Model test and discrete element method simulation of shield tunneling face stability in transparent clay

doi:10.1007/s11709-020-0704-6

Front. Struct. Civ. Eng.

2021, Vol. 15

Issue (1) : 147-166 https://doi.org/10.1007/s11709-020-0704-6

RESEARCH ARTICLE

Model test and discrete element method simulation of shield tunneling face stability in transparent clay

Huayang LEI^1,^2,³, Yajie ZHANG¹, Yao HU¹(

), Yingnan LIU¹

¹. School of Civil Engineering, Tianjin University, Tianjin 300350, China
². Key Laboratory of Coast Civil Structure Safety (Tianjin University), Ministry of Education, Tianjin 300350, China
³. Key Laboratory of Earthquake Engineering Simulation and Seismic Resilience of China Earthquake Administration (Tianjin University), Tianjin 300350, China

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Abstract

The stability of the shield tunneling face is an extremely important factor affecting the safety of tunnel construction. In this study, a transparent clay with properties similar to those of Tianjin clay is prepared and a new transparent clay model test apparatus is developed to overcome the “black box” problem in the traditional model test. The stability of the shield tunneling face (failure mode, influence range, support force, and surface settlement) is investigated in transparent clay under active failure. A series of transparent clay model tests is performed to investigate the active failure mode, influence range, and support force of the shield tunneling face under different burial depth conditions, whereas particle flow code three-dimensional numerical simulations are conducted to verify the failure mode of the shield tunneling face and surface settlement along the transverse section under different burial depth conditions. The results show that the engineering characteristics of transparent clay are similar to those of soft clay in Binhai, Tianjin and satisfy visibility requirements. Two types of failure modes are obtained: the overall failure mode (cover/diameter: C/D≤1.0) and local failure mode (C/D≥2.0). The influence range of the transverse section is wider than that of the longitudinal section when C/D≥2.0. Additionally, the normalized thresholds of the relative displacement and support force ratio are 3%–6% and 0.2–0.4, respectively. Owing to the cushioning effect of the clay layer, the surface settlement is significantly reduced as the tunnel burial depth increases.

Keywords shield tunneling face stability transparent clay model test numerical simulation

Corresponding Author(s): Yao HU

Just Accepted Date: 26 January 2021 Online First Date: 10 March 2021 Issue Date: 12 April 2021

Cite this article:

Huayang LEI,Yajie ZHANG,Yao HU, et al. Model test and discrete element method simulation of shield tunneling face stability in transparent clay[J]. Front. Struct. Civ. Eng., 2021, 15(1): 147-166.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-020-0704-6
https://academic.hep.com.cn/fsce/EN/Y2021/V15/I1/147

Tab.1 Physical parameters of the material

Fig.1 Comparison of visibility in different media: (a) air; (b) glass; (c) transparent clay.

Tab.2 Physical and basic mechanical property comparison [⁴³]

Fig.2 Normalized triaxial compression curves between transparent clay and natural clay: (a) 100 kPa confining pressure; (b) 200 kPa confining pressure; (c) 300 kPa confining pressure; (d) 400 kPa confining pressure.

Fig.3 Test apparatus: (a) test schematic; (b) shield tunneling face moving apparatus; (c) support force monitor; (d) schematic diagram of the PIV system; (e) longitudinal section of model box.

Tab.3 Scheme of the model test and numerical simulation

Fig.4 Test photos: (a) along the longitudinal section; (b) along the transverse section.

Fig.5 Failure mode under different burial depth conditions (longitudinal): (a) C/D=0.5; (b) C/D=1.0; (c) C/D=2.0; (d) C/D =3.0.

Fig.6 Failure mode along the longitudinal section: (a) C/D=1.0; (b) C/D=2.0; (c) C/D=1.0; (d) C/D=2.0 (c and d are from Ref. [⁴⁸] with permission).

Fig.7 Failure mode under different burial depth conditions (transverse): (a) C/D=0.5; (b) C/D=1.0; (c) C/D=2.0; (d) C/D=3.0.

Fig.8 Failure mode along transverse section.

Fig.9 Curve fitting of the failure mode (longitudinal): (a) C/D=0.5; (b) C/D=1.0; (c) C/D=2.0; (d) C/D =3.0.

cover depth ratio (C/D)	parametric equation	parameter				relative influence range λ₁
cover depth ratio (C/D)	parametric equation	a	b	A	B	relative influence range λ₁
0.5	$y = a (e b x − 1)$	0.034	2.915	–	–	1.307
1.0	$y = a (e b x − 1)$	0.086	1.950	–	–	1.635
2.0	${y = a (e b x − 1) ? 0 ≤ y ≤ 1.5, y = A x 2 + B x + 1.5 y > 1.5,$	0.081	1.688	–0.791	1.451	1.760
3.0		0.149	1.310	–1.081	1.990	1.835

Tab.4 Curve fitting parameter equations and relative influence range (longitudinal)

Fig.10 Curve fitting of the relationship between C/D and λ₁.

Fig.11 Positional relationship between the horizontal distance m and shield diameter D.

Fig.12 Curve fitting of the failure mode (transverse): (a) C/D=0.5; (b) C/D=1.0; (c) C/D=2.0; (d) C/D=3.0.

cover depth ratio (C/D)	parametric equation	parameter					relative influence range λ₂
cover depth ratio (C/D)	parametric equation	a	b	A	B	C	relative influence range λ₂
0.5	$y = ± a x + b$	3.195	–1.311	–	–	–	1.760
1.0	$y = ± a x + b$	1.445	–0.409	–	–	–	3.334
2.0	${y = ± A (B − x 2) + C 0 ≤ y ≤ 1, y = ± a x + b y > 1,$	1.751	2	1.033	0.417	0.667	1.290
3.0	${y = ± A (B − x 2) + C 0 ≤ y ≤ 1, y = ± a x + b y > 1,$	2.149	2.3	1.068	0.447	0.697	1.338

Tab.5 Curve fitting parameter equations and relative influence range (transverse)

Fig.13 Supporting force-displacement relationship of the shield tunneling face: (a) actual value; normalized value.

Fig.14 Parameter calibration: (a) triaxial sample from particle flow; (b) stress-strain curves between the numerical simulation and triaxial test.

Tab.6 Particle flow model parameters

Fig.15 Numerical simulation model: (a) numerical model after in-situ stress balance; (b) simulation instability process of the shield tunneling face.

Fig.16 Comparison of failure modes: (a) numerical simulation along the longitudinal section; (b) model test along the longitudinal section; (c) numerical simulation along the transverse section; (d) model test along the transverse section.

Fig.17 Failure mode under different burial depth conditions (longitudinal): (a) C/D=0.5; (b) C/D=1.0; (c) C/D=2.0.

Fig.18 Normalized surface settlement curves.

Fig.19 Comparison of the numerical simulation and peck curve on the transverse section: (a) C/D=1.0; (b) C/D=2.0; (c) C/D=3.0.

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