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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

邮发代号 80-968

2019 Impact Factor: 1.68

Frontiers of Structural and Civil Engineering  2024, Vol. 18 Issue (9): 1337-1349   https://doi.org/10.1007/s11709-024-1108-9
  本期目录
Calculation method for the formation time of dynamic filter cake in slurry shield tunneling
Yinzun YANG1,2, Dajun YUAN1,2, Changyan DU3, Dalong JIN1,2(), Jun HAO3
1. Key Laboratory of the Ministry of Education for Urban Underground Engineering, Beijing Jiaotong University, Beijing 100044, China
2. School of Civil Engineering, Beijing Jiaotong University, Beijing 100044, China
3. China Railway 14th Bureau Group Mega Shield Engineering Co., Ltd., Nanjing 211800, China
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Abstract

In slurry shield tunneling, the stability of tunnel face is closely related to the filter cake. The cutting of the cutterhead has negative impact on the formation of filter cake. This study focuses on the formation time of dynamic filter cake considering the filtration effect and rotation of cutterhead. Filtration effect is the key factor for slurry infiltration. A multilayer slurry infiltration experiment system is designed to investigate the variation of filtrate rheological property in infiltration process. Slurry mass concentration CL, soil permeability coefficient k, the particle diameter ratio between soil equivalent grain size and representative diameter of slurry particles d10/D85 are selected as independent design variables to fit the computational formula of filtration coefficient. Based on the relative relation between the mass of deposited particles in soil pores and infiltration time, a mathematical model for calculating the formation time of dynamic filter cake is proposed by combining the formation criteria and formation rate of external filter cake. The accuracy of the proposed model is verified through existing experiment data. Analysis results show that filtration coefficient is positively correlated with slurry mass concentration, while negatively correlated with the soil permeability coefficient and the particle diameter ratio between soil and slurry. As infiltration distance increases, the adsorption capacity of soil skeleton to slurry particles gradually decreases. The formation time of external filter cake is significantly lower than internal filter cake and the ratio is approximately 3.9. Under the dynamic cutting of the cutterhead, the formation time is positively associated with the rotation speed of cutter head, while negatively with the phase angle difference between adjacent cutter arm. The formation rate of external filter cake is greater than 98% when d10/D85≤ 6.1. Properly increasing the content or decreasing the diameter size of solid-phase particles in slurry can promote the formation of filter cake.

Key wordsslurry infiltration    filtration coefficient    dynamic filter cake    formation time    rotation speed    phase angle
收稿日期: 2023-09-19      出版日期: 2024-09-18
Corresponding Author(s): Dalong JIN   
 引用本文:   
. [J]. Frontiers of Structural and Civil Engineering, 2024, 18(9): 1337-1349.
Yinzun YANG, Dajun YUAN, Changyan DU, Dalong JIN, Jun HAO. Calculation method for the formation time of dynamic filter cake in slurry shield tunneling. Front. Struct. Civ. Eng., 2024, 18(9): 1337-1349.
 链接本文:  
https://academic.hep.com.cn/fsce/CN/10.1007/s11709-024-1108-9
https://academic.hep.com.cn/fsce/CN/Y2024/V18/I9/1337
Fig.1  
Property SL1 SL2 SL3 SL4 SL5
Bentonite content, CL0 (kg/m3) 30 40 50 60 70
Plastic viscosity, uf (cP) 2.8 5.9 8.9 10.7 12.6
Yield strength, τf (Pa) 1.5 2.7 6.4 7.9 11.9
Density, ρ (g/cm3) 1.008 1.015 1.022 1.036 1.042
Tab.1  
Fig.2  
Fig.3  
PropertyS1S2S3S4S5S6
Porosity, φ00.520.490.470.440.420.41
Water temperature during test (°C)15.315.515.915.715.515.2
Permeability, k0 (cm/s)0.170.582.485.228.9612.63
Effective grain diameter, d10 (mm)0.541.031.094.075.358.13
Tab.2  
Test Slurry Soil Mass concentration of slurry filtrate (kg/m3) Measurement of filtration coefficient (m?1) Relative error (%)
CLi CLo
1 SL1 S5 27.1268 26.1513 0.7759 18.25
S4 26.1513 24.5351 1.2911 22.72
S3 24.5351 22.3309 1.8557 45.10
S2 22.3309 18.8653 3.2332 9.48
S1 18.8653 12.5692 8.4154 14.84
2 SL2 S5 38.0253 35.9685 1.1894 13.72
S4 35.9685 33.1485 1.6674 16.95
S3 33.1485 29.5476 2.2911 32.03
S2 29.5476 24.3767 3.7334 14.45
S1 24.3767 15.5142 9.5970 2.55
3 SL3 S5 48.8569 45.5513 1.5094 18.01
S4 45.5513 41.2263 2.0562 14.62
S3 41.2263 36.0982 2.6707 24.77
S2 36.0982 29.3318 4.0601 15.38
S1 29.3318 18.3971 9.9854 0.21
4 SL4 S5 58.8689 54.1025 1.8325 18.47
S4 54.1025 48.3216 2.3448 11.12
S3 48.3216 41.9858 2.8370 27.06
S2 41.9858 33.6561 4.3559 16.21
S1 33.6561 20.8476 10.3217 1.67
5 SL5 S5 67.9658 61.7518 2.0931 20.52
S4 61.7518 54.2971 2.6910 11.92
S3 54.2971 46.5679 3.1204 22.63
S2 46.5679 36.6095 4.7875 20.46
S1 36.6095 21.7561 11.4698 10.81
Tab.3  
Fig.4  
Fig.5  
Fig.6  
Case Slurry Soil p0 (kPa) Cutter head Source
CL0 (kg/m3) uf0 (mPa·s) τF (Pa) D85 (μm) ρS (kg/m3) d10 (mm) φ0 k0 (m/s) μ (m?1) ω (r/min) θ (rad) R (m)
1 50 3.2 2 23 1030 0.137 0.39 2.0 × 10?4 0.15 83 0 0.15 Yin et al. [41]
2 95
3 119
4 112 2 1.6 140 1120 1.23 0.41 6.2 × 10?3 0.30 200 0 1.047 0.2 Bai [25]
5 0.5
6 1.0
7 0 1.257
8 0.5
9 1.0
Tab.4  
Fig.7  
Fig.8  
Fig.9  
Fig.10  
Fig.11  
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