# Field Observation and Theoretical Study on an Existing Tunnel Underpassed by New Twin Tunnels

Authors: Qiongfang Zhang
Journal: Advances in Civil Engineering
 (2018)

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## Abstract

The methodology of the existing displacement control is illustrated taking the shield of twin tunnels of Line 4 underpassing the upline tunnel of existing metro Line 1, for example. Vertical, horizontal, and convergence displacement of the existing tunnel is monitored and analyzed in detail in this paper. Shield parameters are predefined and adjusted based on the feedback of the displacement of Line 1. Short-term displacement of the existing tunnel is greatly influenced by the relative distance between the shield face and the existing tunnel and shield parameters. The shapes of horizontal and convergence displacement curves are similar. Line 1 is reinforced, and a new analysis method is firstly proposed for the design of reinforcement of the existing tunnel which is verified by the analytical methods derived from prior studies. The results show that the change of reinforcement stiffness has a greater effect on the normalized bending moment and the normalized shear force of the existing tunnel, and reinforcement of 25 rings on either side of the intersection point is the best choice in this case. The proposed model can be widely applicable for reinforcement design and safety check of the existing tunnel.


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## Body

## 1. Introduction

The interaction between new shield construction and existing tunnel has become a common and important issue with the rapid development of underground traffic system, which has been studied in the past using a variety of approaches: field observations, model tests, analytical methods, and finite element modeling. Kim and Liu et al. [1, 2] presented a good summary comparison of the studies and only studies that illustrates the shield underpassing or parallel underpassing the existing tunnel. Yamaguchi et al. [3] presented successively the numerical model and then analyzed three configurations of the twin tunnels in Japan: aligned horizontally, vertically, and inclined. The construction of the upper tunnel at first leads to both higher settlement and bending moment. The maximum soil settlement was obtained for vertical-aligned tunnels, while horizontal-aligned tunnels caused the lowest settlement. Addenbrooke and Potts [4] analyzed the influence of tunnel position, tunnel spacing, rest period, and sequence of excavation on the interaction between the two tunnels. It concentrated on the shape of the settlement profile and the volume loss induced by the two tunnels. The shield underpassing the existing tunnel is highly site specific. The soil condition, the tunnel buried depth, and the relative position of the new tunnel and existing tunnel all affect the response of the existing tunnel. Field observations remain the commonly recognized approach for understanding the interaction behavior between the new tunnel and existing tunnel. Usually, the underpassing of a shield with a loss of soil often causes settlement of the existing tunnel at last [5–7]. Chehade and Shahrour [8] used the finite element method to investigate the influence of the relative position of tunnels and the construction procedure on the soil settlement. The results showed that the settlements of the existing tunnel for the vertical parallel tunnels were larger than those for the horizontal parallel tunnels. Li and Yuan [9] studied the twin tunnels passing under a double-decked tunnel at an angle of 55 in weathered granite gneiss. Only settlements were found, and the horizontal displacement was smaller than the vertical displacement in the existing tunnel. Despite a number of studies having been carried out, current understanding of the interaction between the two tunnels is still limited.In order to ensure the stability of the existing tunnel, local thickening is needed at the sides of the existing concrete lining. There are a plenty of research about the conventional reinforcement methods such as inner steel plate reinforcement or new reinforcement approaches such as FRC or composite concrete, but they all focus on the performance of reinforcement on the single ring. The effect of reinforcement on the longitudinal behavior of the tunnel is not yet clear in current analysis. The analytical method of longitudinal displacement of the tunnel due to adjacent excavation and multiple tunnelling is researched a lot: (1) the elastic continuum models developed by Vorster et al. [10], (2) the Winkler model [11], and (3) the two-parameter elastic models. When variable stiffness of the existing tunnel needs to be considered, the methods are no longer applicable. Selvadurai [12] divided the beam on foundation into N elements and used the method of initial parameters to analyze the beam’s displacement. In the paper, we assume the existing tunnel as a beam resting on a two-parameter foundation, combining the initial parameter method and the transfer matrix method to analyze the reinforcement effect on the longitudinal behavior of the existing tunnel.The major objectives of this paper are (1) to investigate the influence of the tunnel driving parameters and the relative distance between the shield and the existing tunnel on the existing tunnel based on the interpretation of the field measured data and (2) to study the effects of different stiffness and ranges of reinforcement on the existing tunnel using analytical methods.


## 2. Project Overview

The location of the Line 4 tunnels and the upline of Line 1 are shown in Figure1. The upline of Line 1 is the existing tunnel built in 2012. Figure 2 shows a plan view of tunnel alignment and arrangement of the monitoring points in the existing tunnel. The shield of the northbound tunnel of Line 4 starts from Guanhe Station, passes under the existing tunnel with a small angle of 23°, and reaches East railway station at last. Then, the shield machine is reassembled with tunnels in a reversed direction. The northbound tunnel with a length of 329.675 m consists of 275 rings numbered starting with zero from Guanhe Station to East railway station, while the southbound tunnel with a length of 323.834 m consists of 270 rings numbered starting with zero from East railway station to Guanhe Station. The lateral distance between the northbound tunnel and the southbound tunnel is 9.4–15.0 m.Figure 1
Location of the new tunnels and the existing tunnel in Hangzhou. A: Guanhe Station; B: East railway station.Figure 2
Plan view of tunnel alignment and location of the monitored rings.Figure3 shows the longitudinal profile of soil and tunnels. The vertical distance between the existing tunnel and Line 4 is 2.12 m. The existing tunnel and new tunnels are all built using an articulated shield tunnelling machine with an outer diameter of 6.4 m and a length of 8.5 m. The spokes plus panel-type cutter head are used, and the aperture ratio of cutter head is 40%. Each ring of new tunnels consists of six precast concrete segments. The outer diameter, the inner diameter, and the thickness of the segment are 6.2 m, 5.5 m, and 0.35 m, respectively.Figure 3
Longitudinal profile of soils and tunnels.


### 2.1. Soil Condition

The engineering properties of the rock and the soils in this site are very complicated. Figure4 shows geotechnical parameters of soil in this site. The soil layers from top to bottom are (1) fill, (3) silty clay, (4) clay, (6) the muddy silty clay, and (8) soft silty clay and gravel layer. The existing tunnel and new tunnels are located in the muddy silty clay layer at a depth of 20 m and 25 m, respectively. Along the metro line, an extensive geotechnical investigation is carried out. The standard penetration test (SPT), vane shear test (VST), piezocone test (CPTU), flat plate dilatometer test (DMT), and water pumping test (WPT) are conducted along Line 1. The maximum water content of clay and muddy silty clay is about 40%, which is close to the liquid limit value. The average undrained shear strength of undisturbed clay and remolded clay which is obtained by VST is 70.5 kPa and 10.9 kPa, respectively. The coefficient of the at-rest earth pressure (K0) of soft clay is obtained by DMT.Figure 4
Soil profile and geotechnical parameters.


