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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

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Front. Struct. Civ. Eng.    2023, Vol. 17 Issue (11) : 1707-1722    https://doi.org/10.1007/s11709-023-0991-9
Investigation of the first quasi-rectangular metro tunnel constructed by the 0-θ method
Peinan LI1, Xue LIU1, Xi JIANG2(), Xuehui ZHANG3, Jun WU4, Peixin CHEN5
1. College of Environmental Science and Engineering, Donghua University, Shanghai 201620, China
2. Department of Civil and Environmental Engineering, University of Tennessee, Knoxville, TN 37996, USA
3. Department of Geoscience and Engineering, Delft University of Technology, Delft 2628, The Netherlands
4. College of Urban Railway Transportation, Shanghai University of Engineering Science, Shanghai 201620, China
5. Shanghai Tunnel Engineering Co.. Ltd., Shanghai 200032, China
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Abstract

Quasi-rectangular shield tunneling is a cutting-edge trenchless method for constructing metro tunnels with double tubes, owing to its advantages in saving underground space and reducing ground disturbance. However, the conventional quasi-rectangular shield tunneling method is not applicable when constructing a tunnel without a center pillar, such as a scissor crossover section of a metro line. Therefore, the 0-θ tunneling method, which combines the quasi-rectangular shield and pipe jacking methods, was investigated in this study to solve the aforementioned construction challenges. This study presents a case study of the Sijiqing Station of the Hangzhou Metro Line 9 in China, in which the 0-θ method was first proposed and applied. Key techniques such as switching between two types of tunneling modes and the tunneling process control in complex construction environments were investigated. The results demonstrated that the 0-θ method can address the technical challenges presented by the post-transition line with a high curvature and a scissors crossover line. In addition, the adoption of the 0-θ method ensured that the transformation between shield tunneling and pipe jacking was safe and efficient. The ground settlement monitoring results demonstrated that the disturbance to the surrounding environment can be limited to a safe level. This case study contributes to the construction technology for a metro tunnel containing both post-transition lines with a small turning radius and a scissors crossover line. A practical construction experience and theoretical guidance were provided in this study, which are of significance for both the industry and academia.
Keywords quasi-rectangular tunnel      0-θ method      pipe jacking      shield tunneling      underground space     
Corresponding Author(s): Xi JIANG   
Just Accepted Date: 14 August 2023   Online First Date: 08 January 2024    Issue Date: 24 January 2024
 Cite this article:   
Peinan LI,Xue LIU,Xi JIANG, et al. Investigation of the first quasi-rectangular metro tunnel constructed by the 0-θ method[J]. Front. Struct. Civ. Eng., 2023, 17(11): 1707-1722.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-023-0991-9
https://academic.hep.com.cn/fsce/EN/Y2023/V17/I11/1707
Fig.1  Comparison of the quasi-rectangular and circular tunnels: (a) comparison of the excavation boundary range; (b) comparison of the space utilization.
Fig.2  Quasi-rectangular lining structure: (a) quasi-rectangular lining with a center pillar; (b) quasi-rectangular lining without a center pillar.
Fig.3  Shield propulsion diagram.
Fig.4  Scissors crossover section of a metro line.
Fig.5  Diagram of the turn-back line interval with scissors crossover line and flat curve.
Fig.6  Project location layout.
work modelining thickness (mm)lining width (mm)lining outer size (mm)lining structureouter size of tail shell (mm)tail gap (mm)
pipe jacking650150011810 × 7247pillarless11830 × 727020
shield450120011500 × 6940pillar11800 × 7240300
Tab.1  Section size of the tunneling machine and lining in different work modes
Fig.7  Sijiqing excavation plan and turn-back line interval: (a) quasi-rectangular pipe jacking tunneling; (b) switching pipe jacking to shield; (c) quasi-rectangular shield tunneling; (d) turn-back line interval.
stratumthickness (m)lateral earth pressure coefficientunit weight (kN/m3)cohesion (kPa)internal friction angle (° )
L1-miscellaneous fill2.30.5017.508.0015.00
L2-sandy silt8.30.5219.204.0026.00
L3-sandy silt5.90.4519.206.0030.00
L4-sand with sandy silt6.30.3719.705.0034.00
L5-sandy silt3.50.5219.407.0024.00
Tab.2  Physical parameters of each stratum
Fig.8  Quasi-rectangular turn-back line-interval strata sections.
