Face stability of EPB shield tunnels in multilayered ground with soft sand lying on hard rock considering dynamic excavation process: A DEM study

• Published in: Tunnelling and underground space technology Vol. 120; p. 104268
• Main Authors: Wang, Jun, Lin, Guojin, Xu, Guowen, Wei, Yanqing, Li, Shiqi, Tang, Xie, He, Chuan
• Format: Journal Article
• Language: English
• Published: Oxford Elsevier Ltd 01.02.2022; Elsevier BV
• Subjects: Collapse; Cutting; Diameters; Discrete element method; Discrete element method (DEM); Dynamic excavation process; Dynamic stability; Earth pressure; EPB shield tunnel; Excavation; Face stability; Failure; Multilayered ground; Pressure effects; Sand; Soil dynamics; Soil stability; Soils; Systems stability; Tunneling shields; Tunnels; Underground construction; Face stability; Discrete element method (DEM); Multilayered ground; Dynamic excavation process; EPB shield tunnel
• ISSN: 0886-7798; 1878-4364
• DOI: 10.1016/j.tust.2021.104268

•The dynamic excavation process of EPB shield tunnel in multilayered ground is simulated.•The influence of underlying hard rock on the stability of overlying soft sand is revealed.•Characteristics of the tunnel face failure mechanism in multilayered ground is obtained. This paper aims at studying the face stability of earth pressure balanced (EPB) shield tunnels in multilayered ground with soft sand lying on hard rock considering dynamic excavation process. The analysis was performed using three dimensional discrete element method (DEM). The present work has two advantages: (1) it reveals the influence of soil disturbance induced by dynamic cutting process on tunnel stability in multilayered ground; (2) it reveals the influence of soil retaining provided by cutterhead panel on tunnel face stability in multilayered ground. Results show that tunnel face collapse undergoes two stages. The underlying hard rock restricts the movement of overlying soft soil, and face failure happens more abruptly with decreasing η (η = a/D. a = height of soft sand within tunnel cross section; D = tunnel diameter). The normalized limit support pressure pf/γD (pf = limit support pressure; γ = soil unit weight) obtained from this paper is larger than that of existing research, i.e. existing research underestimate the limit support pressure. The weakening effect of cutterhead dynamic cutting process on face stability is larger than the strengthening effect of cutterhead panel retaining on face stability. The difference generally increases with increasing C/D (C = tunnel cover depth) and η. Partial collapse occurs in multilayered ground with soft sand lying on hard rock. C/D mainly influences the shape of the failure zone, and η mainly determines the size of the failure zone.