### 2.2. Hydrological Geology

The shallow ground water is pore phreatic water, mainly found in layers from (1) to (8). The elevation of the water surface is 2.232 m. The laboratory penetration test and field steady flow test can be seen in Table1. It can be seen that the permeability coefficient of the clay layer is very small, and the permeability coefficient of the gravel layer is 1–2 m/d. The seepage induced from water head difference might influence the stability of tunnels.Table 1
Laboratory penetration test and field steady flow test.
Soil layer
Laboratory penetration test (cm/s)
Field steady flow test (cm/s)
K
v
K
h
K
3–2
4.79 × 10−5
7.81 × 10−5
4.21 × 10−3
3–3
2.55 × 10−4
2.30 × 10−4
1.57 × 10−3
3–5
9.63 × 10−5
1.74 × 10−4
—
3–6
3.29 × 10−4
3.01 × 10−4
—
4–3
2.39 × 10−7
7.84 × 10−7
/
6–1
2.06 × 10−7
3.03 × 10−7
—
6–2
2.62 × 10−7
1.28 × 10−7
—
8–1
1.88 × 10−7
5.11 × 10−7
—


## 2.1. Soil Condition

The engineering properties of the rock and the soils in this site are very complicated. Figure4 shows geotechnical parameters of soil in this site. The soil layers from top to bottom are (1) fill, (3) silty clay, (4) clay, (6) the muddy silty clay, and (8) soft silty clay and gravel layer. The existing tunnel and new tunnels are located in the muddy silty clay layer at a depth of 20 m and 25 m, respectively. Along the metro line, an extensive geotechnical investigation is carried out. The standard penetration test (SPT), vane shear test (VST), piezocone test (CPTU), flat plate dilatometer test (DMT), and water pumping test (WPT) are conducted along Line 1. The maximum water content of clay and muddy silty clay is about 40%, which is close to the liquid limit value. The average undrained shear strength of undisturbed clay and remolded clay which is obtained by VST is 70.5 kPa and 10.9 kPa, respectively. The coefficient of the at-rest earth pressure (K0) of soft clay is obtained by DMT.Figure 4
Soil profile and geotechnical parameters.


## 2.2. Hydrological Geology

The shallow ground water is pore phreatic water, mainly found in layers from (1) to (8). The elevation of the water surface is 2.232 m. The laboratory penetration test and field steady flow test can be seen in Table1. It can be seen that the permeability coefficient of the clay layer is very small, and the permeability coefficient of the gravel layer is 1–2 m/d. The seepage induced from water head difference might influence the stability of tunnels.Table 1
Laboratory penetration test and field steady flow test.
Soil layer
Laboratory penetration test (cm/s)
Field steady flow test (cm/s)
K
v
K
h
K
3–2
4.79 × 10−5
7.81 × 10−5
4.21 × 10−3
3–3
2.55 × 10−4
2.30 × 10−4
1.57 × 10−3
3–5
9.63 × 10−5
1.74 × 10−4
—
3–6
3.29 × 10−4
3.01 × 10−4
—
4–3
2.39 × 10−7
7.84 × 10−7
/
6–1
2.06 × 10−7
3.03 × 10−7
—
6–2
2.62 × 10−7
1.28 × 10−7
—
8–1
1.88 × 10−7
5.11 × 10−7
—


## 3. Shield Driving Parameters

Figure5 presents advance-time curve of the shield. Before underpassing the existing tunnel, the shield advances with a very slow rate. The tunnel advancing rate is 7-8 rings/day, and the penetration rate of the shield ranges from 20 to 25 mm·min−1.Figure 5
Advance-time curve of the shield.Figure6 shows the applied tunnel face pressure. In practice, the tunnel face pressure should be adjusted with the theoretical value as well as the feedback displacement of the existing tunnel. The existing tunnel redistributes the soil stress, and the applied tunnel face pressure should be adjusted by (1) as follows:(1)p2=K0γ′h+pw+Q1−Q2±20kPa,where K0 is the coefficient of earth pressure at rest; γ′ is the effective gravity of soil; h is the thickness of overburden depth (m); pw is the water pressure; Q1 is the weight of the existing tunnel (kN); Q2 is the weight of the soil with the same internal volume of the existing tunnel (kN); and 20 kPa is the pressure fluctuation.Figure 6
The applied tunnel face pressure.The applied tunnel face pressure of the southbound tunnel cannot be calculated by (1) which is due to the redistribution of the earth pressure after the construction of the northbound tunnel nearby and should be adjusted according to the displacement of the existing tunnel.Figure7 shows the tail void grouting volume of the shield of the northbound and southbound tunnels of Line 4. Shield parameter adjustments play an important role in the displacement controls, reducing the tail void grouting volume and applied tunnel face pressure when Line 1 heaves. Opposite measures are taken when there is a subsidence in Line 1.Figure 7
The grouting volume.


## 4. Observation Results and Discussions

### 4.1. Monitoring Arrangement of Line 1

Arrangement of the monitoring rings of the existing tunnel can be seen in Figure2. The total station Topcon MS05AX fixed on the tunnel sidewall arranged from rings 404 to 559 in the existing tunnel is an automatic real-time measuring system which is used to monitor vertical and horizontal displacement. One monitor section is set every two rings in the most affected zone (from rings 447 to 499 in the existing tunnel), and one monitor section is set every five rings in the rest part. An LECAI D5 hand-held distance finder is used to monitor the converge displacement every 5 rings from 404 to 679 in the existing tunnel. The arrangement of monitoring points at the cross section of the existing tunnel is shown in Figure 8.Figure 8
Arrangement of the monitoring points at the cross section of the existing tunnel.


### 4.2. Displacement of the Existing Tunnel

The location of point A as shown in Figure2 is corresponding to the intersection point of a plan view of the existing tunnel and northbound tunnel of Line 4. The location of point B is corresponding to the intersection point of the plan view of the existing tunnel and southbound tunnel of Line 4. The middle point of points A and B is point C.


#### 4.2.1. Vertical Displacement of the Existing Tunnel

Figure9 shows time-varying vertical displacement in the monitoring rings of the existing tunnel. The x-axis is the ring number of the existing tunnel. A positive value of the ordinate denotes heave, while a negative value denotes settlement of the existing tunnel. The selected monitoring rings start to heave when the shield face is 0–10 m away from the selected monitoring rings which is mainly due to large applied tunnel face pressure, bulk addictive thrust (Figure 6), and the friction force between the shield shell and soil mass. When the shield tail is far beyond the selected monitoring rings, a reduction of heave in the selected monitoring points is observed which is mainly due to the closure of the tail void. Only small settlements and heaves are measured after the construction of the northbound tunnel. During the 3-month shutdown of the shield, additional settlement ranges from 2 mm to 3 mm can be observed in rings from 430 to 520. Additional settlements ranges from 2 to 4 mm were measured in rings from 460 to 540 during the southbound tunnel’s construction. The long-term additional settlements, monitored up to 140 days (from 2014/6/1 to 2014/10/19), range from 2 to 4 mm in rings from 460 to 510. The settlements of rings from 430 to 520 range from 2 mm to 12 mm, and the settlement curve of the upline of Line 1 is “U” shaped after the long-term monitoring. The settlement curve is approximately symmetric about the dashed line C after the long-term monitoring. The maximum settlement is 12 mm which is located in ring 487.Figure 9
Time-varying vertical displacement of the existing tunnel.


