Quantitatively assessing the pre-grouting effect on the stability of tunnels excavated in fault zones with discontinuity layout optimization: A case study

doi:10.1007/s11709-019-0563-1

Front. Struct. Civ. Eng.

2019, Vol. 13

Issue (6) : 1393-1404 https://doi.org/10.1007/s11709-019-0563-1

RESEARCH ARTICLE

Quantitatively assessing the pre-grouting effect on the stability of tunnels excavated in fault zones with discontinuity layout optimization: A case study

Xiao YAN¹, Zizheng SUN^2,³(

), Shucai LI³, Rentai LIU³, Qingsong ZHANG³, Yiming ZHANG²(

)

¹. State Key Laboratory for Geo-mechanics and Deep Underground Engineering, China University of Mining and Technology, Xuzhou 221116, China
². School of Civil and Transportation Engineering, Hebei University of Technology, Tianjin 300401, China
³. Geotechnical & Structural Engineering Research Center, Shandong University, Jinan 250061, China

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Abstract

Pre-grouting is a popular ground treatment strategy utilized to enhance the strength and stability of strata during the excavation of a tunnel through a fault zone. Two important questions need to be answered during such an excavation. First, how should the grouting size be determined? Second, when should excavation begin after grouting? These two questions are conventionally addressed through empirical experience and standard criteria because a reliable quantitative approach, which would be preferable, has not yet been developed. To address these questions, we apply a recently proposed numerical approach known as discontinuity layout optimization, an efficient node-based upper bound limit analysis method. A case study is provided utilizing a tunnel located in a stratum characterized by complicated geological conditions, including soft soil and a fault zone. The factor of safety is used to quantitatively assess the stability of the tunnel section. The influences of the grouted zone thickness and the time-dependent material properties of the grouted zone on the stability of the tunnel section are evaluated, thereby assisting designers by quantitatively assessing the effects of pre-grouting.

Keywords pre-grouting stability analysis factor of safety discontinuity layout optimization

Corresponding Author(s): Zizheng SUN,Yiming ZHANG

Just Accepted Date: 21 August 2019 Online First Date: 22 October 2019 Issue Date: 21 November 2019

Cite this article:

Xiao YAN,Zizheng SUN,Shucai LI, et al. Quantitatively assessing the pre-grouting effect on the stability of tunnels excavated in fault zones with discontinuity layout optimization: A case study[J]. Front. Struct. Civ. Eng., 2019, 13(6): 1393-1404.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-019-0563-1
https://academic.hep.com.cn/fsce/EN/Y2019/V13/I6/1393

Fig.1 A schematic of the pre-grouting method.

Fig.2 The discontinuities connected to a node (where a_i = cosq_i and b_i = sinq_i).

Tab.1 Lithology of each geological unit

Fig.3 The collapse situation. (a) The settlement of the soil above the tunnel; (b) the location of the collapse.

Fig.4 The results of direct shear tests on the grouted strata. (a) The typical grouted stratum; (b) the grouted stratum near F2.

Fig.5 The shape of the crown built with the NATM.

Fig.6 The model of the grout-supported crown considered in this paper.

item	cohesion (kPa)	friction angle (?)	unit weight (kPa/m)
soil 1	Cs1= 35.0	$ϕ s 1$ = 6.3	$γ s 1$ = 19.8
soil 2	Cs2= 7.0	$ϕ s 2$ = 2.7	$γ s 2$ = 18.4
interface 1	Ct1= 35.0	$ϕ t 1$ = 0.0	–
interface 2	Ct2= 7.0	$ϕ t 2$ = 0.0	–
interface 3	Ct3= 7.0	$ϕ t 2$ = 0.0	–
interface 4	Ct3= 90.52	$ϕ t 2$ = 0.0	–
grouted soil 1	Cg1= 105.8	$ϕ g 1$ = 27.429	$γ s 1$ = 19.8
grouted soil 2	Cg1= 90.52	$ϕ g 1$ = 22.831	$γ s 1$ = 18.4

Tab.2 Material parameters

Fig.7 The discretization of the model with nodes and discontinuities built by the grid method (only a subset of the discontinuities is shown for the sake of clarity).

Fig.8 The failure mechanisms of soil during the different excavation conditions: (a) condition i), l=1.081; (b) condition ii) , l=1.829; (c) condition iii) , l=1.071.

Fig.9 The failure mechanisms with different thicknesses of the grouted zone. (a) T=10 m, l=1.226; (b) T=8 m, l=1.081; (c) T=6 m, l=0.917; (d) T=4 m, l=0.748; (e) T=2 m, l=0.445.

Fig.10 The failure mechanisms under different grouted zone thicknesses.

Fig.11 The inﬂuence of W1 (C_s₂ is changed). (a) W1=1.4, l=1.263; (b) W1=2.5, l=1.206; (c) W1=5, l=1.151.

Fig.12 The inﬂuence of W2 (

ϕ s 2

is changed). (a) W1=1.4, l=1.122; (b) W1=2.5, l=1.078; (c) W1=5, l=1.053.

Fig.13 The inﬂuence of the cohesion at (a) 10 kPa (l=1.052), (b) 30 kPa (l=1.151), and (c) 60 kPa (l=1.297).

Fig.14 The inﬂuence of the friction angle at (a) 5° (l=1.153), (b) 15° (l=1.384), and (c) 30° (l=1.782).

Fig.15 The assumed evolution of the maturity of the grout-reinforced strength.

Fig.16 The failure mechanisms and safety factors of the grouted soil with time (C_∞ = 105.8 kPa). (a) Time=3 day, l=0.448; (b) Time=9 day, l=0.872; (c) Time=15 day, l=1.128.

Fig.17 The safety factors of tunnels with different grouted soil cohesion values.

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