The work input to an unsaturated granular material

Houlsby, G. T.

doi:10.1680/geot.1997.47.1.193

Cited by 295 publications

(222 citation statements)

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“…The stress variables p * , q and s * are work-conjugate with volumetric strain increment dεv , deviatoric strain increment dεq and decrement of degree of saturation -dSr respectively (Houlsby [18]). …”

Section: The Glasgow Coupled Model (Gcm)mentioning

confidence: 99%

A unified mechanical and retention model for saturated and unsaturated soil behaviour

2016

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There may be differences between this version and the published version. You are advised to consult the publisher's version if you wish to cite from it.http://eprints.gla.ac.uk/150055/ Comparison of model simulations with experimental results for the full set of Sivakumar's isotropic loading stages demonstrates that the model is able to predict accurately the variation of both specific volume and degree of saturation during isotropic stress paths under saturated and unsaturated conditions.

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Section: The Glasgow Coupled Model (Gcm)mentioning

confidence: 99%

A unified mechanical and retention model for saturated and unsaturated soil behaviour

2016

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“…In this case, the solid phase is comprised of a grain skeleton whose inter- the mechanics of the unsaturated granular system is invariably governed 20 by the different phases whose individual behaviours are well defined, 21 and also interfaces that are endowed with thermodynamics properties 22 [20,30]. Problems associated with unsaturated soil mechanics and related Historically, Bishop's stress [5] as an extension to Terzaghi's effective 30 stress has been a commonly used stress in unsaturated soils according to 31 the following tensorial form: and s = (u a´uw ) could be employed.…”

mentioning

confidence: 99%

“…Problems associated with unsaturated soil mechanics and related Historically, Bishop's stress [5] as an extension to Terzaghi's effective 30 stress has been a commonly used stress in unsaturated soils according to 31 the following tensorial form: and s = (u a´uw ) could be employed. Furthermore, Houlsby [21] devel- and reservoir engineering. These are the total stress, the skeleton stress…”

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confidence: 99%

A tensorial description of stresses in triphasic granular materials with interfaces

Wan

Duriez

Darve

2015

Geomechanics for Energy and the Environment

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The description of stress transmission in an unsaturated granular material in the low water saturation range (pendular regime) is studied within the micromechanics of a three-phase medium. Considering an REV (Representative Element Volume) comprised of solid grains and isolated inviscid water menisci whose statistical distributions are known, micro-and macro-relationships can be derived using a volume-averaging of stress for each one of the phases in a manner analogous to the derivation of Love-Weber equation defining stress in a dry granular medium. The main difference with respect to previous works in the literature lies in the homogenization technique whereby singular surfaces such as an air-water interface exhibiting surface tension are treated as an additional phase for which a so-called membrane stress is defined. Well-known contractile skin effects and the anisotropy of capillary stresses in unsaturated soils can be formally identified in the proposed tensorial expression that encompasses the statistics of not only grain contact normals, but also that of menisci spatial orientations and their surfaces, including water saturation. Solid grains are considered strictly incompressible with water being also an incompressible and inviscid liquid. An effective stress tensor that controls the strength of unsaturated granular media is hence proposed and verified based on discrete element modelling (DEM) numerical simulations of triaxial compression and simple shear tests on pendular-state granular soils at different confining pressures and matric suctions. The non-sphericity of the so-called capillary stress is also numerically demonstrated.

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“…The poromechanical constitutive model, capable for describing the behavior of partially saturated soils will be deduced extending classical thermodynamical arguments. Following Houlsby (1997) and Coussy (2010), the dissipation and consequently the Clausius-Duhem inequality is:…”

Section: The Poromechanical Modelmentioning

confidence: 99%

Modeling rainfall infiltration through coarse and fine-grained unsaturated geomaterials

Rotisciani¹,

Desideri²,

Sciarra³

et al. 2014

Unsaturated Soils: Research &Amp; Applications

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In this paper we study an imbibition test problem defined over a real two-dimensional soil domain subject to in-situ stresses and oedometric boundary conditions. Two different kinds of materials are tested, which are characterized by different pore-structures and hydro-mechanical properties. The aim is that of clarifying the behavior of real materials under real loading conditionss. The stress paths associated to rainfall infiltration processes are simulated by using the commercial code ABAQUS, endowed with an own-made subroutine developed in order to incorporate the effects of partial saturation into the tangent stiffness.

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The work input to an unsaturated granular material

Cited by 295 publications

References 0 publications

A unified mechanical and retention model for saturated and unsaturated soil behaviour

A unified mechanical and retention model for saturated and unsaturated soil behaviour

A tensorial description of stresses in triphasic granular materials with interfaces

Modeling rainfall infiltration through coarse and fine-grained unsaturated geomaterials

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