#### 4.2.2. Horizontal Displacement of the Existing Tunnel

The horizontal displacement of the existing tunnel with respect to the location of the shield is illustrated in Figure10. A positive horizontal displacement denotes northward transverse tunnel movement away from the original tunnel centerline, while a negative horizontal displacement denotes southward transverse tunnel movement away from the original tunnel centerline.Figure 10
Time-varying horizontal displacement of the existing tunnel.There are northward displacement on the left side of point C and southward displacement on the right side of point C. The horizontal displacement curve is approximately symmetric about point C after the long-term monitoring. The maximum northward displacement is 10 mm in the ring near the intersection point A, and the maximum southward displacement is −10.5 mm in the ring near the intersection point B after the completion of the two tunnels’ construction. During the construction of the northbound tunnel, rings from 453 to 471 move southward which is likely due to the additional bulkhead additive thrust and the squeezing force provided by the shield shell. When the shield tail leaves ring 459, rings from 439 to 459 move southward slowly. Only 2 to 5 mm additional southward displacement is measured in rings from 487 to 560, and nearly no displacement is observed on the left side of point B during the construction of the southbound tunnel which is mainly due to the northbound tunnel’s barrier effect. No change of horizontal displacement is observed in the long-term conditions (from 2014/5/28 to 2014/10/19).


#### 4.2.3. Convergence Displacement of the Existing Tunnel

Figure11 shows the convergence displacement of the existing tunnel with respect to the locations of the shield. A negative value indicates the reduction horizontal diameter of the existing tunnel, while a positive value indicates the addition horizontal diameter of the existing tunnel. It can be observed that the convergence displacement is not obvious when the shield reaches ring 48 (22 rings away from the intersection point A). During the process of the shield driving from ring 64 to ring 87, a significantly additional increase in the negative convergence displacement in rings from 440 to 490 is observed, and the maximum displacement occurs in the intersection point A. The reason might be that the shield face squeezes one side of the existing tunnel, leading to the reduction of the horizontal diameter of the existing tunnel. With the tunnelling of the southbound tunnel, there are a reduction negative convergence displacement on the left side of point B and an addition positive convergence displacement on the right side of point B. As can be seen from Figures 10 and 11, the shapes of the convergence displacement curve and the horizontal displacement curve are similar because the causes of convergence displacement and horizontal displacement are theoretically the same.Figure 11
Convergence displacement of the existing tunnel.


## 4.1. Monitoring Arrangement of Line 1

Arrangement of the monitoring rings of the existing tunnel can be seen in Figure2. The total station Topcon MS05AX fixed on the tunnel sidewall arranged from rings 404 to 559 in the existing tunnel is an automatic real-time measuring system which is used to monitor vertical and horizontal displacement. One monitor section is set every two rings in the most affected zone (from rings 447 to 499 in the existing tunnel), and one monitor section is set every five rings in the rest part. An LECAI D5 hand-held distance finder is used to monitor the converge displacement every 5 rings from 404 to 679 in the existing tunnel. The arrangement of monitoring points at the cross section of the existing tunnel is shown in Figure 8.Figure 8
Arrangement of the monitoring points at the cross section of the existing tunnel.


## 4.2. Displacement of the Existing Tunnel

The location of point A as shown in Figure2 is corresponding to the intersection point of a plan view of the existing tunnel and northbound tunnel of Line 4. The location of point B is corresponding to the intersection point of the plan view of the existing tunnel and southbound tunnel of Line 4. The middle point of points A and B is point C.


### 4.2.1. Vertical Displacement of the Existing Tunnel

Figure9 shows time-varying vertical displacement in the monitoring rings of the existing tunnel. The x-axis is the ring number of the existing tunnel. A positive value of the ordinate denotes heave, while a negative value denotes settlement of the existing tunnel. The selected monitoring rings start to heave when the shield face is 0–10 m away from the selected monitoring rings which is mainly due to large applied tunnel face pressure, bulk addictive thrust (Figure 6), and the friction force between the shield shell and soil mass. When the shield tail is far beyond the selected monitoring rings, a reduction of heave in the selected monitoring points is observed which is mainly due to the closure of the tail void. Only small settlements and heaves are measured after the construction of the northbound tunnel. During the 3-month shutdown of the shield, additional settlement ranges from 2 mm to 3 mm can be observed in rings from 430 to 520. Additional settlements ranges from 2 to 4 mm were measured in rings from 460 to 540 during the southbound tunnel’s construction. The long-term additional settlements, monitored up to 140 days (from 2014/6/1 to 2014/10/19), range from 2 to 4 mm in rings from 460 to 510. The settlements of rings from 430 to 520 range from 2 mm to 12 mm, and the settlement curve of the upline of Line 1 is “U” shaped after the long-term monitoring. The settlement curve is approximately symmetric about the dashed line C after the long-term monitoring. The maximum settlement is 12 mm which is located in ring 487.Figure 9
Time-varying vertical displacement of the existing tunnel.


### 4.2.2. Horizontal Displacement of the Existing Tunnel

The horizontal displacement of the existing tunnel with respect to the location of the shield is illustrated in Figure10. A positive horizontal displacement denotes northward transverse tunnel movement away from the original tunnel centerline, while a negative horizontal displacement denotes southward transverse tunnel movement away from the original tunnel centerline.Figure 10
Time-varying horizontal displacement of the existing tunnel.There are northward displacement on the left side of point C and southward displacement on the right side of point C. The horizontal displacement curve is approximately symmetric about point C after the long-term monitoring. The maximum northward displacement is 10 mm in the ring near the intersection point A, and the maximum southward displacement is −10.5 mm in the ring near the intersection point B after the completion of the two tunnels’ construction. During the construction of the northbound tunnel, rings from 453 to 471 move southward which is likely due to the additional bulkhead additive thrust and the squeezing force provided by the shield shell. When the shield tail leaves ring 459, rings from 439 to 459 move southward slowly. Only 2 to 5 mm additional southward displacement is measured in rings from 487 to 560, and nearly no displacement is observed on the left side of point B during the construction of the southbound tunnel which is mainly due to the northbound tunnel’s barrier effect. No change of horizontal displacement is observed in the long-term conditions (from 2014/5/28 to 2014/10/19).


