Time-dependent behaviour of the Callovo-Oxfordian claystone-concrete interface

Stavropoulou, Eleni; Briffaut, Matthieu; Dufour, Frédéric; Camps, Guillaume

doi:10.1016/j.jrmge.2019.09.001

Cited by 9 publications

(5 citation statements)

References 31 publications

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“…For instance, under uniaxial creep compression tests, the creep rate varies linearly and very slowly with stress at low stresses (below 13−15 MPa). Above a certain threshold, the creep rate increases at a higher rate with stress and deviates from a linear form 44 . No creep failure (tertiary creep) took place during any of their tests performed.…”

Section: Clay Rock Structure and Behaviourmentioning

confidence: 94%

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Modelling the time‐dependent mechanical behaviour of clay rocks based on meso‐ and micro‐structural viscous properties

Sun,

Pardoen,

van den Eijnden

et al. 2023

Num Anal Meth Geomechanics

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Clay rocks are multiphase porous media having a complex structure and behaviour characterised by heterogeneity, damage and viscosity, existing on a wide range of scales. The mesoscopic scale of mineral inclusions embedded in a clay matrix has an important role in the mechanisms of deformation under mechanical loading by cracking and creeping. This study introduces a micromechanical approach to model the time‐dependent mechanical behaviour of clay rocks. A heterogeneous clay rock is represented at the mesoscopic scale as a composite material consisting of rigid elastic mineral inclusions (quartz, calcite and pyrite) embedded in a clay matrix. To describe the damageable rock behaviour and its failure modes at the small scale, interfaces between different mineral phases and within the clay matrix are considered. Viscous effects are incorporated inside the clay aggregates, with intergranular microfractures propagating in the clay matrix, in order to investigate their contribution to the creep behaviour of clay rock at the macroscale. The mesostructure of the clay rock is represented in digital 2D Representative Elementary Areas (REAs). The overall mesoscale behaviour of the clay rock under mechanical solicitation is numerically obtained from the REA by computational homogenisation within a two‐scale finite element squared framework. Then, the model is validated at mesoscale against experimental data. The variability of the material response and the time evolution of the mineral interfacial damage state are investigated in relation to the small‐scale properties and failure, while considering mesostructure variability. The results can give some valuable insights into creep behaviour of the clay rock from a small‐scale perspective.

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Section: Clay Rock Structure and Behaviourmentioning

confidence: 94%

“…Above a certain threshold, the creep rate increases at a higher rate with stress and deviates from a linear form. 44 No creep failure (tertiary creep) took place during any of their tests performed. Up to now, only a few results have been obtained on tertiary creep for COx claystones.…”

Section: Macroscale Behaviourmentioning

confidence: 99%

Modelling the time‐dependent mechanical behaviour of clay rocks based on meso‐ and micro‐structural viscous properties

Sun,

Pardoen,

van den Eijnden

et al. 2023

Num Anal Meth Geomechanics

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“…For example, Chen et al 11 examined the shear creep behavior of the soil-bolt interface and found that the creep displacement of the soil-bolt interface increased with increasing water content and decreasing dry density. Stavropoulou et al 12 utilized the claystone-concrete interface under normal stresses of 4 and 12 MPa to investigate the time-dependent behavior of the interface. In that research, the interface strain experienced a rate decay stage, then a uniform speed stage and finally an acceleration stage during the shear creep process.…”

Section: Introductionmentioning

confidence: 99%

“…Shear creep constitutive models have been developed for engineering applications. Based on shear creep tests, the shear creep behavior of pile-soil interface is generally described by time-dependent load–displacement curves 12 – 14 . Owing to the time dependence of the interface shear creep, a time-dependent shear creep constitutive model is required to describe the corresponding deformation characteristics.…”

Section: Introductionmentioning

confidence: 99%

Effects of shear stress path and roughness on shear creep behavior of marine clay-concrete interface

