3D zero-thickness coupled interface finite element: Formulation and application

Cerfontaine, Benjamin; Dieudonné, Anne-Catherine; Radu, Jean‐Pol; Collin, Frèdèric; Charlier, Robert

doi:10.1016/j.compgeo.2015.04.016

Cited by 55 publications

(34 citation statements)

References 73 publications

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“…2 shows schematically the interface element, the two sides in contact are called as structure and foundation here. More details of the finite element framework employed for these elements, their geometrical and algorithmic implementation are beyond the scope of the present paper; they can be found in [16,19,30] upon interest.…”

Section: Constitutive Laws For the Contact Problemmentioning

confidence: 99%

Coupled modeling of Excavation Damaged Zone in Boom clay: Strain localization in rock and distribution of contact pressure on the gallery’s lining

Salehnia

Collin

et al. 2015

Computers and Geotechnics

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a b s t r a c tAround galleries excavated at depth in geological media, the creation of a damaged zone with significant irreversible deformation is generally unavoidable. In the case of a geological disposal system for high-level radioactive waste, the resulting change in the host rock properties in this damaged zone may potentially be important with respect to the long-term evolution and the performance of that system. In this context, predicting the extent of the so-called Excavation Damaged Zone (EDZ) and, possibly, the fractures' network topology remains a challenge. This study is aimed to simulate numerically the extension of this zone at the large scale's excavation, around the Connecting gallery (HADES URL, Mol, Belgium), in Boom clay host rock through analyzing the evolution of strain localization in shear bands mode. To realistically model the involved phenomena, the concrete lining is considered on the gallery wall highlighting its impacts on the evolution of convergence and EDZ around the gallery. The focus of the current paper is made on analyzing the coupled hydro-mechanical behavior of Boom clay host rock during and after the gallery excavation with respect to the evolution of localized shear bands around the gallery. This study is accompanied by the analysis of the contact mechanism on the interface between the clay massive and the lining. The obtained results reveal some interesting features regarding the contact phenomenon relatively to the evolution pattern of shear bands within the clay around the gallery. To assess the reliability of the proposed approach, a discussion on some in-situ observations during the gallery's construction is also performed based on which a good agreement is found between the in-situ evidence and simulated results.

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Section: Constitutive Laws For the Contact Problemmentioning

confidence: 99%

Coupled modeling of Excavation Damaged Zone in Boom clay: Strain localization in rock and distribution of contact pressure on the gallery’s lining

Salehnia

Collin

et al. 2015

Computers and Geotechnics

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“…Generally, the normal flow can be described by the following:

q_{n}^{s} = K_{n}^{s} ((), p^{s} - p^{in}), q_{n}^{m} = K_{n}^{m} ((), p^{in} - p^{m}),

where the superscripts s and m denote the slave and master sides, respectively.

q_{n}^{(normali)}

K_{n}^{(normali)}

, and p ( i ) ( i = s , m ) are the normal fluxes, normal conductivities, and fluid pressures for both sides.…”

Section: Porous Media Dual Mortar Contact Methodsmentioning

confidence: 99%

“… p in is the pore pressure of the discontinuity. The above equation is usually used in the so‐called “triple nodes” interface element by discretizing p in as an additional unknown. By summing the fluxes on both sides and using an average conductivity, an alternative form for the “double nodes” interface element is also widely applied:

q_{n} ((), {boldx}^{s}) = K_{n} g_{p},

where the pore pressure gap is defined as

g_{p} = p^{s} - {\overset{truê}{p}}^{m}

.…”

Section: Porous Media Dual Mortar Contact Methodsmentioning

confidence: 99%

“… M and α are the discontinuity Biot's modulus and Biot's coefficient, respectively. Therefore, the virtual work for the discontinuity flow is given by the following:

δ Π_{Cf}^{p} = \int_{{{}^{t}Γ}_{C}^{s}} - q_{n} δ g_{p} dΓ + \int_{{{}^{t}Γ}_{C}^{s}} \sum_{i = 1}^{2} ((), - q_{τ_{i}}) δ \frac{\partial p^{in}}{\partial τ_{i}} dΓ + \int_{{{}^{t}Γ}_{C}^{s}} ((), \frac{1}{M} \frac{\partial p^{in}}{\partial t} + α \frac{\partial A_{n}}{\partial t}) δ p^{in} dΓ,

where

δ Π_{Cf}^{p}

is the flow virtual work caused by discontinuity. For the “double nodes” form, p in is assumed to be the average of the fluid pressures on both sides.…”

Section: Porous Media Dual Mortar Contact Methodsmentioning

confidence: 99%

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A dual mortar contact method for porous media and its application to clay‐core rockfill dams

Wang

Zhou

Zhang

et al. 2019

Num Anal Meth Geomechanics

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Summary The clay‐core rockfill dam is a multibody contact system in which the hydromechanical response of the clay core plays a crucial role. This complex problem is highly challenging to model numerically. We present a numerical approach that considers the multibody contact, consolidation, and strong geometric and material nonlinearities for the modeling of clay‐core rockfill dams. Within the framework of the dual mortar finite element method, the presented approach considers the contact bodies as independent porous media continuums. The nonlinear contact conditions are derived based on the effective contact traction on contact interfaces and pore pressure continuity. The weak forms are obtained by introducing Lagrange multipliers as additional unknowns, which are then condensed through an extended general transformation. The presented method is first validated with a patch test considering the contact between two porous media. Then, a three‐dimensional analysis of the Rumei clay‐core rockfill dam is performed. The main numerical analysis concerns are the two observation galleries planned for construction inside the clay core. The galleries consist of dozens of tunnel‐like concrete blocks, giving rise to complex concrete‐concrete and concrete‐clay contacts. The discontinuous separation and sliding between concrete blocks are investigated. For the concrete‐concrete contact, both hard and soft joint approaches are evaluated and compared. The pore pressure results of the concrete structures are also analyzed.

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“…The hydro-mechanical finite element of interface implemented in the LAGAMINE code encompasses two distinct but coupled problems, as extensively described in Cerfontaine et al (2015b). The first one is the mechanical contact problem, involving detection of contact, shearing or sliding.…”

Section: Interface Elementsmentioning

confidence: 99%

Numerical modelling of transient cyclic vertical loading of suction caissons in sand

2016

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This paper presents numerical investigations of the monotonic and cyclic behaviours of suction caissons upon vertical transient loading. Both drained and partially drained conditions are investigated. Monotonic compression and traction simulations are carried out to qualitatively compare results with the literature and validate the model. They highlight the different modes of reaction of the caisson to both compression and traction loading. A sensitivity analysis points out the strong influence of some parameters on the resistance of the caisson but also on the failure mechanism. The transient behaviour of the caisson upon different kinds of cyclic load signals is analysed. Results reproduce the settlement and pore water pressure accumulations observed during experiments. The influence of the key design parameters on the settlement accumulation is also assessed. Finally a cyclic diagram is proposed to describe the evolution of the final settlement upon different magnitudes of loading.

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3D zero-thickness coupled interface finite element: Formulation and application

Cited by 55 publications

References 73 publications

Coupled modeling of Excavation Damaged Zone in Boom clay: Strain localization in rock and distribution of contact pressure on the gallery’s lining

Coupled modeling of Excavation Damaged Zone in Boom clay: Strain localization in rock and distribution of contact pressure on the gallery’s lining

A dual mortar contact method for porous media and its application to clay‐core rockfill dams

Numerical modelling of transient cyclic vertical loading of suction caissons in sand

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