# Influence of Sublevel Unloading Excavation with Deep Consideration of the Superposition Effect on Deformation of an Existing Tunnel under an Intelligent Geotechnical Concept

Authors: Xiangling Tao; Pinzhi Luan; Jinrong Ma; Weihua Song
Journal: Wireless Communications and Mobile Computing
 (2022)

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## Abstract

The construction of a deep and large foundation will inevitably impose stress and deformation on the existing shield tunnel structure. Based on the two-stage analysis and the Pasternak foundation beam model, the analytical solution for the existing tunnel deformation is derived by taking the grouting pressure and water buoyancy into account in the total tunnel deformation. Using FLAC 3D software, based on the soil-structure interaction model, the variation law of the tunnel uplift value under partition excavation of the foundation pit is studied and the variation law of the stress field and displacement field of the tunnel under the MJS method is analyzed and compared. The results of this paper are worthy of reference for similar projects.


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## Body

## 1. Introduction

With the rapid construction of urban underground space development, it is often encountered that the new foundation pit or tunnel project is adjacent to the existing tunnel construction. Therefore, the deformation analysis of the built operation tunnel by underground space unloading development has become a key problem to be solved in projects and scholars are gradually keen on analyzing the influence of excavation on existing tunnels.The unloading of foundation pit excavation will cause the change of the displacement field and stress field of the underlying shield tunnel. When the vertical displacement or lateral convergence deformation of the shield is large, it will seriously affect the safe use and operation of the existing tunnel [1–5]. At present, many scholars have used theoretical calculation [6–8], numerical simulation [9–12], and measured analysis [13, 14] to conduct in-depth analysis on the deformation of the underlying tunnel caused by foundation pit excavation under different geological conditions or construction schemes. In addition, many factors are also considered in the research on the mechanism of stress and displacement of a tunnel caused by loading or unloading. Zhang et al. [15] considered the role of the foundation pit supporting structure, established the additional confining pressure variation model of adjacent shield tunnels considering the influence of longitudinal deformation, and obtained the variation law of the influence of foundation pit excavation on the lateral force of shield tunnels.Jiang [16] introduced the rheological deformation of soil in the viscoelastic-plastic theoretical model and analyzed the deformation law of existing tunnels under different relative distances, excavation areas, and construction procedures in the process of foundation pit excavation. Zhang et al. [17] considered the dewatering effect of the foundation pit and obtained the theoretical calculation formula of additional stress and vertical deformation of the underlying existing tunnel caused by upper excavation and dewatering. Hefny and Chua [18] used PLAXIS software combined with specific working conditions to study the influence of the new tunnel close crossing construction on the existing tunnel. Tao et al. [19] took the segment floating of Q3 clay subway tunnel excavation in Xuzhou as the research object and obtained the analytical solution of segment floating caused by shield tunnel excavation. Liang et al. [20] considered the bending and shear effects of the shield tunnel in solving the tunnel deformation caused by foundation pit excavation and compared it with the simulation results and measured values to verify the correctness of the theoretical solution. Tan et al. [21] analyzed the influence of partition excavation of foundation pit on subway tunnel around foundation pit from the perspective of engineering measured data under sensitive geological conditions of hard clay. Sun et al. [22] studied the deformation law of tunnel under different excavation methods of foundation pit. Zhang et al. [23] simplified the existing shield tunnel as a Timoshenko beam placed on the Pasternak foundation, and the longitudinal deformation formula of the existing shield tunnel induced by ground surcharge was derived. In summary, the existing research considers many factors when solving the stress and deformation law of the tunnel caused by the excavation of the foundation pit but few scholars consider the deformation caused by the excavation of the shield tunnel into the total deformation of the tunnel. Especially when the construction time of the foundation pit and the tunnel is close, the superposition construction effect of tunnel excavation and foundation pit excavation will cause large deformation of the tunnel. Therefore, based on the above research results, this paper analyzes the disturbance effect of the partition unloading of the foundation pit on the existing tunnel. Based on two-stage analysis method and Pasternak foundation beam model, a theoretical model of segment floating is established by spatializing the time axis. Solving the deformation law of the tunnel under superposition provides a more accurate calculation method of tunnel deformation for such projects. In addition, based on the overlapping passage project of Xuzhou Metro Line 2, this paper uses FLAC3D to carry out simulation and makes a more in-depth analysis of the internal force change and deformation mechanism of the tunnel under partition unloading, in order to provide a basis for the rational planning and construction of similar foundation pit projects.