### 4.2.3. Convergence Displacement of the Existing Tunnel

Figure11 shows the convergence displacement of the existing tunnel with respect to the locations of the shield. A negative value indicates the reduction horizontal diameter of the existing tunnel, while a positive value indicates the addition horizontal diameter of the existing tunnel. It can be observed that the convergence displacement is not obvious when the shield reaches ring 48 (22 rings away from the intersection point A). During the process of the shield driving from ring 64 to ring 87, a significantly additional increase in the negative convergence displacement in rings from 440 to 490 is observed, and the maximum displacement occurs in the intersection point A. The reason might be that the shield face squeezes one side of the existing tunnel, leading to the reduction of the horizontal diameter of the existing tunnel. With the tunnelling of the southbound tunnel, there are a reduction negative convergence displacement on the left side of point B and an addition positive convergence displacement on the right side of point B. As can be seen from Figures 10 and 11, the shapes of the convergence displacement curve and the horizontal displacement curve are similar because the causes of convergence displacement and horizontal displacement are theoretically the same.Figure 11
Convergence displacement of the existing tunnel.


## 4.2.1. Vertical Displacement of the Existing Tunnel

Figure9 shows time-varying vertical displacement in the monitoring rings of the existing tunnel. The x-axis is the ring number of the existing tunnel. A positive value of the ordinate denotes heave, while a negative value denotes settlement of the existing tunnel. The selected monitoring rings start to heave when the shield face is 0–10 m away from the selected monitoring rings which is mainly due to large applied tunnel face pressure, bulk addictive thrust (Figure 6), and the friction force between the shield shell and soil mass. When the shield tail is far beyond the selected monitoring rings, a reduction of heave in the selected monitoring points is observed which is mainly due to the closure of the tail void. Only small settlements and heaves are measured after the construction of the northbound tunnel. During the 3-month shutdown of the shield, additional settlement ranges from 2 mm to 3 mm can be observed in rings from 430 to 520. Additional settlements ranges from 2 to 4 mm were measured in rings from 460 to 540 during the southbound tunnel’s construction. The long-term additional settlements, monitored up to 140 days (from 2014/6/1 to 2014/10/19), range from 2 to 4 mm in rings from 460 to 510. The settlements of rings from 430 to 520 range from 2 mm to 12 mm, and the settlement curve of the upline of Line 1 is “U” shaped after the long-term monitoring. The settlement curve is approximately symmetric about the dashed line C after the long-term monitoring. The maximum settlement is 12 mm which is located in ring 487.Figure 9
Time-varying vertical displacement of the existing tunnel.


## 4.2.2. Horizontal Displacement of the Existing Tunnel

The horizontal displacement of the existing tunnel with respect to the location of the shield is illustrated in Figure10. A positive horizontal displacement denotes northward transverse tunnel movement away from the original tunnel centerline, while a negative horizontal displacement denotes southward transverse tunnel movement away from the original tunnel centerline.Figure 10
Time-varying horizontal displacement of the existing tunnel.There are northward displacement on the left side of point C and southward displacement on the right side of point C. The horizontal displacement curve is approximately symmetric about point C after the long-term monitoring. The maximum northward displacement is 10 mm in the ring near the intersection point A, and the maximum southward displacement is −10.5 mm in the ring near the intersection point B after the completion of the two tunnels’ construction. During the construction of the northbound tunnel, rings from 453 to 471 move southward which is likely due to the additional bulkhead additive thrust and the squeezing force provided by the shield shell. When the shield tail leaves ring 459, rings from 439 to 459 move southward slowly. Only 2 to 5 mm additional southward displacement is measured in rings from 487 to 560, and nearly no displacement is observed on the left side of point B during the construction of the southbound tunnel which is mainly due to the northbound tunnel’s barrier effect. No change of horizontal displacement is observed in the long-term conditions (from 2014/5/28 to 2014/10/19).


## 4.2.3. Convergence Displacement of the Existing Tunnel

Figure11 shows the convergence displacement of the existing tunnel with respect to the locations of the shield. A negative value indicates the reduction horizontal diameter of the existing tunnel, while a positive value indicates the addition horizontal diameter of the existing tunnel. It can be observed that the convergence displacement is not obvious when the shield reaches ring 48 (22 rings away from the intersection point A). During the process of the shield driving from ring 64 to ring 87, a significantly additional increase in the negative convergence displacement in rings from 440 to 490 is observed, and the maximum displacement occurs in the intersection point A. The reason might be that the shield face squeezes one side of the existing tunnel, leading to the reduction of the horizontal diameter of the existing tunnel. With the tunnelling of the southbound tunnel, there are a reduction negative convergence displacement on the left side of point B and an addition positive convergence displacement on the right side of point B. As can be seen from Figures 10 and 11, the shapes of the convergence displacement curve and the horizontal displacement curve are similar because the causes of convergence displacement and horizontal displacement are theoretically the same.Figure 11
Convergence displacement of the existing tunnel.


## 5. Reinforcement Scheme of the Existing Tunnel

Figure12 shows the reinforcement in the existing tunnel. Radial reinforcement by an arc-shaped supporting steel plate connected to the tunnel segment and longitudinal reinforcement by channel section steel to provide longitudinal tensile stress are conducted in the existing tunnel. Radial steels and longitudinal steels are connected by welding, and so, the reinforcement becomes a whole one. 25 rings are reinforced at first on either side of the intersection point A before the underpassing of the northbound tunnel, and the whole reinforcement is completed after the construction of the northbound tunnel. The reinforcement range is from ring 424 to ring 510 (i.e., 25 rings on either sides of the intersection points A and B).Figure 12
Reinforcement in the existing tunnel.


## 6. Theoretical Analysis of the Reinforcement Design

The deformed tunnel lining reinforced by inner bonding steel plates has been partially or entirely used in many built tunnels or currently under construction. To better understand the benefits coming from the reinforcement method, the behavior of the tunnel is investigated.Figure13 shows a schematic view of the existing tunnel-soil tunnelling interaction. The analysis method demonstrated in this paper can be divided into two steps: firstly, estimating the greenfield displacement induced by the tunnelling. Secondly, calculating the responses of the existing tunnel subjected to the soil displacement. The method of analysis is based on three assumptions: (1) the above existing tunnel does not affect the displacement of soil due to tunnelling, (2) the soil foundation is assumed as the Winkler or the Pasternak foundation, and (3) the soil displacement is calculated by superimposing the independent settlement predicted for each individual tunnelling.Figure 13
A schematic view of the existing tunnel-soil tunnelling interaction.In this paper, the tunnels are considered as an infinite beam on the Winkler foundation, an infinite beam on the Pasternak foundation, and a finite beam on the Pasternak foundation (the new method). Comparing the deflection, rotation angle, normalized bending moment, and shear force of the existing tunnel with constant stiffness based on the three models, the new method is verified. Then, different stiffness of the reinforcement is taken into consideration, and the optimal reinforcement range of the existing tunnel is discussed.


