On the modelling of anisotropy and destructuration of soft clays within the multi-laminate framework

Cudny, Marcin; Vermeer, P. A.

doi:10.1016/j.compgeo.2003.12.001

Cited by 50 publications

(29 citation statements)

References 35 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…All this experimental work has inspired many efforts explicitly oriented to model bonded soil behaviour (Gens and Nova, 1993; Rouainia and Wood, 2000; Kavvaddas and Amorosi, 2000; Baudet and Stallebrass, 2004;Cudny and Vermeer, 2004 to name a few). All these are continuum elasto-plastic models, aiming to reproduce homogeneous element tests such as those supposedly recorded in research programmes like the ones quoted before.…”

Section: Introductionmentioning

confidence: 99%

Compaction Bands and Oedometric Testing in Cemented Soils

Arroyo

Castellanza

Nova

2005

SOILS AND FOUNDATIONS

View full text Add to dashboard Cite

This paper presents a summary of recent work on cemented soils at Milan University of Technology (Politecnico). Oedometric and triaxial tests have been performed on lightly bonded soils of medium to very high porosity. Soils tested vary from a rather conventional silica sand-lime mixture to more unusual materials, including expanded clay aggregates, fragmented marine shells or stabilized metallurgical residues. A simple but powerful elasto-plastic bonded soil model is employed to select testing procedures and interpret the results obtained. Both experimental results and model simulations are employed here to illustrate and explore the onset of compaction bands, a new form of localization previously observed in rocks but whose appearance is here first signaled for bonded soils.

show abstract

Section: Introductionmentioning

confidence: 99%

Compaction Bands and Oedometric Testing in Cemented Soils

Arroyo

Castellanza

Nova

2005

SOILS AND FOUNDATIONS

View full text Add to dashboard Cite

show abstract

“…Pande and Sharma [21]; Cudny and Vermeer [22]), the micro-plane models of concrete (e.g. Bazant et al [23]), and the microstructural models of granular materials and sands (e.g.…”

Section: Micromechanical Approachmentioning

confidence: 99%

Non‐uniqueness of critical state line in compression and extension conditions

Yin

Chang

2009

Num Anal Meth Geomechanics

View full text Add to dashboard Cite

SUMMARYExperimental evidence has indicated that the critical state line determined from undrained compression tests is not identical to that determined from undrained extension tests. The purpose of this paper is to investigate a modelling method that accounts for the non-uniqueness of critical state lines in the compression and the extension testing conditions. Conventional elastic-plastic cap models can predict only a unique critical state line for the compression and the extension tests. A new micromechanical stressstrain model is developed considering explicitly the location of critical state line. The model is then used to simulate undrained triaxial compression and extension tests performed on isotropically consolidated samples with different over-consolidated ratios. The predictions are compared with experimental results as well as that predicted by models with kinematic hardening of yield surface. All simulations demonstrate that the proposed micromechanical approach is capable of modelling the undrained compression and the undrained extension tests.

show abstract

“…If the structure is assumed to be anisotropic, then in accordance with [13][14][15] and [40], the relative distribution of microstructure can be characterized using a microstructure tensor of the form…”

Section: Extension For Transverse Isotropymentioning

confidence: 99%

“…The parameter is a constitutive parameter that is zero for the case of isotropy and increases as the degree of anisotropy increases. Given (15), the influence of the loading direction relative to the material axes can be taken into account by deriving an anisotropic scalar parameter, * , which is obtained by projecting 2 ij , onto the microstructure tensor a T ij . The diagonal components of 2 ij (L 2 1 , L 2 2 and L 2 3 ) representing the resultant stresses on each of the principal planes of orthotropy are, and the anisotropic scalar parameter, * , is * = tr(ā…”

Section: Extension For Transverse Isotropymentioning

confidence: 99%

Constitutive approach for rate‐sensitive anisotropic structured clays

Hinchberger

2010

Num Anal Meth Geomechanics

View full text Add to dashboard Cite

SUMMARYThis paper describes a constitutive approach to model the behavior of rate-dependent anisotropic structured clay. Rate-sensitivity is modeled using overstress viscoplasticity. Clay structure is treated as a viscous phenomenon whereby the viscosity of the undisturbed structured clay is initially very high and the viscosity degrades or decreases with plastic straining until the intrinsic or residual viscosity is reached. A microstructure tensor approach is used to make the structured viscosity anisotropic; whereas, the intrinsic viscosity is assumed to be isotropic. The behavior of the constitutive model is compared with the measured response of two clays (Gloucester and St. Vallier clay) from Eastern Canada during triaxial compression tests on specimens trimmed at different orientations to the vertical. The comparisons show that the constitutive framework is able to describe the anisotropic and rate-sensitive response of both clays. The response of the model is also examined for the more general case of anisotropic consolidated triaxial compression and extension.

show abstract

On the modelling of anisotropy and destructuration of soft clays within the multi-laminate framework

Cited by 50 publications

References 35 publications

Compaction Bands and Oedometric Testing in Cemented Soils

Compaction Bands and Oedometric Testing in Cemented Soils

Non‐uniqueness of critical state line in compression and extension conditions

Constitutive approach for rate‐sensitive anisotropic structured clays

Contact Info

Product

Resources

About