## 2. Analytical Solution of Tunnel Vertical Deformation Caused by Excavation Unloading

### 2.1. Calculation Method of Additional Stress of the Tunnel Structure Caused by Excavation

Since the excavation time of the foundation pit is after the completion of tunnel construction, the interaction between the two on tunnel deformation is weak, so the tunnel deformation during tunnel construction and during foundation pit excavation is calculated separately in this paper. The excavation of the foundation pit in the existing subway tunnel belongs to the internal unloading effect of the soil. When calculating the tunnel deformation, the Mindlin elastic solution [24] can be used to calculate the vertical load acting on the tunnel structure first.Figure1 shows the single-tunnel diagram of Mindlin solution. On this basis, we expanded it, combined with the actual working situation on the site, and conducted theoretical derivation again. Figure 2 shows the Mindlin solution diagram of the foundation pit above the tunnel.Figure 1
Mindlin solution diagram.Figure 2
Mindlin diagram of the foundation pit above the tunnel.When a point (ξ, η) acts on a concentrated force pdξdη at depth h, the vertical additional stress at any point Q (x, y, z) in a semi-infinite elastic space soil is
(1)σz=p8π1−ν1−2νz0−h∬DdξdηR13+3z0−h3∬DdξdηR15−1−2νz0−h∬DdξdηR23+33−4νz0z0+h2−3hz0+h5z0−h×∬DdξdηR25+30hz0z0+h3∬DdξdηR27,with
(2)R1=x−ξ2+y−η2+z0−h2,R2=x−ξ2+y−η2+z0+h2,where ν is the Poisson’s ratio, h is the excavation depth of the foundation pit, and z is the distance between the tunnel center line and the surface.


### 2.2. Solution of Vertical Deformation of the Tunnel Structure Caused by Foundation Pit Excavation

When calculating the vertical deformation at any position of the tunnel caused by the excavation of the foundation pit, considering the consistency with the calculation method of the floating amount caused by the tunnel construction, this paper uses the Pasternak foundation model to calculate the deformation of the existing tunnel under the additional load and the Pasternak foundation model can simulate the shear force between the soil springs and the continuity of the deformation; thus, the calculation results are more accurate. The stress of the tunnel is substituted into the model, and after a series of simplifications, the vertical deformation of the tunnel caused by the excavation of the foundation pit at any point can be obtained.(3)ωx=eaxC1cosβx+C2sinβx+e−axC3cosβx+C4sinβx.


## 2.1. Calculation Method of Additional Stress of the Tunnel Structure Caused by Excavation

Since the excavation time of the foundation pit is after the completion of tunnel construction, the interaction between the two on tunnel deformation is weak, so the tunnel deformation during tunnel construction and during foundation pit excavation is calculated separately in this paper. The excavation of the foundation pit in the existing subway tunnel belongs to the internal unloading effect of the soil. When calculating the tunnel deformation, the Mindlin elastic solution [24] can be used to calculate the vertical load acting on the tunnel structure first.Figure1 shows the single-tunnel diagram of Mindlin solution. On this basis, we expanded it, combined with the actual working situation on the site, and conducted theoretical derivation again. Figure 2 shows the Mindlin solution diagram of the foundation pit above the tunnel.Figure 1
Mindlin solution diagram.Figure 2
Mindlin diagram of the foundation pit above the tunnel.When a point (ξ, η) acts on a concentrated force pdξdη at depth h, the vertical additional stress at any point Q (x, y, z) in a semi-infinite elastic space soil is
(1)σz=p8π1−ν1−2νz0−h∬DdξdηR13+3z0−h3∬DdξdηR15−1−2νz0−h∬DdξdηR23+33−4νz0z0+h2−3hz0+h5z0−h×∬DdξdηR25+30hz0z0+h3∬DdξdηR27,with
(2)R1=x−ξ2+y−η2+z0−h2,R2=x−ξ2+y−η2+z0+h2,where ν is the Poisson’s ratio, h is the excavation depth of the foundation pit, and z is the distance between the tunnel center line and the surface.