### 6.1. The Subsurface Soil Displacement due to Tunnelling

For the theoretical analysis, the alignment of the new tunnels and the existing tunnel is assumed to be straight. Figure14 shows a schematic diagram of the new tunnels and the existing tunnel in this case. The greenfield settlement s(x) due to the tunnelling can be replaced by the equivalent distributed load q(x) acting on the beam on the third assumption as follows:(2)qx=ksx.Figure 14
A schematic diagram of tunnels for the analytical methods.In this study, subsurface settlements(x) at the depth of z induced by tunnelling is calculated based on closed-form analytical solutions presented by Loganathan and Poulos [13] as follows:(3)sx=ε0R2z−Hx2+z−H2+3−4vz+Hx2+z+H2−2zx2−z+H2x2+z+H22⋅e−1.38x2/H+R2−0.69z2/H2,where sx = subsurface settlement of the soils due to tunnelling; R = tunnel radius; z = depth below ground surface; H = depth of the axis of the new tunnel; v = Poisson’s ratio; x = lateral distance from tunnel centerline; and ε0 = equivalent ground loss ratio which is defined as(4)ε0=4Rg+g24R2,(5)g=Gp+u3D∗+w≈Gp,where g is the gap parameter (Lee et al. [14]); u3D∗ is the three-dimensional elastoplastic deformation at the tunnel face; w is the workmanship factor; and Gp represents the physical gap between the outer skin of the shield and the lining which is given as(6)Gpcheck space=2Δ+δ,where Δ is the thickness of the tail piece and δ is the clearance required for erection of the tail piece. The parameter w can be neglected due to considerable experience with the equipment and good tunnelling technique of construction workers based on the study of Rowe and Lee [15].


### 6.2. Analytical Methods Derived from Prior Studies

Attewell et al. [16] proposed a tunnel-soil interaction model and solved the analytical solution of the longitudinal displacement of an infinite tunnel:(7)dw4xdx4+4λ4px=4λ4qx,where qx is the concentrated load acting on the origin point of the beam; EI is the flexural stiffness of a tunnel, which is recommended by Ye et al. [17]; and k is the subgrade modulus that represents the pipe-soil interaction.If the soil foundation is assumed as the Winkler foundation, the foundation counterforcepx can be expressed as(8)px=kwxThe two-parameter model of foundation can capture the shear resistance of soil. Based on the assumption of the plane strain condition, the displacement of ground in they-direction is neglected. If the soil foundation is assumed as the Pasternak foundation, the foundation counterforce px can be expressed as(9)px=−G∇2wx+kwx,where G is the coefficient of the shear element in the Pasternak’s model with the dimension of force per unit length.Attewell et al. [16] presented a solution for the concentrated load q on an infinite beam resting on the Winkler foundation and computed the deflection as(10)wx=18EIλ3qe−λxcosλx+sinλx.It can be concluded that each of the concentrated loadksτ at point τ contributes the following amount to the deflection of the existing tunnel on the Winkler foundation:(11)wx=18EIλ3∫−∞+∞2Rkst−L1sinαe−λx−τcosλx−τ+sinλx−τdτ,where L1 is the distance between the coordinate origin of the existing tunnel and the intersection point between the new tunnel and the existing tunnel and α is the intersection angle between the new tunnel and existing tunnel. The deflection, rotational angle, bending moment, and shear force of the existing tunnel which is assumed as an infinite beam on the Winkler foundation and the Pasternak foundation are illustrated in Appendix A.


### 6.3. A Brief Description of the New Method

In this study, we want to figure out the effects of the reinforcement on the existing tunnel, the stiffness varies in this case and the existing tunnel assumed as an infinite beam is not suitable. Assuming the existing tunnel with finite length and introducing (7) to (9), the basic differential equation governing the flexure of the beam resting on the Pasternak foundation can be written in the form with an assumption of Gλ2/k<1:(12)EiIid4wixdx4−Gibid2wixdx4+kibiwix=biqix,where b1i=bi1+Gi/ki/bi, subscript i represents the ith element of the beam, bi is the width of the beam, and b1i is the modified width of the beam. Assuming a solution of (12) in the form of wx=eλx, the general solution of vertical displacement of the beam is as follows:(13)wx=∑i=14CiFix,where Ci (i = 1, 2, 3, 4) are undetermined parameters, which are dependent on the boundary conditions, and Fi (x) (i = 1, 2, 3, 4) are the basic functions of the general solution, which are given as follows:(14)F1ix=cosa1icixsinha2icix,(15)F2ix=cosa1icixcosha2icix,(16)F3ix=sina1icixcosha2icix,(17)F4ix=sina1icixsinha2icix,where ci=kib1/4EiIi4,a1i=1−Gici2/ki,a2i=1+Gici2/ki.The relationship of the deflection, rotational angle, bending moment, and shear force of the beam proposed by Lancaster and Mitchell [18] is as follows:(18)θix=wi′x,Mix=−EiIiw″x,Qix=−EiIiw‴x+Gpib1iwi′x,where θix, Mix, and Qix are the amplitudes of rotational angle, bending moment, and shear force of the section area, respectively.Figure15 shows that different stiffness is replaced by equivalent stepped stiffness. According to different stiffness and distributed load, the local coordinate system is established as illustrated in Figure 16. Selvadurai [12] suggests an initial parameter method to solve the parameters of the beam. The four parameters at the origin of the coordinates are wi0i,θi0i,Mi0i,andQi0i, and four parameters at the end of the element are wixi,θixi,Mixi,andQixi. C1, C2, C3, and C4 can be expressed by wi0i,θi0i,Mi0i,andQi0i by introducing xi=0 to (13) and (18).Figure 15
Sketch of equivalent stepped stiffness.Figure 16
Forces and local coordinate system.w
i
x
i
,
θ
i
x
i
,
M
i
x
i
,
and
Q
i
x
i can be rewritten in the matrix-array form as(19)wixiθxiiMixiVixi1=k11k12k13k14k15k21k22k23k24k25k31k32k33k34k35k41k42k43k44k4500001⋅wi0iθ0iiMi0iVi0i1,where [kij] is a stiffness submatrix with 5 × 5 order; i, j = 1, 2, …, 5. M and V are, respectively, the bending moment and the generalized shear force. Formula (19) can be simplified as(20)Nixi=KijNi0i,where Nixi=Wixi,θixi,Mixi,Qixi,1T and Ni0i=Wi0i,θi0i,Mi0i,Qi0i,1T.Figure17 shows that curved distributed load is replaced by equivalent triangular and square distributed load which can be expressed as(21)qi−1+△qi=qi−1+ξqi−qi−1Li,where qi−1 and qi are, respectively, the load of the starting point and the ending point of the ith element and ξ is the position of arbitrary load. From (19), we can obtain(22)k15=−b∫0xqi−1+△qia2i−1F1ix−ξ−a1i−1F3ix−ξdξ4ci3EiIi.Figure 17
Replacement of variable load with trapezoid load.In order to avoid numerical errors in the calculation process, the integration ofki5 is shown in Appendix B. The rest of kij can be referred in the work by Selvadurai [12].Figure18 shows the tunnel matrix transfer diagram. Assuming that the tunnel is composed of N elements, the x-coordinate of beginning points of the ith element is xii=0,1,2,…n and the length of each element is Li, where Li=xi−xi−1.Figure 18
The matrix transfer diagram.For the first element,(23)N1x=K1x⋅N101x∈0,L1.For the end point of the first element,(24)N1x1=K1x1−0⋅N101.For the end point of theith element,(25)Nixi=Kixi⋅Ki−1Li−1⋅Ki−2Li−2⋯K1L1⋅N101.Forx at the ith element section, where x is a global coordinate,(26)Nix=Kix−xi−1⋅Ki−1Li−1⋅Ki−2Li−2⋯K1L1⋅N101.Suppose(27)Aix=Kix−xi−1⋅Ki−1Li−1⋅Ki−2Li−2⋯K1L1.Then, (20) can be expressed as(28)Nix=Aix⋅N101.Thus, the relation between the vectorNnxn at the point xn and the vector N101 at the start point x0 is(29)Nnxn=Anxn⋅N101,where(30)Anxn=∏i=n1KiLi.The boundary condition of the existing tunnel assumed as an infinite long tunnel considering the shear stress of soil can be written as(31)M0=0,V0=2kG⋅G⋅R⋅w0,VL=0,VL=−2kG⋅G⋅R⋅wL.By applying the boundary conditions to (19), the deflection, rotational angle, bending moment, and shear force of the overall beam can be obtained.


