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
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.
. [J]. Frontiers of Structural and Civil Engineering, 2023, 17(11): 1707-1722.
Peinan LI, Xue LIU, Xi JIANG, Xuehui ZHANG, Jun WU, Peixin CHEN. Investigation of the first quasi-rectangular metro tunnel constructed by the 0-θ method. Front. Struct. Civ. Eng., 2023, 17(11): 1707-1722.
The 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 structure
front shell, back shell, and tail shell
front shell, back shell, and connection frame
articulating device
meets the needs of shield machine turning
meets the needs of the pipe-jacking machine to correct the alignment deflection
backup frame
The 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 structures
the assembly system, including the assembling machine, large translation beam, single and double beam for segment assembly
No assembly system. Pipe sections are assembled in front of the main jacking device in the launch shaft.
Tab.3
Fig.12
Fig.13
area
easrth pressure (kPa)
penetration speed (mm/min)
volume of excavated earth (m3/ring)
tunneling in normal area
200–260
10–40
84.7–86.4
tunneling in river area
100–130
10–30
Tab.4
earth pressure (kPa)
thrust force (kN)
penetration speed (mm/min)
volume of excavated earth (m3/ring)
200–260
66200–72100
10–40
84.7–86.4
Tab.5
Fig.14
sand
coal fly ash
lime
bentonite
cement
external admixture
water
1050
350
80
100
0
3
330
Tab.6
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 h
8 h
0 h
4 h
14
> 5
> 2.0
< 1%
> 300
> 800
0?20
> 200
> 0.15
Tab.7
raw material
content
sodium carbonate
5
carboxymethyl cellulose (CMC)
1.2
bentonite
100
water
550
Tab.8
property
value
funnel viscosity (s)
80
fluid loss (mL)
12.6
effective viscosity (mPa·s)
21
specific gravity (kg/m3)
1.05
Tab.9
Fig.15
Fig.16
Fig.17
Fig.18
Fig.19
Fig.20
Fig.21
Fig.22
Fig.23
Fig.24
Fig.25
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