## 2.2. Solution of Vertical Deformation of the Tunnel Structure Caused by Foundation Pit Excavation

When calculating the vertical deformation at any position of the tunnel caused by the excavation of the foundation pit, considering the consistency with the calculation method of the floating amount caused by the tunnel construction, this paper uses the Pasternak foundation model to calculate the deformation of the existing tunnel under the additional load and the Pasternak foundation model can simulate the shear force between the soil springs and the continuity of the deformation; thus, the calculation results are more accurate. The stress of the tunnel is substituted into the model, and after a series of simplifications, the vertical deformation of the tunnel caused by the excavation of the foundation pit at any point can be obtained.(3)ωx=eaxC1cosβx+C2sinβx+e−axC3cosβx+C4sinβx.


## 3. Analytical Solution of Tunnel Vertical Deformation considering Floating Factor

Figure3 shows the upward deformation caused by grouting pressure, and water buoyancy often occurs during shield tunnel construction.Figure 3
Calculation model of shield floating considering grouting pressure and water buoyancy.In the paper, the segment uplift is divided into five stages: (I) the ungrouted stage, (II) the fast uplift stage, (III) the slow uplift stage, (IV) the equilibrium stage, and (V) grout solidification.According to the Pasternak foundation beam model, the differential equation of segment deflection caused by tunnel construction is(4)EId4ydx4−GBd2ydx2+KBy=Px,where EI is the bending stiffness of the foundation beam (kN·m2), y is the floating capacity (m), K is the foundation bed coefficient (kN/m3), x is the longitudinal axis (m), G is the shear stiffness of foundation soil (kN/m), B is the width of the tube ring (m), P is buoyancy (kN), t is the time axis (m) after spatialization.General solution of homogeneous equation of differential equation of torsion curve can be obtained according to formula (4)
(5)y=eαxC1cosβt+C2sinβt+e−αxC3cosβt+C4sinβt,where C1, C2, C3, and C4 in the expression are constants to be determined and their values are determined by the boundary conditions. Since in equation (4), it is a special solution of equation (4). So the general solution of formula (4) is:
(6)y=eαtC1cosβt+C2sinβt+e−αxC3cosβt+C4sinβt+at+bKB.The influence of the shield tail on point 0 is regarded as hinged support. Since the slurry has been solidified as a fixed end at point 3, the vertical displacement and bending moment of node 0 are equal to 0, the vertical displacement and rotation angle of node 3 are equal to 0, and the boundary conditions are(7)y10t=0=0,y10′t=0=0,y33t=3=0,y33′t=3=0.As shown in Figure2, the connection points 1 and 2 of segment assembly (I), segment floating (II, III, and IV), and slurry (V) fully solidified; the deflection, rotation angle, bending moment, and shear force of point 1 of segment I, point 1 of segment II, point 2 of segment IV, and point 2 of segment V are the same, so the coordination equation between foundation beams is
(8)yij=yi+1j,dyijdt=dyi+1jdt,EiIid2yijdt2=Ei+1Ii+1d2yi+1jdt2,EiIid3yijdt3=Ei+1Ii+1d3yi+1jdt3,where yij is the deformation of the beam and j node in the i section (i is the beam element number, j is the beam node number, i=j=1,2). EiIi is the equivalent stiffness of each segment. For formula (5), we obtain the 1st, 2nd, and 3rd derivatives, respectively, and then replace them with the boundary conditions and the coordination equation to obtain 12 square matrices:
(9)KC=B.In the formula,(10)K=K10K11−K21−K22K32K33,C=C11C12C13C14C21C22C23C24C31C32C33C34T,B=00at+bK2B2aK2B200at+bK2B2aK2B20000T,K10=γ10ε10λ10η10γ10′ε10′λ10′η10′,K11=γ11ε11λ11η11γ11′ε11′λ11′η11′γ11″ε11″λ11″η11″γ11‴ε11‴λ11‴η11‴,K21=γ21ε21λ21η21γ21′ε21′λ21′η21′γ21″ε21″λ21″η21″γ21‴ε21‴λ21‴η21‴,K22=γ22ε22λ22η22γ22′ε22′λ22′η22′γ22″ε22″λ22″η22″γ22‴ε22‴λ22‴η22‴,K32=γ32ε32λ32η32γ32′ε32′λ32′η32′γ32″ε32″λ32″η32″γ32‴ε32‴λ32‴η32‴,K33=γ33ε33λ33η33γ33′ε33′λ33′η33′.The undetermined constantCij (i=1,2,3) can be obtained by solving formula (9). j=1,2,3,4 and the undetermined constants are substituted back to formula (5), that is, the theoretical solution of the static uplift of each beam section at the stress stage at that time. By multiplying the theoretical solution of the static buoyancy of each beam segment by the T-hour compression reduction coefficient of the soil H, the theoretical solution of the segment buoyancy can be obtained:
(11)L=∫yi⋅Hidt+Cl,where C1 is the floating volume of the segment caused by other construction factors (including the grouting method and slurry properties) and it is a fixed constant under certain working conditions. The total uplift of the tunnel can be obtained by superposition of the vertical deformation of the tunnel obtained by the two methods.