### 6.4. Case Study

#### 6.4.1. Parameter Selection

To enable a direct comparison, assumed parameters of the soil and existing tunnel are selected in this study. Poisson’s ratio of the soil is 0.388. The grouting process is regarded as the inverse process of soil loss due to tunnelling, andg can be expressed as g=2Δ+δ1−η, where η is the injection ratio.For the Pasternak foundation, as the thickness of the elastic layer is assumed to be 2.5B, the subgrade elastic modulus k and shear stiffness G are suggested by Xu [19] as follows:(32)k=5E0β161−v02×1.22,G=13E0B2321+v0β×0.85,where β is a modified parameter (β=1.29) and E0 and v0 are, respectively, the elastic modulus and Poisson’s ratio for elastic foundation, which are given as follows:(33)E0=Es1−vs2,v0=vs1−vs,where the empirical relation between the Young’s modulus Es and the compression modulus Es0.1−0.2 of soft soils is built up by Yang and Zhao [20].(34)E0=2.5∼3.5Es0.1−0.2.As illustrated in Figure14, points O1 and O2 are, respectively, the intersection points A and B; in practical, coordinate transformation expressions of the axis x′ and x″ are, respectively,(35)x′=x−L1sinα,x″=x−L2sinα,where L1 and L2 are the distance from the beginning point of the existing tunnel to points O1 and O2, respectively. The length of the existing tunnel is assumed as 250 m, and the ring spacing is 1.2 m. So, the tunnel is divided into 209 sections, and each section is 1.2 m in length.


## 6.1. The Subsurface Soil Displacement due to Tunnelling

For the theoretical analysis, the alignment of the new tunnels and the existing tunnel is assumed to be straight. Figure14 shows a schematic diagram of the new tunnels and the existing tunnel in this case. The greenfield settlement s(x) due to the tunnelling can be replaced by the equivalent distributed load q(x) acting on the beam on the third assumption as follows:(2)qx=ksx.Figure 14
A schematic diagram of tunnels for the analytical methods.In this study, subsurface settlements(x) at the depth of z induced by tunnelling is calculated based on closed-form analytical solutions presented by Loganathan and Poulos [13] as follows:(3)sx=ε0R2z−Hx2+z−H2+3−4vz+Hx2+z+H2−2zx2−z+H2x2+z+H22⋅e−1.38x2/H+R2−0.69z2/H2,where sx = subsurface settlement of the soils due to tunnelling; R = tunnel radius; z = depth below ground surface; H = depth of the axis of the new tunnel; v = Poisson’s ratio; x = lateral distance from tunnel centerline; and ε0 = equivalent ground loss ratio which is defined as(4)ε0=4Rg+g24R2,(5)g=Gp+u3D∗+w≈Gp,where g is the gap parameter (Lee et al. [14]); u3D∗ is the three-dimensional elastoplastic deformation at the tunnel face; w is the workmanship factor; and Gp represents the physical gap between the outer skin of the shield and the lining which is given as(6)Gpcheck space=2Δ+δ,where Δ is the thickness of the tail piece and δ is the clearance required for erection of the tail piece. The parameter w can be neglected due to considerable experience with the equipment and good tunnelling technique of construction workers based on the study of Rowe and Lee [15].


## 6.2. Analytical Methods Derived from Prior Studies

Attewell et al. [16] proposed a tunnel-soil interaction model and solved the analytical solution of the longitudinal displacement of an infinite tunnel:(7)dw4xdx4+4λ4px=4λ4qx,where qx is the concentrated load acting on the origin point of the beam; EI is the flexural stiffness of a tunnel, which is recommended by Ye et al. [17]; and k is the subgrade modulus that represents the pipe-soil interaction.If the soil foundation is assumed as the Winkler foundation, the foundation counterforcepx can be expressed as(8)px=kwxThe two-parameter model of foundation can capture the shear resistance of soil. Based on the assumption of the plane strain condition, the displacement of ground in they-direction is neglected. If the soil foundation is assumed as the Pasternak foundation, the foundation counterforce px can be expressed as(9)px=−G∇2wx+kwx,where G is the coefficient of the shear element in the Pasternak’s model with the dimension of force per unit length.Attewell et al. [16] presented a solution for the concentrated load q on an infinite beam resting on the Winkler foundation and computed the deflection as(10)wx=18EIλ3qe−λxcosλx+sinλx.It can be concluded that each of the concentrated loadksτ at point τ contributes the following amount to the deflection of the existing tunnel on the Winkler foundation:(11)wx=18EIλ3∫−∞+∞2Rkst−L1sinαe−λx−τcosλx−τ+sinλx−τdτ,where L1 is the distance between the coordinate origin of the existing tunnel and the intersection point between the new tunnel and the existing tunnel and α is the intersection angle between the new tunnel and existing tunnel. The deflection, rotational angle, bending moment, and shear force of the existing tunnel which is assumed as an infinite beam on the Winkler foundation and the Pasternak foundation are illustrated in Appendix A.


