted for different earthquake directions and intensities to obtain the results of the seismic dynamic response of the tunnel reinforcement, and the corresponding laws can be obtained. Figure8 shows the comparison of the horizontal radial convergence and vertical displacement of the tunnel segment under the action of earthquake longitudinal waves at different seismic intensities. As shown in Figure 8, (1) the maximum horizontal radial convergence deformation values of the tunnel segment in the reinforced section under the action of three seismic intensities from V to VII are 0.13, 0.67, and 0.58 mm, respectively (the values are produced by the action of the earthquake). (2) The maximum vertical uplift values of the reinforced section of the tunnel segment under the action of three seismic intensities from V to VII are 4.93, 19.38, and 39.68 mm, respectively. (3) Under the action of three seismic intensities from V to VII, the maximum horizontal radial convergence deformation values of the nonreinforced section of the tunnel segment reach 0.91, 1.32, and 1.17 mm, respectively. Meanwhile, the maximum vertical uplift values reach 6.67, 19.58, and 40.00 mm. (4) The horizontal radial convergence deformation values of the reinforced tunnel sheet are 0.78, 0.65, and 0.59 mm smaller than those of the nonreinforced tunnel sheet. Meanwhile, the vertical uplift values are 1.74, 0.2, and 0.3 mm smaller.Figure 8
Comparison of horizontal radial convergence and vertical displacement of the tunnel segment under the action of seismic longitudinal waves at different intensities: (a) convergence deformation and (b) vertical displacement.
(a)(b)Figure9 shows the comparison of horizontal radial convergence and vertical displacement of the tunnel segment under the action of different seismic intensities by seismic transverse waves. As shown in Figure 9, (1) the maximum horizontal radial convergence deformation values of the reinforced section tunnel segment under the action of three seismic intensities from V to VII are 11.73, 23.11, and 47.42 mm, respectively. (2) The maximum vertical settlement values of the reinforced section tunnel segment under the action of three seismic intensities from V to VII are 0.165, 0.299, and 0.795 mm, respectively. (3) Under the action of three seismic intensities from V to VII, the maximum horizontal radial convergence deformation values of the tunnel segment in the nonreinforced section reach 11.742, 23.23, and 47.65 mm, respectively. Meanwhile, the maximum vertical settlement values reach 0.179, 0.374, and 0.864 mm. (4) The horizontal radial convergence deformation values of the reinforced tunnel sheet are 0.012, 0.12, and 0.23 mm smaller than those of the nonreinforced tunnel sheet. Meanwhile, the vertical settlement values are 0.014, 0.075, and 0.069 mm smaller.Figure 9
Comparison of horizontal radial convergence and vertical displacement of tunnel segment under different intensities of seismic transverse waves: (a) convergence deformation and (b) vertical displacement.
(a)(b)


### 5.3. Seismic Response of MJS Reinforcement System

Figure10 shows the stress clouds of the MJS reinforcement system under the action of seismic longitudinal waves at seismic intensities V–VII. As shown in the figure, no stress concentration is present in the semicylindrical region of MJS reinforcement, and stress concentration is observed in the cylindrical region, and it shows irregular distribution. The stress inside the MJS reinforcement increases with the rise in seismic intensity, and the maximum stress values are 9.25, 9.30, and 9.32 MPa for seismic intensities V to VII, respectively.Figure 10
Stress clouds of MJS reinforcement under the action of V–VII seismic intensities: (a) earthquake intensity of V, (b) earthquake intensity of VI, and (c) earthquake intensity of VII.
(a)(b)(c)


## 5.1. Validation of Three-Dimensional Models

The measured and numerical simulated values of horizontal radial convergence deformation of tunnel reinforcement by MJS joint microdisturbance reinforcement in the project are compared to verify the accuracy of the model. Figure5 shows the horizontal radial convergence deformation of the tunnel segment before and after the MJS reinforcement, and Figure 6 shows the comparison between the measured and simulated values of the tunnel segment after the MJS reinforcement. As shown in Figures 5 and 6, the measured maximum value of the convergence deformation in the reinforced section reaches 4 mm, and the maximum value in the numerical simulation reaches 3.53 mm. The change pattern of the two is more consistent.Figure 5
Horizontal radial convergence deformation cloud of tunnel segment before and after MJS reinforcement: (a) before reinforcement and (b) after reinforcement.
(a)(b)Figure 6
Comparison of measured and simulated values of convergence deformation after MJS reinforcement.Figure7 shows the comparison of measured and simulated values of convergence deformation and vertical displacement after microdisturbance grouting reinforcement. As shown in Figure 7(a), the measured maximum value of convergence deformation reaches 17.74 mm in the reinforced section, and the maximum value reaches 29.50 mm in the numerical simulation. The variation law of the convergence deformation and vertical displacement is consistent between the measurement and simulation.Figure 7
Comparison of measured and simulated values of convergence deformation and vertical displacement after microdisturbance grouting reinforcement: (a) comparison of convergence deformation and (b) comparison of vertical displacement.
(a)(b)


