Investigation of K(o) Testing in Cohesionless Soils

Al-Hussaini, Mosaid M.; Townsend, Frank C.

doi:10.21236/ada019503

Cited by 14 publications

(9 citation statements)

References 1 publication

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“…The particles may be laterally ''locked'' by the container when the axial stress is released. A significantly lower K 0 during reloading than during unloading has been found in laboratory tests on a uniform medium sand (Al-Hussaini and Townsend, 1975), which is replicated qualitatively in this numerical test.…”

Section: Oedometer Compressionsupporting

confidence: 82%

Three‐dimensional ellipsoidal discrete element modeling of granular materials and its coupling with finite element facets

Yan

Regueiro

Sture

2010

Engineering Computations

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Purpose -The purpose of this paper is to develop a discrete element (DE) and multiscale modeling methodology to represent granular media at their particle scale as they interface solid deformable bodies, such as soil-tool, tire, penetrometer, pile, etc., interfaces. Design/methodology/approach -A three-dimensional ellipsoidal discrete element method (DEM) is developed to more physically represent particle shape in granular media while retaining the efficiency of smooth contact interface conditions for computation. DE coupling to finite element (FE) facets is presented to demonstrate initially the development of overlapping bridging scale methods for concurrent multiscale modeling of granular media. Findings -A closed-form solution of ellipsoidal particle contact resolution and stiffness is presented and demonstrated for two particle, and many particle contact simulations, during gravity deposition, and quasi-static oedometer, triaxial compression, and pile penetration. The DE-FE facet coupling demonstrates the potential to alleviate artificial boundary effects in the shear deformation region between DEM granular media and deformable solid bodies.Research limitations/implications -The research is being extended to couple more robustly the ellipsoidal DEM code and a higher order continuum FE code via overlapping bridging scale methods, in order to remove dependence of penetration/shear resistance on the boundary placement for DE simulation. Practical implications -When concurrent multiscale computational modeling of interface conditions between deformable solid bodies and granular materials reaches maturity, modelers will be able to simulate the mechanical behavior accounting for physical particle sizes and flow in the interface region, and thus design their tool, tire, penetrometer, or pile accordingly. Originality/value -A closed-form solution for ellipsoidal particle contact is demonstrated in this paper, and the ability to couple DE to FE facets.

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Section: Oedometer Compressionsupporting

confidence: 82%

Three‐dimensional ellipsoidal discrete element modeling of granular materials and its coupling with finite element facets

Yan

Regueiro

Sture

2010

Engineering Computations

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“…The specimen lateral deformation measurements require certain experimental setup. These measurements previously were taken by using Bison coils attached to the specimen (5), radial strain gauges attached to the specimen at midheight (11), or three radial noncontact transducers placed 120 degrees apart around the specimen (12).…”

Section: Anisotropic Resilient Granular Materials Behaviormentioning

confidence: 99%

Neural Network Modeling of Anisotropic Aggregate Behavior from Repeated Load Triaxial Tests

Tutumluer

Seyhan

1998

Transportation Research Record: Journal of the Transportation R

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“…Experimental data were obtained from the triaxial compression apparatus [10,11,12], and curves are obtained from equations (4).…”

Section: Figurementioning

confidence: 99%

Granular mechanics of the critical state of coarse soils

Yanqui¹

2013

AIP Conference Proceedings

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Abstract. In this paper, coarse soils are modeled by granular packings, because both of them have similar characteristics, such as: gaseousity, duality, dilatancy, fragility and hyperbolicity. By virtue of these properties, it is assumed that the contact force ensemble remains the same, while the packing changes because of its dual character, regarding the compactness of the soil. For the dense state, both assemblages coincide themselves, forming chains of contact forces; the transmission of stresses obeys the Trollope´s hypothesis of centroidal reactions; and the volumetric strain increases. For the loose state, the packing adopts a "passive" distribution, yielding a constant angle of internal friction at failure; so that, the strain is contractive and the stress transmission occurs fundamentally by shear, in a similar fashion to the Rowe´s mechanism. In the figures, the good correspondence between the results of the theory and the reported experimental data is shown.

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Investigation of K(o) Testing in Cohesionless Soils

Cited by 14 publications

References 1 publication

Three‐dimensional ellipsoidal discrete element modeling of granular materials and its coupling with finite element facets

Three‐dimensional ellipsoidal discrete element modeling of granular materials and its coupling with finite element facets

Neural Network Modeling of Anisotropic Aggregate Behavior from Repeated Load Triaxial Tests

Granular mechanics of the critical state of coarse soils

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