Multi-scale analysis of cone penetration test (CPT) in a virtual calibration chamber

Butlanska, Joanna; Arroyo, Marcos; Gens, Antonio; O’SullivanCatherine,

doi:10.1139/cgj-2012-0476

Cited by 100 publications

(63 citation statements)

References 33 publications

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“…For example, Jiang et al (2008) suggested that the failure mechanisms taking place during cone penetration were derived from a combination of four motions of the grains from the cone. Similar studies using DEM have also been presented by Kilonch and O'Sullivan (2007) and Butlanska et al (2014). 4 …”

Section: Cone Penetration At the Microscalesupporting

confidence: 79%

Microstructural study of deformation zones during cone penetration in silt at variable penetration rates

et al. 2015

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This is the accepted version of the paper.This version of the publication may differ from the final published version. Permanent repository link AbstractDuring conventional cone penetration testing in silt, the soil will normally be partially drained.If the penetration rate varies, time for drainage is altered and therefore the measured cone resistance and pore pressure will change. This paper studies the change in soil microstructure around the probe during cone penetration carried out at different penetration rates to investigate the failure mechanism and the processes controlling drainage in silt. Backscattered electron images of polished thin sections prepared from frozen samples at the end of penetration were used. Making use of advanced image processing techniques, the statistical distribution of particle orientations and the local porosity were investigated for the zones around the cone tip and the shaft. The spatial distribution of the measured microscale parameters in the region near the probe indicates that the soil deformation during CPTU in silt leads to the formation of both contractive and dilative zones. The macro response of the material, presented by the pore pressure and the cone penetration resistance measured during the test, results from the competition between these zones during penetration, which is shown to be dependent on the penetration rate.

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Section: Cone Penetration At the Microscalesupporting

confidence: 79%

Microstructural study of deformation zones during cone penetration in silt at variable penetration rates

et al. 2015

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“…A further step along this line is to use upscaled particle sizes, a technique previously applied in geotechnical engineering applications (Utili & Nova, 2008;Gabrieli et al, 2009;Arroyo et al, 2011;Butlanska et al, 2013). Upscaling rules are here proposed for particle strength and for contact stiffness parameters, using both linear and Hertzian contact laws.…”

Section: Introductionmentioning

confidence: 99%

An approach to enhance efficiency of DEM modelling of soils with crushable grains

Ciantia¹,

Arroyo²,

Calvetti³

et al. 2015

Géotechnique

181

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In this study oedometric compression tests of hydrocarbon coke, Fontainebleau sand and silica sand are simulated in three dimensions using breakable particles. The method adapts a rigorous breakage criterion for elasto-brittle spheres to represent failure of grains isolated between platens or within granular masses. The breakage criterion allows for the effect of particle bulk and contact properties to be treated separately. A discrete fragmentation multigenerational approach is applied as a spawning procedure. The number of particles quickly increases during the simulation, but is kept manageable by systematic fine exclusion and upscaling. Fine exclusion leads to mass losses between generations, but that loss is accounted for outside the mechanical model. Sensitivity analysis shows that it is enough to keep 53% of the crushed particle mass within the mechanical model to correctly reproduce experimental macroscopic behaviour. Practical upscaling rules are proposed for (a) contact stiffness, (b) breakage criteria and (c) grain size distribution, and validated simulating the same test, reducing by half the initial number of particles. The results are promising as both the mechanical and grading evolution are well captured with two orders of magnitude savings in computing efficiency.

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“…Liyanapathirana [9] and Tolooiyan and Gavin [10] adopted the arbitrary Lagrangian Eulerian (ALE) method to preserve the quality of the mesh during the cone's penetration. However, all of these FE-based methods lack the ability to describe the post-failure phenomena that are associated with the severe grain rearrangement, sliding, rolling and crushing [11].…”

Section: Introductionmentioning

confidence: 99%

DEM–FEM analysis of soil failure process via the separate edge coupling method

Ling

et al. 2017

Num Anal Meth Geomechanics

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The concurrent multiscale method, which couples the discrete element method (DEM) for predicting the local micro-scale evolution of the soil particle skeleton with the finite element method (FEM) for estimating the remaining macro-scale continuum deformation, is a versatile tool for modeling the failure process of soil masses. This paper presents the separate edge coupling method, which is degenerated from the generalized bridging domain method and is good at eliminating spurious reflections that are induced by coupling models of different scales, to capture the granular behavior in the domain of interest and to coarsen the mesh to save computational cost in the remaining domain. Cundall non-viscous damping was used as numerical damping to dissipate the kinetic energy for simulating static failure problems. The proposed coupled DEM-FEM scheme was adopted to model the wave propagation in a 1D steel bar, a soil slope because of the effect of a shallow foundation and a plane-strain cone penetration test (CPT). The numerical results show that the separate edge coupling method is effective when it is adopted for a problem with Cundall non-viscous damping; it qualitatively reproduces the failure process of the soil masses and is consistent with the full micro-scale discrete element model. Stress discontinuity is found in the coupling domain.Before the cone's penetration (s = 0.0 m), the distribution of the contact normal directions is heterogeneous because of gravity (most of the contact normals are near in y direction), which can also be observed from the force chains (contact normals and normal contact forces) in Figure 15. As the cone tip approaches the monitoring point (e.g., s = 0.25 m), the soil particles rotate because of the cone's disturbance, and most of the contact normal directions are 60°and 120°from the x axis Figure 14. Mesh and DE particles for different penetration depths: (a) s = 0.1 m; (b) s = 0.3 m; (c) s = 0.5 m. [Colour figure can be viewed at wileyonlinelibrary.com] Figure 16. Distributions of the contact normal directions at (0.71 m, 0.67 m): (a) s = 0.0 m; (b) s = 0.25 m; (c) s = 0.5 m. [Colour figure can be viewed at wileyonlinelibrary.com] Figure 17. Variation of the void ratio at (0.71 m, 0.67 m).Figure 18. Stress field σ y for different penetration depths: (a) 0 m, (b) 0.1 m, (c) 0.3 m and (d) 0.5 m. [Colour figure can be viewed at wileyonlinelibrary.com]

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Multi-scale analysis of cone penetration test (CPT) in a virtual calibration chamber

Cited by 100 publications

References 33 publications

Microstructural study of deformation zones during cone penetration in silt at variable penetration rates

Microstructural study of deformation zones during cone penetration in silt at variable penetration rates

An approach to enhance efficiency of DEM modelling of soils with crushable grains

DEM–FEM analysis of soil failure process via the separate edge coupling method

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