Yao

Zhang

Chen

et al. 2023

Sci Rep

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Floating piles have been widely employed as foundations in coastal regions abounding with marine clay. A growing concern for these floating piles is their long-term performance of bearing capacity. To better understand the time-dependent mechanisms behind the bearing capacity, in this paper a series of shear creep tests was conducted to study the effects of load paths/steps and roughness on shear strain of the marine clay-concrete interface. Four main empirical features were observed from the experimental results. First, the creep process of the marine clay-concrete interface can be largely decomposed into the instantaneous creep stage, the attenuation creep stage and the uniform creep stage. Second, the creep stability time and the shear creep displacement generally increase as the shear stress level increases. Third, the shear displacement rises as the number of loading steps drops under the same shear stress. The fourth feature is that under the shear stress condition, the rougher the interface is, the smaller the shear displacement is. Besides, the load-unloading shear creep tests suggest that: (a) shear creep displacement typically contains both viscoelastic and viscoplastic deformation; and (b) the proportion of unrecoverable plastic deformation increases with increasing shear stress. These tests confirm that the Nishihara model can provide a well-defined description of the shear creep behavior of marine clay-concrete interfaces.

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“…Nevertheless, the above-mentioned researches mainly focus on the creep mechanical properties of single rock and single concrete or the triaxial compression, shear, and other mechanical properties of rock-concrete composite structures. ere are few scholars [21,22] who have studied and analyzed the long-duration mechanical properties of rockconcrete composite structures, that is, the creep properties of rock-concrete composite structures. erefore, testing data and conclusions in the paper obtained through the relevant creep testing research on the long-duration mechanical properties of rock-concrete composite specimens can greatly enrich the research results of rock-concrete composite specimens and serve as references for the research of rockconcrete composite structures under long-duration load.…”

Section: Introductionmentioning

confidence: 99%

Nonlinear Creep Behavior and Viscoelastic-Plastic Constitutive Model of Rock-Concrete Composite Mass

Yang

Huang

Zhao

et al. 2020

Advances in Civil Engineering

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The joint force deformation of rock-concrete composite structures is different from that of simple rock specimens or concrete specimens, such as the tunnel surrounding rock-lining concrete, dam foundations, and concrete. In order to study the creep mechanical properties of rock-concrete composite structures under long-duration load, the TFD-2000 microcomputer servo triaxial creep testing machine is used to carry out step loading creep tests on rock-concrete composite specimens (hereinafter referred to as composite specimens) under different confining pressures (including the confining pressures σ3 = 0 MPa). The creep test results show that, under the same confining pressure, when axial deviatoric stress is applied step-by-step according to 10%, 20%, 30%, 40%, 50%, and so forth of the UCS (σ3 = 0 MPa) and TCS (triaxial compressive strength) of the composite specimens, the failure stress that the specimen can bear is closely related to the confining pressure. When the confining pressures are 0 MPa, 7 MPa, 15 MPa, and 22 MPa, respectively, the failure stresses that the composite specimens can bear are 60% (corresponds to 0 MPa), 50%, 30%, and 20% of the TCS under the current confining pressures, respectively. Under the same confining pressure, the initial creep rate of the composite specimen on each step shows a U-shaped change trend. Meanwhile, the instantaneous creep rate and failure creep rate of the specimen increase as the confining pressure increases. When the failure creep rate is excluded, the initial creep rate of other stepped loads at the same confining pressure level decreases step-by-step. The improved Nishihara model can better describe the whole creep process of rock-concrete composite specimens, especially in the accelerating creep step. The testing data and research results in this paper can serve as references for further research on mechanical properties of rock-concrete composite structures.

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Time-dependent behaviour of the Callovo-Oxfordian claystone-concrete interface

Cited by 9 publications

References 31 publications

Modelling the time‐dependent mechanical behaviour of clay rocks based on meso‐ and micro‐structural viscous properties

Modelling the time‐dependent mechanical behaviour of clay rocks based on meso‐ and micro‐structural viscous properties

Effects of shear stress path and roughness on shear creep behavior of marine clay-concrete interface

Nonlinear Creep Behavior and Viscoelastic-Plastic Constitutive Model of Rock-Concrete Composite Mass

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