Evaluation of undrained response from drained triaxial shear tests: DEM simulations and experiments

Sitharam, T. G.; Vinod, Jayan S.; Ravishankar, B. V.

doi:10.1680/geot.2008.58.7.605

Cited by 26 publications

(12 citation statements)

References 13 publications

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“…Several authors [1][2][3][4][5][6][7][8] have used constant volume modeling to study the undrained (monotonic and cyclic) behavior of cohesionless granular media. For instance, Sitharam et al [9] used discrete element simulations (constant-volume condition) and experimental tests to evaluate the undrained response of the granular soil from drained triaxial shear tests. They concluded that DEM can simulate undrained shear response realistically without explicitly incorporating pore water pressures.…”

Section: Introductionmentioning

confidence: 99%

Three dimensional discrete element modeling of granular media under cyclic constant volume loading: A micromechanical perspective

Soroush

Ferdowsi

2011

Powder Technology

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Section: Introductionmentioning

confidence: 99%

Three dimensional discrete element modeling of granular media under cyclic constant volume loading: A micromechanical perspective

Soroush

Ferdowsi

2011

Powder Technology

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“…For the shearing phase, the volumetric strain should be zero (constant-volume) in an undrained consolidated triaxial test. To initiate the shearing phase and simulate this constant-volume condition, a strain-controlled boundary condition was assigned on the three walls [10].…”

Section: Triaxial Test Simulationmentioning

confidence: 99%

Discrete Element Model Parameters to Simulate Slope Movements

Adajar¹,

Ubay²,

Alfaro³

et al. 2020

GEOMATE

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Discrete Element Method (DEM) is a numerical technique that uses particulate mechanics in simulating the discontinuous behavior of particulate materials. DEM presents the advantage of modelling those materials in a particulate level allowing specifications of particle geometry including how their contacts interact. However, identifying microparameters that can accurately simulate the behavior of particulate materials is challenging. This paper presents the calibration of the microparameters of materials used in an earthfill dam that experienced slope movements. The main components of the earthfill dam under study were clay, for the core and blanket, and rockfill materials, for the protective shell. Linear parallel-bond model (LPBM) was used to describe the interactions between clay particles. Microparameters involved with the LPBM were particle stiffness, friction coefficient, bond strength, and bond stiffness. A triaxial test DEM model was developed to calibrate the clay microparameters, and it was successful in simulating the measured macroscopic peak and critical state behavior of clay materials. Rolling resistance linear model was used to describe the interactions between rockfill particles. Microparameters associated with the rolling resistance linear model were particle stiffness, friction coefficient, and rolling resistance coefficient. Large-scale direct shear test was simulated to calibrate rockfill microparameters, and it was able to capture the measured macroscopic shear behavior of rockfill materials. Calibration methodologies performed were successful in identifying appropriate microparameters for both rockfill and clay materials. The calibrated microparameters are beneficial in the development of a DEM model that can analyze movements and landslides in the vicinity of the earthfill dam or other earthfill dams built with similar materials.

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“…There was no pore water pressure development (Du) during DEM simulation. However, it was determined by the difference between p 0 for drained and undrained paths as explained by Sitharam et al (2008) and Nguyen et al (2018).…”

Section: Controlling Module In Dem Simulationmentioning

confidence: 99%

The effect of consolidation on undrained behaviour of granular materials: experiment and DEM simulation

Rahman

Nguyen

Rabbi

2018

Geotechnical Research

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The characteristic features of undrained responses of granular materials, for example, stress ratio at instability (η IS) and phase transformation (η PT) states and the critical state (CS) behaviour, are often influenced by the consolidation history. However, there are limited studies in the literature, and a consensus has not yet been reached. This study combined the triaxial test of yellow silty sand and the three-dimensional discrete element method (DEM) simulation of ellipsoid particles under a triaxial condition to evaluate the effect of isotropic and K 0 consolidations. Triaxial test data formed non-unique CS lines (CSLs) in the e-log(p¢) space for isotropic and K 0 tests, whereas the CSL was unique for DEM simulations; where e and p¢ are the void ratio and mean effective stress, respectively. The micromechanical quantities, coordination number (C N) and fabric anisotropy (F vM) at the CS, also showed a unique relation with p¢. The characteristic features, η IS and η PT , showed good correlation with the state parameter (x) and the density indices. It was found that the g IS decreased with x, and the correlation was dependent on consolidation type. The micromechanical analysis suggested that F vM is a better parameter than C N to characterise the macromechanical behaviour. This study unambiguously supports the applicability of CS theory and provides insights into micromechanics of granular materials.

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Evaluation of undrained response from drained triaxial shear tests: DEM simulations and experiments

Cited by 26 publications

References 13 publications

Three dimensional discrete element modeling of granular media under cyclic constant volume loading: A micromechanical perspective

Three dimensional discrete element modeling of granular media under cyclic constant volume loading: A micromechanical perspective

Discrete Element Model Parameters to Simulate Slope Movements

The effect of consolidation on undrained behaviour of granular materials: experiment and DEM simulation

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