## 4. Project Overview and Numerical Model Establishment

The foundation pit of the passage project crossing Xuzhou Metro Line 2 is constructed by the open cut and sequential method. The excavation area of the foundation pit is 1600 m2, and the excavation depth is 10.8 m. The bottom of the foundation pit is only 2.4 m away from the roof of the tunnel. The soil inside and outside the foundation pit is reinforced by the MJS method, and the foundation pit is supported by the combination of the bored pile with Ф800mm @1000 mm and the internal support. The diameter of the existing shield tunnel is 6.2 m, the thickness of the segment is 0.3 m, and the net distance between the left and right tunnels is about 8 m, as shown in Figure 4.Figure 4
Vertical stratigraphic labeling on the left side of the longitudinal section of the foundation pit crossing the subway node.Considering the influence on the shield tunnel, the safety level of the foundation pit is first grade. Due to the large range of foundation pit excavation, in order to reduce the influence of the overall one-time excavation on the existing tunnel structure, the foundation pit is divided into six partitions for block excavation considering the actual working conditions, as shown in Figure5.Figure 5
Construction process diagram of the foundation pit.
(a)(b)The actual working condition of the site foundation pit is a parallelogram, but in order to facilitate the theoretical derivation and the convenience of the subsequent FLAC 3D modeling, the shape of the foundation pit is regularized to become a rectangle.According to the geological survey report, the strata involved can be mainly divided from top to bottom into miscellaneous fill, plain fill, clay, silt, and moderately weathered limestone. The solid element is used for the simulation of the stratum, reinforced soil, shield segment, and pile body. The beam structural unit is used for the simulation of the support in the foundation pit, and the liner structural unit is used for the simulation of the diaphragm wall. The parameters of the constitutive model are shown in Table1.Table 1
Calculation parameters of the soil layer.
Soil typeThickness (m)Bulk modulus (MPa)Shear modulus (MPa)Density (kg/m3)Cohesion (KPa)Friction angle (°)Miscellaneous fill2.253.21700108Plain fill4.912.55.018602110Silt13.816.08.619501218Clay10.518.6919607522Medium weathered limestone8.6840490230024037In order to ensure the safety of the existing subway tunnel structure, the soil around the tunnel is usually reinforced by the MJS method in the project. As presented in Figure6, the thickness of the solid added above the tunnel is 4.5 m and the thickness of the solid added on both sides of the tunnel is 2–6 m. There is 1 m safe distance between the solid added and the tunnel. Two rows of uplift piles are set between the left and right tunnels to connect with the bottom plate of the foundation pit structure, and the length of bored piles on both sides of the tunnel is appropriately increased.Figure 6
3D numerical calculation model.The simulation is divided into 5 analysis steps according to different construction stages: (1) applying gravity stress field, balancing ground stress, and clearing displacement; (2) excavating the tunnel soil, activating and assigning the elastic element parameters to the tunnel segment, and using the “apply nstress” command to force the surface to simulate the grouting pressure; (3) MJS reinforcement of the soil around the tunnel and construction of uplift piles; (4) foundation pit partition construction; and (5) connecting the construction structural floor with the uplift pile.The optimal construction sequence of each partition needs to be determined after it is necessary to determine the optimal construction sequence of each zone. Zone II and zone V are suitable for the first construction because the excavation area is small and the disturbance effect on soil and surrounding existing structures is weak. The overall construction sequence of area I and area IV should be earlier than that of area III and area VI, because there are many buildings nearby and the surrounding environment is poor. Based on this, the different excavation sequences and the maximum uplift values of the final tunnel obtained by the above simulation analysis steps of each scheme are shown in Table2.Table 2
