A 3D finite element simulation model for TBM tunnelling in soft ground

Abstract

SUMMARYA three-dimensional finite element simulation model for shield-driven tunnel excavation is presented. The model takes into account all relevant components of the construction process (the soil and the ground water, the tunnel boring machine with frictional contact to the soil, the hydraulic jacks, the tunnel lining and the tail void grouting). The paper gives a detailed description of the model components and the stepwise procedure to simulate the construction process. The soil and the grout material are modelled as saturated porous media using a two-field finite element formulation. This allows to take into account the groundwater, the grouting pressure and the fluid interaction between the soil and slurry at the cutting face and between the soil and grout around the tail void. A Cam-Clay plasticity model is used to describe the material behaviour of cohesive soils. The cementitious grouting material in the tail void is modelled as an ageing elastic material with time-dependent stiffness and permeability. To allow for an automated computation of arbitrarily long and also curvilinear driving paths with suitable finite element meshes, the simulation procedure has been fully automated. The simulation of a tunnel advance in soft cohesive soil below the ground water table is presented and the results are compared with measurements taken from the literature.

Three-dimensional numerical simulation of mechanized twin stacked tunnels in soft ground

“…The stiffness parameters of the joint connection were taken into consideration by means of a set composed of a rotational spring (K  ), an axial spring (K A ), and a radial spring (K R ) (Do et al, 2013;2014a;2014b;2014c). Similarly, the rigidity characteristics of the ring joint connection were represented by a set A total weight of 3980 kN was simulated for the back-up train through the vertical loads, which act on the lining elements in the bottom region of the tunnel over an assumed angle of 90° in the cross-section and over a tunnel length of 72 m behind the shield tail (Kasper and Meschke, 2004). All the numerical calculations were conducted assuming drained conditions, without considering the presence of underground water.…”

Modélisation 3D du creusement de tunnel par tunnelier à front pressurisé dans les sols surconsolidés

“…La phase solide correspond à la situation finale durant laquelle le mortier, plus rigide que le milieu environnant, est en mesure de transmettre les efforts du massif au revêtement Kasper et Meschke (2004). Cette phase est caractérisée par des modules K et G à peu près équivalents (K = 1,33 GPa, G = 1 GPa) Dierkens (2005).…”

“…Plusieurs procédures de simulation numérique 3D du creusement de tunnel par bouclier à front pres surisé, dans les sols meubles et aquifères, ont été pro posées par divers auteurs durant la décennie écoulée. Parmi les travaux, on citera ceux de Mroueh et Shahrour (1999), Dias et al (2000), Broere et Brinkgreve (2002), Kasper et Meschke (2004 et Bezuijen et al (2005Bezuijen et al ( et 2006. Les seules références trouvées concernant le creusement dans les sols surconsolidés sont Attewell et Farmer (1974) et Myrianthis (1975).…”

A Simulation Model for Shield Tunnelling and its Interactions with Partially Saturated Soil

“…1a). Consequently, beside the realistic consideration of the construction process, a sufficiently accurate model of the surrounding soil including the groundwater is an essential prerequisite for reliable predictions of the environmental impact caused by shield tunnelling in soft soils (see Figure 1) [4].…”