Modeling the direct shear test of a coarse sand using the 3D Discrete Element Method with a rolling friction model

Salazar, Antonio; Sáez, Estéban; Pardo, Gislaine

doi:10.1016/j.compgeo.2015.02.017

Cited by 60 publications

(19 citation statements)

References 15 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…Initially, the vertical mean contact forces (with the orientation the horizontal of 90 o ) dominated due to vertical confinement r n imposed to the specimen. As a wall friction process proceeded, the direction of mean contact forces changed from a vertical to a diagonal as in other DEM results in [12,44]. Depending on the normalized surface roughness, the orientation of the mean contact forces to the horizontal at the residual state varied from 125 o (R n = 0.01) up to 160 o (R n = 0.75-2.0).…”

Section: Distribution Of Particle Rotation Particle Displacement Andmentioning

confidence: 76%

3D DEM simulations of monotonic interface behaviour between cohesionless sand and rigid wall of different roughness

2020

View full text Add to dashboard Cite

The paper deals with three-dimensional simulations of a monotonic quasi-static interface behaviour between cohesionless sand and a rigid wall of different roughness during wall friction tests in a parallelly guided direct shear test under constant normal stress. Numerical modelling was carried out by the discrete element method (DEM) using spheres with contact moments to approximately capture a non-uniform particle shape. The varying wall surface topography was simulated by a regular mesh of triangular grooves (asperities) along the wall with a different height, distance and inclination. The calculations were carried out with different initial void ratios of sand and vertical normal stress. The focus was to quantify the effect of wall roughness on the evolution of mobilized wall friction and shear localization, also to specify the ratios between slip and rotation and between shear stress/force and couple stress/moment in the sand at the wall. DEM simulations were generally in good agreement with reported experimental results for similar interface roughness. The findings presented in this paper offer a new perspective on the understanding of the wall friction phenomenon in granular bodies.

show abstract

Section: Distribution Of Particle Rotation Particle Displacement Andmentioning

confidence: 76%

3D DEM simulations of monotonic interface behaviour between cohesionless sand and rigid wall of different roughness

2020

View full text Add to dashboard Cite

show abstract

“…Localized activities were observed as the displacement vectors evolved, where particles on the right end of the shear box moved downwards and on the left end of the shear box, particles moved upwards. Such micromechanical observations were found along the shear band by several authors during discrete element modeling of granular materials (O'Sullivan et al 2006;Kang et al 2012;Indraratna et al 2014;Salazar et al 2015) and during analysis of laboratory tests using PIV technology (Peerun et al 2015, Peerun et al 2017. Activities such as dilation at the upper half of the shear box and localized dilation at the bottom half of the shear box were also observed in the vector plot (see Fig.…”

Section: Geopiv Resultsmentioning

confidence: 84%

Interpretation of Geomaterial Behavior during Shearing Aided by PIV Technology

Peerun

Ong

Choo

2019

J. Mater. Civ. Eng.

View full text Add to dashboard Cite

Several researchers have studied the behavior of particles during shearing to have better insight on the Mohr-Coulomb (MC) strength parameters. In most cases, the movements of particles along the shear band were studied by means of numerical modeling to obtain the velocities and directions of the soil particles. The use of a transparent shear box highlights the original enhancement and contribution in this paper to study the mechanical behavior of particles using particle image velocimetry (PIV) along the shear zone. Earlier literature on research utilizing "transparent shear box" consisted of several limitations such as obstructed view of the shear zone or using numerical simulation. The tested specimens consisted of sand and reconstituted rock spoils of metagreywacke and shale origins, which were classified according to their shapes and mineralogy contents. Particle shearing behavior were analyzed in detail at various stages throughout the direct shear tests with results complementing the PIV assessments. This novel interpretation technique has successfully demonstrated how particle shapes and angularity, mineralogy as well as effects of particle dilation and compression under shear, can influence the strength parameters.

show abstract

“…The complex disintegration of the particulate system, such as rock and soil, can be well simulated by using the DEM 5 , 6 . Therefore, the method has been used to simulate triaxial tests 7 – 10 , direct shear test 11 , 12 and landslide 13 , 14 , etc.…”

Section: Introductionmentioning

confidence: 99%

A three-dimensional discrete element model of triaxial tests based on a new flexible membrane boundary

Yan

Liu

Zhang

et al. 2021

Sci Rep

View full text Add to dashboard Cite

Based on a new elastic clump model, a flexible membrane is proposed for the discrete element numerical simulations of triaxial tests. Conversional triaxial tests of sandstone under the confining pressures of 2 MPa and 8 MPa were carried out, in order to validate the effectiveness of the proposed numerical simulation method. The numerical model is validated by comparing the numerical results with the test results. The deformation and failure process of numerical model is analyzed by stress–strain curves, micro fractures, displacement fields, stress fields and energy fields. The model shows an X-shape shear failure zone, of which the angle is very close to that of the test; the dip angle of most shear fractures is close to the angle of the internal friction; and there is a large amount of slipping frictional heat generated on the failure surface. During the loading process, the stress chain and stress concentration appear in the middle of the model, which lead to displacement zoning in the model. The failure of the model is associated with the growth of the micro tensile- and shear fractures. This study provides an effective tool for the macro–micro investigation of rock failure processes.

show abstract

Modeling the direct shear test of a coarse sand using the 3D Discrete Element Method with a rolling friction model

Cited by 60 publications

References 15 publications

3D DEM simulations of monotonic interface behaviour between cohesionless sand and rigid wall of different roughness

3D DEM simulations of monotonic interface behaviour between cohesionless sand and rigid wall of different roughness

Interpretation of Geomaterial Behavior during Shearing Aided by PIV Technology

A three-dimensional discrete element model of triaxial tests based on a new flexible membrane boundary

Contact Info

Product

Resources

About