Excavation sequence table and final maximum uplift value of the tunnel.
Scheme numberExcavation sequenceTunnel maximum uplift value (mm)1II⟶V⟶I⟶VI⟶IV⟶III12.862II⟶I⟶III⟶V⟶IV⟶VI12.133V⟶II⟶IV⟶III⟶I⟶VI13.654V⟶IV⟶VI⟶II⟶I⟶III13.25It can be seen in the table that the influence of the change of the excavation sequence of the foundation pit on the deformation of the tunnel is different. The final maximum uplift value of the tunnel under scheme 2 is the smallest, and the excavation sequence of scheme 2 should be selected for foundation pit construction. The subsequent numerical simulation also selects the construction sequence under the scheme to study the deformation and stress law of the tunnel under different working conditions.


## 5. Calculation Results and Comparative Analysis

### 5.1. Tunnel Deformation Analysis without Reinforcement Measures

In order to verify and compare the vertical deformation results of the tunnel obtained by the theoretical method and to explore the weakening effect of the MJS method on the stress and deformation transfer of the soil around the tunnel, it is necessary to carry out the excavation simulation of the foundation pit without reinforcement measures. The vertical deformation of the tunnel under this condition is shown in Figure7.Figure 7
3D grid division diagram of tunnel reinforcement.The calculation shows that after the excavation of the foundation pit, the maximum uplift of the tunnel without reinforcement measures reaches 28.57 mm, which occurs in the position of the left line tunnel near the center line of the foundation pit, and the maximum uplift of the right line tunnel is 26.83 mm, which obviously exceeds the allowable deformation of the subway shield tunnel, which seriously affects the safe use and normal operation of the existing subway tunnel. Since the excavation of the upper area of the left line tunnel is earlier than that of the upper area of the right line tunnel, the uplift value of the left line tunnel is greater than that of the right line. As the position close to the center line of the foundation pit, the tunnel uplift is gradually increasing. The maximum uplift deformation of the tunnel under different construction stages is shown in Figure8.Figure 8
Cloud images of tunnel uplift deformation without reinforcement measures.It is shown that the maximum uplift of the tunnel increases gradually with the construction steps. After the completion of the tunnel construction, the maximum uplift value is 7.69 mm, accounting for 26.9% of the total deformation, indicating that the grouting pressure has caused a certain amount of uplift of the segment in the tunnel shield construction. The increase of tunnel uplift caused by excavation construction in II, I, and III zones in the north of the foundation pit is 13.31 mm, which is about 1.8 times of that caused by excavation construction in V, IV, and VI zones in the south of the foundation pit. In the construction process of the north of the foundation pit, more attention should be paid to the control of tunnel deformation. In addition, in the process of foundation pit construction, due to the large excavation area and the early construction sequence, the excavation of area I has the greatest impact on the uplift value of tunnel segments. The deformation increase in this stage is 5.74 mm, accounting for about 20.1% of the tunnel uplift deformation in the whole construction process. Therefore, the reinforcement strength can be appropriately increased below this area.