## 6.3. A Brief Description of the New Method

In this study, we want to figure out the effects of the reinforcement on the existing tunnel, the stiffness varies in this case and the existing tunnel assumed as an infinite beam is not suitable. Assuming the existing tunnel with finite length and introducing (7) to (9), the basic differential equation governing the flexure of the beam resting on the Pasternak foundation can be written in the form with an assumption of Gλ2/k<1:(12)EiIid4wixdx4−Gibid2wixdx4+kibiwix=biqix,where b1i=bi1+Gi/ki/bi, subscript i represents the ith element of the beam, bi is the width of the beam, and b1i is the modified width of the beam. Assuming a solution of (12) in the form of wx=eλx, the general solution of vertical displacement of the beam is as follows:(13)wx=∑i=14CiFix,where Ci (i = 1, 2, 3, 4) are undetermined parameters, which are dependent on the boundary conditions, and Fi (x) (i = 1, 2, 3, 4) are the basic functions of the general solution, which are given as follows:(14)F1ix=cosa1icixsinha2icix,(15)F2ix=cosa1icixcosha2icix,(16)F3ix=sina1icixcosha2icix,(17)F4ix=sina1icixsinha2icix,where ci=kib1/4EiIi4,a1i=1−Gici2/ki,a2i=1+Gici2/ki.The relationship of the deflection, rotational angle, bending moment, and shear force of the beam proposed by Lancaster and Mitchell [18] is as follows:(18)θix=wi′x,Mix=−EiIiw″x,Qix=−EiIiw‴x+Gpib1iwi′x,where θix, Mix, and Qix are the amplitudes of rotational angle, bending moment, and shear force of the section area, respectively.Figure15 shows that different stiffness is replaced by equivalent stepped stiffness. According to different stiffness and distributed load, the local coordinate system is established as illustrated in Figure 16. Selvadurai [12] suggests an initial parameter method to solve the parameters of the beam. The four parameters at the origin of the coordinates are wi0i,θi0i,Mi0i,andQi0i, and four parameters at the end of the element are wixi,θixi,Mixi,andQixi. C1, C2, C3, and C4 can be expressed by wi0i,θi0i,Mi0i,andQi0i by introducing xi=0 to (13) and (18).Figure 15
Sketch of equivalent stepped stiffness.Figure 16
Forces and local coordinate system.w
i
x
i
,
θ
i
x
i
,
M
i
x
i
,
and
Q
i
x
i can be rewritten in the matrix-array form as(19)wixiθxiiMixiVixi1=k11k12k13k14k15k21k22k23k24k25k31k32k33k34k35k41k42k43k44k4500001⋅wi0iθ0iiMi0iVi0i1,where [kij] is a stiffness submatrix with 5 × 5 order; i, j = 1, 2, …, 5. M and V are, respectively, the bending moment and the generalized shear force. Formula (19) can be simplified as(20)Nixi=KijNi0i,where Nixi=Wixi,θixi,Mixi,Qixi,1T and Ni0i=Wi0i,θi0i,Mi0i,Qi0i,1T.Figure17 shows that curved distributed load is replaced by equivalent triangular and square distributed load which can be expressed as(21)qi−1+△qi=qi−1+ξqi−qi−1Li,where qi−1 and qi are, respectively, the load of the starting point and the ending point of the ith element and ξ is the position of arbitrary load. From (19), we can obtain(22)k15=−b∫0xqi−1+△qia2i−1F1ix−ξ−a1i−1F3ix−ξdξ4ci3EiIi.Figure 17
Replacement of variable load with trapezoid load.In order to avoid numerical errors in the calculation process, the integration ofki5 is shown in Appendix B. The rest of kij can be referred in the work by Selvadurai [12].Figure18 shows the tunnel matrix transfer diagram. Assuming that the tunnel is composed of N elements, the x-coordinate of beginning points of the ith element is xii=0,1,2,…n and the length of each element is Li, where Li=xi−xi−1.Figure 18
The matrix transfer diagram.For the first element,(23)N1x=K1x⋅N101x∈0,L1.For the end point of the first element,(24)N1x1=K1x1−0⋅N101.For the end point of theith element,(25)Nixi=Kixi⋅Ki−1Li−1⋅Ki−2Li−2⋯K1L1⋅N101.Forx at the ith element section, where x is a global coordinate,(26)Nix=Kix−xi−1⋅Ki−1Li−1⋅Ki−2Li−2⋯K1L1⋅N101.Suppose(27)Aix=Kix−xi−1⋅Ki−1Li−1⋅Ki−2Li−2⋯K1L1.Then, (20) can be expressed as(28)Nix=Aix⋅N101.Thus, the relation between the vectorNnxn at the point xn and the vector N101 at the start point x0 is(29)Nnxn=Anxn⋅N101,where(30)Anxn=∏i=n1KiLi.The boundary condition of the existing tunnel assumed as an infinite long tunnel considering the shear stress of soil can be written as(31)M0=0,V0=2kG⋅G⋅R⋅w0,VL=0,VL=−2kG⋅G⋅R⋅wL.By applying the boundary conditions to (19), the deflection, rotational angle, bending moment, and shear force of the overall beam can be obtained.


## 6.4. Case Study

### 6.4.1. Parameter Selection

To enable a direct comparison, assumed parameters of the soil and existing tunnel are selected in this study. Poisson’s ratio of the soil is 0.388. The grouting process is regarded as the inverse process of soil loss due to tunnelling, andg can be expressed as g=2Δ+δ1−η, where η is the injection ratio.For the Pasternak foundation, as the thickness of the elastic layer is assumed to be 2.5B, the subgrade elastic modulus k and shear stiffness G are suggested by Xu [19] as follows:(32)k=5E0β161−v02×1.22,G=13E0B2321+v0β×0.85,where β is a modified parameter (β=1.29) and E0 and v0 are, respectively, the elastic modulus and Poisson’s ratio for elastic foundation, which are given as follows:(33)E0=Es1−vs2,v0=vs1−vs,where the empirical relation between the Young’s modulus Es and the compression modulus Es0.1−0.2 of soft soils is built up by Yang and Zhao [20].(34)E0=2.5∼3.5Es0.1−0.2.As illustrated in Figure14, points O1 and O2 are, respectively, the intersection points A and B; in practical, coordinate transformation expressions of the axis x′ and x″ are, respectively,(35)x′=x−L1sinα,x″=x−L2sinα,where L1 and L2 are the distance from the beginning point of the existing tunnel to points O1 and O2, respectively. The length of the existing tunnel is assumed as 250 m, and the ring spacing is 1.2 m. So, the tunnel is divided into 209 sections, and each section is 1.2 m in length.


