Controllability of the Incremental Response of Soil Specimens Subjected to Arbitrary Loading Programmes

Nova, Roberto

doi:10.1515/jmbm.1994.5.2.193

Cited by 186 publications

(176 citation statements)

References 7 publications

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“…For such full stress controls, no failure can occur before the plastic limit condition [12], representing limit stress states. That is why we have been able to simulate these stress probes, where numerical samples recovered an equilibrium state after each probe direction, whatever the sign of the second-order work computed.…”

Section: Mixed Loading Parametersmentioning

confidence: 99%

Discrete Numerical Analysis of Failure Modes in Granular Materials

Sibille

Prunier

Nicot

et al. 2011

Particle-Based Methods

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To cite this version:Luc Discrete Numerical Analysis of Failure Modes in Granular MaterialsAbstract The question of failure for geomaterials, and more generally for nonassociative materials, is revisited through the second-order work criterion defining, for such media, a whole domain of bifurcation included in the plastic limit surface. In a first theoretical part of the chapter, relations between the vanishing of the second-order work, the existence of limit states and the occurrence of failures characterized by a transition from a quasi-static pre-failure regime to a dynamic post-failure regime, are presented and illustrated from discrete element computations. Then boundaries of the bifurcation domain and cones of unstable loading directions are given in fully three-dimensional loading conditions for a phenomenological incrementally non-linear relation, and in axisymmetric loading conditions for a numerical discrete element model. Finally, conditions for the triggering and the development of failure inside the bifurcation domain are described and emphasized from direct simulations with the discrete element method for proportional stress loading paths.

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Section: Mixed Loading Parametersmentioning

confidence: 99%

Discrete Numerical Analysis of Failure Modes in Granular Materials

Sibille

Prunier

Nicot

et al. 2011

Particle-Based Methods

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“…The latter approach has been widely adopted recently both in the analysis of the incremental response of soil elements (see, e.g. [38]) and in the context of slope stability (e.g., [39,40]). The role of time dependency of the mechanical behaviour, that would discriminate between unstable, temporary unstable and stable responses of frictional materials, has been discussed by di Prisco et al [34].…”

Section: Failure Initiationmentioning

confidence: 99%

“…For a wider discusson of these criteria see, e.g., Nova [38], Imposimato and Nova [13], Darve and Laouafa [39]; Laouafa and Darve [41].…”

Section: Failure Initiationmentioning

confidence: 99%

A laboratory investigation on an undisturbed silty sand from a slope prone to landsliding

2010

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A laboratory investigation is presented for undisturbed samples of a silty sand under saturated conditions. The soil was sampled from test pits south of Rüdlingen in North-East Switzerland, where a landslide triggering experiment was carried out on a steep forest slope. The aim of the work was to characterise the behaviour of the soil in triaxial tests, in the light of the possible failure mechanisms of the slope. Conventional drained and undrained triaxial tests were conducted to detect critical state conditions as well as peak shear strength as a function of confining pressure. Soil specimens were also exposed to stress paths simulating in situ water pressure increase to study the stress-strain response and to enhance the ability to predict failure conditions more accurately in the future. Possible unstable response along the stress paths analysed was investigated by means of second order work and strain acceleration. The results show that temporary unstable conditions may be encountered for this soil at stress ratios below ultimate failure and even below critical state line, depending on void ratio, drainage conditions and time dependent compressibility. A modified state parameter is explored as a potentially useful tool to discriminate conditions leading to eventual collapse.

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“…The deviatoric stress is maintained constant up to the point E. Nevertheless, at this point, it is no longer possible to maintain the constant shear stress as on CE. Indeed, it decreases continuously, the test becomes non-controllable as defined by Nova [13].…”

Section: Constant Shear Stress Undrained Testing Procedures Of Thementioning

confidence: 99%

Triggering mechanisms of soil instability

Daouadji¹,

Gali²,

Darve³

2006

WIT Transactions on Ecology and the Environment, Vol 90

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In this study, we present a device designed to investigate the behavior of very loose sand subjected to strain and stress loading paths. The influence of these loading paths is analyzed with particular attention to potential instabilities. Comparisons are made with results obtained from experimental data from literature. A particular stress path, i.e. a constant shear undrained path, is then detailed and results are discussed. Experimental results show that diffuse mode failure occurs before the Mohr-Coulomb failure surface is reached. It is shown for these undrained tests that excess pore pressure results from collapse and it is not a trigger parameter.

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Controllability of the Incremental Response of Soil Specimens Subjected to Arbitrary Loading Programmes

Cited by 186 publications

References 7 publications

Discrete Numerical Analysis of Failure Modes in Granular Materials

Discrete Numerical Analysis of Failure Modes in Granular Materials

A laboratory investigation on an undisturbed silty sand from a slope prone to landsliding

Triggering mechanisms of soil instability

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