Fig.9  Pipe jacking and shield mainframe structure: (a) pipe jacking mode mainframe structure; (b) shield mode mainframe structure.
Fig.10  Schematic diagram of the main machine structure in the shield mode.
Fig.11  Schematic diagram of the main structure of the machine in pipe jacking mode.
difference itemshield modepipe jacking mode
propulsion method and force transmission methodThe propulsion cylinder is on the front of the segments and pushes forward. The jacking force is transmitted from the propulsion cylinder to the machine.Using the main jacking device against the reaction wall of the launch shaft, the front pipe section is jacked forward. The first pipe section is pressed against the ring plate of the machine’s back shell, and the jacking force is transferred from the pipe section to the back shell.
shell structurefront shell, back shell, and tail shellfront shell, back shell, and connection frame
articulating devicemeets the needs of shield machine turningmeets the needs of the pipe-jacking machine to correct the alignment deflection
backup frameThe tunnel lays the track and follows behind the main machine to move forward.placed on the first few pipe sections, which are at rest with respect to the pipe sections
other structuresthe assembly system, including the assembling machine, large translation beam, single and double beam for segment assemblyNo assembly system. Pipe sections are assembled in front of the main jacking device in the launch shaft.
Tab.3  Comparison of the shield and pipe jacking working modes
Fig.12  Structural diagram of the switching device.
Fig.13  Overall structure of the switching device.
areaeasrth pressure (kPa)penetration speed (mm/min)volume of excavated earth (m3/ring)
tunneling in normal area200–26010–4084.7–86.4
tunneling in river area100–13010–30
Tab.4  Shield construction parameter indicators
earth pressure (kPa)thrust force (kN)penetration speed (mm/min)volume of excavated earth (m3/ring)
200–26066200–7210010–4084.7–86.4
Tab.5  Pipe jacking construction parameter indicators
Fig.14  Pipe jacking propulsion diagram.
sandcoal fly ashlimebentonitecementexternal admixturewater
10503508010003330
Tab.6  High-flow and early-strength shield synchronization grouting ratio (kg/m3)
slump (cm)density (g·cm?3)bleeding rate (%)shear strength (Pa)serviceable time (initial setting time) (h)fluidity (mm)compressive strength of 7 d (MPa)
0 h8 h0 h4 h
14> 5> 2.0< 1%> 300> 8000?20> 200> 0.15
Tab.7  Performance index of a high-flow and early-strength shield synchronization grouting
raw materialcontent
sodium carbonate5
carboxymethyl cellulose (CMC)1.2
bentonite100
water550
Tab.8  Pipe jacking friction-reducing grouting ratio (kg/m3)
propertyvalue
funnel viscosity (s)80
fluid loss (mL)12.6
effective viscosity (mPa·s)21
specific gravity (kg/m3)1.05
Tab.9  Pipe jacking friction-reducing grouting performance index
Fig.15  Soil improvement hole.
Fig.16  Attitude deviation diagram: (a) the attitude deviation of tunneling machine; (b) the machine’s rotation angle; (c) the machine’s attitude deviation in horizontal direction; (d) the machine’s attitude deviation in vertical direction.
Fig.17  Diagram of the cylinder distribution for the quasi-rectangular machine.
Fig.18  Risk of deflection of shield machine rotation angle.
Fig.19  Plane position and surrounding environment of the ancient seawall: (a) plane position relationship between the ancient seawall and tunnel; (b) environment around the ancient seawall.
Fig.20  Relationship between the Qiushi Bridge and municipal pipeline and tunnel location.
Fig.21  Measurement cross-section layout.
Fig.22  Field measurement and Peck formula prediction of the pipe jacking ground settlement: (a) CS-1; (b) CS-2; (c) CS-3.
Fig.23  MJS reinforcement diagram.
Fig.24  Plane position of the new river and the surrounding environment: (a) relationship between the plane position of the new river and the tunnel; (b) surrounding environment of the Xinkai River.
Fig.25  Field measurement and Peck formula prediction of the shield ground settlement: (a) CS-4; (b) CS-5; (c) CS-6.
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