## 6.4.1. Parameter Selection

To enable a direct comparison, assumed parameters of the soil and existing tunnel are selected in this study. Poisson’s ratio of the soil is 0.388. The grouting process is regarded as the inverse process of soil loss due to tunnelling, andg can be expressed as g=2Δ+δ1−η, where η is the injection ratio.For the Pasternak foundation, as the thickness of the elastic layer is assumed to be 2.5B, the subgrade elastic modulus k and shear stiffness G are suggested by Xu [19] as follows:(32)k=5E0β161−v02×1.22,G=13E0B2321+v0β×0.85,where β is a modified parameter (β=1.29) and E0 and v0 are, respectively, the elastic modulus and Poisson’s ratio for elastic foundation, which are given as follows:(33)E0=Es1−vs2,v0=vs1−vs,where the empirical relation between the Young’s modulus Es and the compression modulus Es0.1−0.2 of soft soils is built up by Yang and Zhao [20].(34)E0=2.5∼3.5Es0.1−0.2.As illustrated in Figure14, points O1 and O2 are, respectively, the intersection points A and B; in practical, coordinate transformation expressions of the axis x′ and x″ are, respectively,(35)x′=x−L1sinα,x″=x−L2sinα,where L1 and L2 are the distance from the beginning point of the existing tunnel to points O1 and O2, respectively. The length of the existing tunnel is assumed as 250 m, and the ring spacing is 1.2 m. So, the tunnel is divided into 209 sections, and each section is 1.2 m in length.


## 7. Discussions

The normalized bending moment and shear force are defined as(36)M˜i=MiL0EiIi,Qi=QiL02EiIi,where M˜i and Qi are, respectively, the normalized bending moment and shear force; Mi and Qi are, respectively, the calculated bending moment and shear force; and L0 is the length of the existing tunnel.Figure19 shows the comparison of the deflection, rotational angle, bending moment, and shear force of the existing tunnel with a constant stiffness which is based on three kinds of models: an infinite tunnel on the Winkler foundation, an infinite tunnel on the Pasternak foundation, and a finite tunnel on the Winkler foundation. Note that the existing tunnel is only subject to soil deformation force in this case. The displacement and the deflection of beam are particular similar concepts owing to the fact that the existing tunnel is securely attached to the foundation, generally without rigid body motion. Fairly good agreement can be observed between the infinite tunnel on the Pasternak foundation and the finite tunnel on the Pasternak foundation, which shows that the method proposed in this paper is correct and can be used to analyze similar problems. Because of considering soil shear stress, vertical stress and deformation are affected and weakened; the displacement of the existing tunnel on the Pasternak foundation is smaller than that on the Winkler foundation without considering the shear stress of soil. Using the Winkler foundation model is in good agreement with the observed data. It can be seen from (3) that the displacement of the existing tunnel is proportional to the grouting efficiency (i.e., η). Due to the uncertainty of η, it cannot be decided which one is the best analytical method. It is clear that the maximum normalized bending moment occurs at the points O1 and O2, which are the nearest points between the existing tunnel and the new tunnels.Figure 19
(a) Comparison of the deflection of the existing tunnel using different models. (b) Comparison of the rotational angle of the existing tunnel using different models. (c) Comparison of the normalized bending moment of the existing tunnel using different models. (d) Comparison of the normalized shear force of the existing tunnel using different models.
(a)
(b)
(c)
(d)The reinforce range of the existing tunnel is assumed as 25 rings on either side of the intersection point A and the various stiffness is taken into consideration using the method proposed in this paper. Figure20 shows the influence of different stiffness of the reinforcement on the existing tunnel (i.e., 4 EI, EI, and 1/4 EI). It is evident that the reinforcement can reduce the displacement, rotational angle, normalized bending moment, and shear force of the existing tunnel, while tunnel damage (reduce the stiffness of reinforcement) has the opposite effect. It is evident that the change of reinforcement stiffness has greater effect on the normalized bending moment and the normalized shear force of the existing tunnel, particularly at the inflection points of the normalized bending moment and normalized shear force curve.Figure 20
(a) The effects of different reinforcement stiffness on the deflection of the existing tunnel. (b) The effects of different reinforcement stiffness on the slope of the existing tunnel. (c) The effects of different reinforcement stiffness on the normalized moment of the existing tunnel. (d) The effects of different reinforcement stiffness on the normalized shear force of the existing tunnel.
(a)
(b)
(c)
(d)The reinforce stiffness of the reinforcement range is assumed as 4EI and the various reinforcement ranges is taken into consideration using the method proposed in this paper. Figure 21 shows the influence of different reinforcement ranges on the existing tunnel when the northbound tunnel of Line 4 underpasses. The normalized bending moment on either side of the intersection point is too large when the reinforcement range is 69–89.2 m, and the normalized shear force on either side of the intersection point is relatively too large when the reinforcement range is less than 59.2–99.2 m. So, it is necessary to reinforce larger than the range of 49.2–109.2 m in the existing tunnel in this case, that is, larger than 30 m (25 rings) on either side of the intersection point. There is no big difference in the bending moment and shear force of the existing tunnel when the reinforcement ranges are 49.2–109.2 m, 39.2–119.2 m, and 29.2–129.2 m. In order to reduce the costs of reinforcement, reinforcement in the 30 m range (i.e., 25 rings) on either side of the intersection point is the best choice which verifies the actual design.Figure 21
(a) The effects of different reinforcement ranges on the deflection of the existing tunnel. (b) The effects of different reinforcement ranges on the slope of the existing tunnel. (c) The effects of different reinforcement ranges on the normalized moment of the existing tunnel. (d) The effects of different reinforcement ranges on the normalized shear force of the existing tunnel.
(a)
(b)
(c)
(d)


## 8. Conclusions

Based on the abovementioned statements, the response of the existing tunnel is analyzed, and analytical methods are proposed for verification and the reinforcement design. Main conclusions derived from the analysis are as follows:(1)
The displacement of the existing tunnel changes with the relative position of the shield and the existing tunnel. Shield parameters have a major impact on the existing tunnel. The heaves of the existing tunnel might be caused by the large applied face pressure and bulkhead addictive thrust. When the shield tail is driving beyond the selected monitoring rings, the selected monitoring rings settle rapidly due to the closure of the shield tail void.(2)
The southbound tunnel of Line 4 has less effect on the left side of the intersection point A on the existing tunnel because of the northbound tunnel’s barrier effect. A variety of measures of displacement prevention of Line 1 such as the control of shield parameters, reinforcement of the existing tunnel can ensure the normal operation of metro Line 1.(3)
The analytical method proposed in the paper is verified by the methods derived from prior studies. It is possible to take the different stiffness and curved loads into account by applying the stepped stiffness and trapezoidal load while using a local coordinate system in the derivation of the new method. The change of reinforcement stiffness has greater effect on the normalized bending moment and the normalized shear force of the existing tunnel, particularly at the inflection points of the normalized bending moment and normalized shear force curve. The analytical method can be applied for the reinforcement design and safety check of the built tunnel.



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*Source: 1598672-2018-03-20.xml*