### 5.2. Tunnel Deformation and Stress Analysis under Reinforcement Measures

In order to further study the control effect of the reinforcement method on tunnel deformation, the vertical deformation nephogram and horizontal deformation nephogram of the tunnel under the condition of reinforcement measures are extracted as shown in Figure9.Figure 9
Maximum tunnel uplift deformation under different construction stages.It can be found that the uplift deformation of the tunnel is effectively limited after the reinforcement measures are taken and the maximum uplift is 12.13 mm, which is reduced by 57.84% compared with that before the reinforcement, which meets the limit displacement requirements of the subway tunnel. It shows that the MJS reinforcement has obvious control effect on the deformation of the tunnel structure. The maximum uplift position of the tunnel is transferred to the bottom of the tunnel. This is because after the reinforcement measures are taken, the uplift deformation of the tunnel is mainly caused by the grouting pressure during the shield construction of the tunnel and the excavation unloading of the tunnel itself, so that the overall floating amount below the tunnel is greater than that above. At the same time, as is known that the horizontal displacement of the tunnel is small, the maximum value is 2.35 mm, which also meets the tunnel deformation limit. The horizontal displacement of the inner part of the left and right line tunnel under the foundation pit is small due to the blocking effect of the solid and uplift pile, which verifies the effectiveness of the reinforcement scheme.In order to further study the effect of the reinforcement scheme on the tunnel, the cloud picture of the vertical stress field around the tunnel structure at the section where the maximum deformation after foundation pit excavation is located is extracted as shown in Figure10.Figure 10
Tunnel deformation under reinforcement measures.It can be seen from the analysis that in the area far from the excavation of the tunnel foundation pit, the stress distribution is still approximately linear with the soil depth and the vertical stress field of the soil around the excavation area is greatly disturbed. Under the action of the gravity of the reinforcement, the soil stress in the area below the tunnel presents a “groove type” distribution. Due to the self-weight stress of the soil transmitted by the upper structure and under the combined action of the grouting pressure, the vertical stress is slightly larger than that of the upper part and the maximum value appears at the arch waist of the tunnel.


### 5.3. Comparative Analysis of Calculation Results

The parameters such as grouting pressure, Poisson’s ratio, and foundation pit excavation depth are substituted into formulas (3) and (11), and the cumulative buoyancy of the tunnel can be obtained by superposition of the two calculation results. In order to verify the accuracy and reliability of the theoretical calculation formula and the simulation parameters in this paper, the deformation law of the tunnel is further analyzed; therefore, the comparative curves of the tunnel uplift under the analytical calculation results, the measured results, and the numerical calculation results under the above two working conditions are drawn, as shown in Figure 11.Figure 11
Vertical stress field around the tunnel structure after foundation pit excavation.The theoretical values are also shown in Figure12. It can be found that the tunnel under different calculation methods and working conditions shows a bending state of large deformation in the middle and small deformation at both ends. The curve of numerical simulation results under the condition of reinforcement measures can better fit the variation law of measured values, indicating that the value of simulation parameters and the establishment of the model are more in line with the actual working conditions. The maximum uplift deformation of the tunnel obtained by field measurement is 11.24 mm, which is 7.3% smaller than the numerical simulation results. This is because of the obvious space-time effect and the looseness of the soil in the actual construction process and the influence depth of foundation pit excavation is smaller than that of the simulation. Therefore, the measured uplift is smaller than the simulation value after the reinforcement measures are taken but the variation law and value of the two values are close, indicating that the parameter value in the simulation is reasonable. From an overall perspective, the variation law of the tunnel uplift value obtained by theoretical calculation and numerical simulation under the condition without reinforcement measures is basically consistent, indicating that the theoretical calculation can better predict the deformation law of the tunnel. Because the superposition effect of the tunnel and foundation pit construction is ignored in the theoretical calculation and the stiffness of the tunnel segment is larger in the numerical simulation, the theoretical value is slightly larger than the simulation value. The maximum uplift deformation of the tunnel obtained by the theory is 29.52 mm, and the value obtained by the simulation is 3.2% smaller than the theoretical value, indicating that the theoretical calculation results are more conducive to safety.Figure 12
Comparison of tunnel uplift values obtained by different methods.