## 5.2. Analysis of Dynamic Response of Reinforcements under Seismic Action

Numerical simulation analysis is conducted for different earthquake directions and intensities to obtain the results of the seismic dynamic response of the tunnel reinforcement, and the corresponding laws can be obtained. Figure8 shows the comparison of the horizontal radial convergence and vertical displacement of the tunnel segment under the action of earthquake longitudinal waves at different seismic intensities. As shown in Figure 8, (1) the maximum horizontal radial convergence deformation values of the tunnel segment in the reinforced section under the action of three seismic intensities from V to VII are 0.13, 0.67, and 0.58 mm, respectively (the values are produced by the action of the earthquake). (2) The maximum vertical uplift values of the reinforced section of the tunnel segment under the action of three seismic intensities from V to VII are 4.93, 19.38, and 39.68 mm, respectively. (3) Under the action of three seismic intensities from V to VII, the maximum horizontal radial convergence deformation values of the nonreinforced section of the tunnel segment reach 0.91, 1.32, and 1.17 mm, respectively. Meanwhile, the maximum vertical uplift values reach 6.67, 19.58, and 40.00 mm. (4) The horizontal radial convergence deformation values of the reinforced tunnel sheet are 0.78, 0.65, and 0.59 mm smaller than those of the nonreinforced tunnel sheet. Meanwhile, the vertical uplift values are 1.74, 0.2, and 0.3 mm smaller.Figure 8
Comparison of horizontal radial convergence and vertical displacement of the tunnel segment under the action of seismic longitudinal waves at different intensities: (a) convergence deformation and (b) vertical displacement.
(a)(b)Figure9 shows the comparison of horizontal radial convergence and vertical displacement of the tunnel segment under the action of different seismic intensities by seismic transverse waves. As shown in Figure 9, (1) the maximum horizontal radial convergence deformation values of the reinforced section tunnel segment under the action of three seismic intensities from V to VII are 11.73, 23.11, and 47.42 mm, respectively. (2) The maximum vertical settlement values of the reinforced section tunnel segment under the action of three seismic intensities from V to VII are 0.165, 0.299, and 0.795 mm, respectively. (3) Under the action of three seismic intensities from V to VII, the maximum horizontal radial convergence deformation values of the tunnel segment in the nonreinforced section reach 11.742, 23.23, and 47.65 mm, respectively. Meanwhile, the maximum vertical settlement values reach 0.179, 0.374, and 0.864 mm. (4) The horizontal radial convergence deformation values of the reinforced tunnel sheet are 0.012, 0.12, and 0.23 mm smaller than those of the nonreinforced tunnel sheet. Meanwhile, the vertical settlement values are 0.014, 0.075, and 0.069 mm smaller.Figure 9
Comparison of horizontal radial convergence and vertical displacement of tunnel segment under different intensities of seismic transverse waves: (a) convergence deformation and (b) vertical displacement.
(a)(b)


## 5.3. Seismic Response of MJS Reinforcement System

Figure10 shows the stress clouds of the MJS reinforcement system under the action of seismic longitudinal waves at seismic intensities V–VII. As shown in the figure, no stress concentration is present in the semicylindrical region of MJS reinforcement, and stress concentration is observed in the cylindrical region, and it shows irregular distribution. The stress inside the MJS reinforcement increases with the rise in seismic intensity, and the maximum stress values are 9.25, 9.30, and 9.32 MPa for seismic intensities V to VII, respectively.Figure 10
Stress clouds of MJS reinforcement under the action of V–VII seismic intensities: (a) earthquake intensity of V, (b) earthquake intensity of VI, and (c) earthquake intensity of VII.
(a)(b)(c)


## 6. Conclusions

In this work, a field test of MJS joint microdisturbance reinforcement of existing tunnels was conducted on the basis of a subway tunnel deformation reinforcement project. Then, a numerical simulation study of the seismic dynamic response of the tunnel reinforcement system was performed in combination with seismic wave direction and intensity. The following main conclusions were obtained:(1)
MJS reinforcement measures can effectively increase the peripheral restraint of the existing tunnel and limit the further expansion of tunnel deformation. The microdisturbance grouting measures can effectively reduce the convergence deformation and settlement of the tunnel.(2)
The seismic longitudinal waves significantly affect the vertical displacement of the tunnel. The seismic-induced vertical displacement of the tunnel increases with the rise in seismic intensity, but the seismic longitudinal waves have less effect on the horizontal radial convergence deformation of the tunnel.(3)
The seismic transverse waves significantly affect horizontal radial convergence deformation of the tunnel. The seismic-induced horizontal radial convergence deformation of the tunnel increases with the rise in seismic intensity, but the seismic transverse wave has less effect on the vertical displacement of the tunnel.(4)
The antiseismic property of MJS joint microdisturbance reinforcement measures on the existing tunnel is not obvious, and the difference in deformation between the reinforced and nonreinforced areas of the existing tunnel caused by the seismic action is small.



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*Source: 7709050-2021-09-25.xml*