## 5.1. Tunnel Deformation Analysis without Reinforcement Measures

In order to verify and compare the vertical deformation results of the tunnel obtained by the theoretical method and to explore the weakening effect of the MJS method on the stress and deformation transfer of the soil around the tunnel, it is necessary to carry out the excavation simulation of the foundation pit without reinforcement measures. The vertical deformation of the tunnel under this condition is shown in Figure7.Figure 7
3D grid division diagram of tunnel reinforcement.The calculation shows that after the excavation of the foundation pit, the maximum uplift of the tunnel without reinforcement measures reaches 28.57 mm, which occurs in the position of the left line tunnel near the center line of the foundation pit, and the maximum uplift of the right line tunnel is 26.83 mm, which obviously exceeds the allowable deformation of the subway shield tunnel, which seriously affects the safe use and normal operation of the existing subway tunnel. Since the excavation of the upper area of the left line tunnel is earlier than that of the upper area of the right line tunnel, the uplift value of the left line tunnel is greater than that of the right line. As the position close to the center line of the foundation pit, the tunnel uplift is gradually increasing. The maximum uplift deformation of the tunnel under different construction stages is shown in Figure8.Figure 8
Cloud images of tunnel uplift deformation without reinforcement measures.It is shown that the maximum uplift of the tunnel increases gradually with the construction steps. After the completion of the tunnel construction, the maximum uplift value is 7.69 mm, accounting for 26.9% of the total deformation, indicating that the grouting pressure has caused a certain amount of uplift of the segment in the tunnel shield construction. The increase of tunnel uplift caused by excavation construction in II, I, and III zones in the north of the foundation pit is 13.31 mm, which is about 1.8 times of that caused by excavation construction in V, IV, and VI zones in the south of the foundation pit. In the construction process of the north of the foundation pit, more attention should be paid to the control of tunnel deformation. In addition, in the process of foundation pit construction, due to the large excavation area and the early construction sequence, the excavation of area I has the greatest impact on the uplift value of tunnel segments. The deformation increase in this stage is 5.74 mm, accounting for about 20.1% of the tunnel uplift deformation in the whole construction process. Therefore, the reinforcement strength can be appropriately increased below this area.


## 5.2. Tunnel Deformation and Stress Analysis under Reinforcement Measures

In order to further study the control effect of the reinforcement method on tunnel deformation, the vertical deformation nephogram and horizontal deformation nephogram of the tunnel under the condition of reinforcement measures are extracted as shown in Figure9.Figure 9
Maximum tunnel uplift deformation under different construction stages.It can be found that the uplift deformation of the tunnel is effectively limited after the reinforcement measures are taken and the maximum uplift is 12.13 mm, which is reduced by 57.84% compared with that before the reinforcement, which meets the limit displacement requirements of the subway tunnel. It shows that the MJS reinforcement has obvious control effect on the deformation of the tunnel structure. The maximum uplift position of the tunnel is transferred to the bottom of the tunnel. This is because after the reinforcement measures are taken, the uplift deformation of the tunnel is mainly caused by the grouting pressure during the shield construction of the tunnel and the excavation unloading of the tunnel itself, so that the overall floating amount below the tunnel is greater than that above. At the same time, as is known that the horizontal displacement of the tunnel is small, the maximum value is 2.35 mm, which also meets the tunnel deformation limit. The horizontal displacement of the inner part of the left and right line tunnel under the foundation pit is small due to the blocking effect of the solid and uplift pile, which verifies the effectiveness of the reinforcement scheme.In order to further study the effect of the reinforcement scheme on the tunnel, the cloud picture of the vertical stress field around the tunnel structure at the section where the maximum deformation after foundation pit excavation is located is extracted as shown in Figure10.Figure 10
Tunnel deformation under reinforcement measures.It can be seen from the analysis that in the area far from the excavation of the tunnel foundation pit, the stress distribution is still approximately linear with the soil depth and the vertical stress field of the soil around the excavation area is greatly disturbed. Under the action of the gravity of the reinforcement, the soil stress in the area below the tunnel presents a “groove type” distribution. Due to the self-weight stress of the soil transmitted by the upper structure and under the combined action of the grouting pressure, the vertical stress is slightly larger than that of the upper part and the maximum value appears at the arch waist of the tunnel.


## 5.3. Comparative Analysis of Calculation Results

The parameters such as grouting pressure, Poisson’s ratio, and foundation pit excavation depth are substituted into formulas (3) and (11), and the cumulative buoyancy of the tunnel can be obtained by superposition of the two calculation results. In order to verify the accuracy and reliability of the theoretical calculation formula and the simulation parameters in this paper, the deformation law of the tunnel is further analyzed; therefore, the comparative curves of the tunnel uplift under the analytical calculation results, the measured results, and the numerical calculation results under the above two working conditions are drawn, as shown in Figure 11.Figure 11
Vertical stress field around the tunnel structure after foundation pit excavation.The theoretical values are also shown in Figure12. It can be found that the tunnel under different calculation methods and working conditions shows a bending state of large deformation in the middle and small deformation at both ends. The curve of numerical simulation results under the condition of reinforcement measures can better fit the variation law of measured values, indicating that the value of simulation parameters and the establishment of the model are more in line with the actual working conditions. The maximum uplift deformation of the tunnel obtained by field measurement is 11.24 mm, which is 7.3% smaller than the numerical simulation results. This is because of the obvious space-time effect and the looseness of the soil in the actual construction process and the influence depth of foundation pit excavation is smaller than that of the simulation. Therefore, the measured uplift is smaller than the simulation value after the reinforcement measures are taken but the variation law and value of the two values are close, indicating that the parameter value in the simulation is reasonable. From an overall perspective, the variation law of the tunnel uplift value obtained by theoretical calculation and numerical simulation under the condition without reinforcement measures is basically consistent, indicating that the theoretical calculation can better predict the deformation law of the tunnel. Because the superposition effect of the tunnel and foundation pit construction is ignored in the theoretical calculation and the stiffness of the tunnel segment is larger in the numerical simulation, the theoretical value is slightly larger than the simulation value. The maximum uplift deformation of the tunnel obtained by the theory is 29.52 mm, and the value obtained by the simulation is 3.2% smaller than the theoretical value, indicating that the theoretical calculation results are more conducive to safety.Figure 12
Comparison of tunnel uplift values obtained by different methods.


## 6. Conclusion

A theoretical calculation method is proposed to obtain the analytical solution of the floating amount of the existing shield tunnel under the superposition effect of the foundation pit and tunnel construction, which provides a more accurate prediction method for the tunnel deformation law under such projects. Through numerical simulation analysis, the deformation law of the tunnel under partition excavation and MJS reinforcement is studied and compared.



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*Source: 1400114-2022-01-31.xml*