Finite element analysis of cone penetration in cohesionless soil

Huang, Wenxiong; Sheng, Daichao; Sloan, Scott W.; Yu, Hai‐Sui

doi:10.1016/j.compgeo.2004.09.001

Cited by 84 publications

(44 citation statements)

References 16 publications

(16 reference statements)

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“…A value of F = 1 means that the plastic zone is circular. The range of F = 0.7-0.8 that was suggested by Yu [30] was based on limited large strain finite element analyses of cone penetration in sand carried out by Huang et al [31]. Clearly more work, both numerical and experimental, is needed in order to determine the true range of F for various real soils.…”

Section: Comparison Of Cpt Results With Analytical Solutionsmentioning

confidence: 99%

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Discrete element modelling and cavity expansion analysis of cone penetration testing

Falagush

McDowell

et al. 2015

Granular Matter

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A note on versions:The version presented here may differ from the published version or from the version of record. If you wish to cite this item you are advised to consult the publisher's version. Please see the repository url above for details on accessing the published version and note that access may require a subscription. AbstractThis paper uses the discrete element method (DEM) in three dimensions to simulate cone penetration testing (CPT) of granular materials in a calibration chamber. Several researchers have used different numerical techniques such as strain path methods and finite element methods to study CPT problems. The DEM is a useful alternative tool for studying cone penetration problems because of its ability to provide micro mechanical insight into the behaviour of granular materials and cone penetration resistance. A 30° chamber segment and a particle refinement method were used for the simulations. Giving constant mass to each particle in the sample was found to reduce computational time significantly, without significantly affecting tip resistance. The effects of initial sample conditions and particle friction coefficient on tip resistance are investigated and found to have an important effect on the tip resistance. Biaxial test simulations using DEM are conducted to obtain the basic granular material properties for obtaining CPT analytical solutions based on continuum mechanics. Macro properties of the samples for different input micro parameters are presented and used to obtain the analytical CPT results. Comparison between the numerical simulations and analytical solutions show good agreement.

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Section: Comparison Of Cpt Results With Analytical Solutionsmentioning

confidence: 99%

“…This method was encouraged by a recent finite element study of cone penetration in sand [31]. They proposed that the plastic zone created behind the cone and around the shaft of a penetrometer is similar to that predicted by applying cylindrical cavity expansion theory.…”

Section: Cylindrical-spherical Cavity Expansionmentioning

confidence: 99%

Discrete element modelling and cavity expansion analysis of cone penetration testing

Falagush

McDowell

et al. 2015

Granular Matter

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“…Susila and Hryciw (2003), Huang et al (2004) and Liyanapathirina (2009) considered the use of large-strain FEM analysis to examine cone penetration in normally consolidated soils. Contact elements were used at the soil-pile interface to allow penetration to large depths to be achieved, and to investigate the effect of soil properties such as φ on the q c value.…”

Section: Recent Developments In Computer Technology Have Led To the Amentioning

confidence: 99%

Modelling the Cone Penetration Test in sand using Cavity Expansion and Arbitrary Lagrangian Eulerian Finite Element Methods

Tolooiyan

Gavin

2011

Computers and Geotechnics

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Abstract:The paper set out two techniques to model the Cone Penetration Test (CPT) end resistance, q c in a dense sand deposit using commercial finite element programmes. In the first approach, Plaxis was used to perform spherical cavity expansion analyses at multiple depths. Two soil models, namely; the MohrCoulomb (MC) and Hardening Soil (HS) models were utilized. When calibrated using simple laboratory element tests, the HS model was found to provide good estimates of q c . However, at shallow depths, where the over-consolidation ratio of the sand was highest, the relatively large horizontal stresses prevented the full development of the failure zone resulting in under-estimation of the q c value. The second approach involved direct simulation of cone penetration using a large-strain analysis implemented in Abaqus/Explicit. The Arbitrary Lagrangian Eulerian (ALE) technique was used to prevent excessive mesh deformation. Although the Druker-Prager soil model used was not as sophisticated as the HS model, excellent agreement was achieved between the predicted and measured q c profiles.

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“…Several attempts have been made by different researchers to overcome the challenges involved in solution schemes and mesh generation [13][14][15][16]. Recently, Nazem et al, Sheng et al, and Yi et al [17][18][19] used ALE method to avoid mesh distortion problem in soil.…”

Section: Introductionmentioning

confidence: 99%

Simple Numerical Model to Simulate Penetration Testing in Unsaturated Soils

Jarast

Ghayoomi

2016

E3S Web Conf.

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Abstract. Cone penetration test in unsaturated sand is modelled numerically using Finite Element Method. Simple elastic-perfectly plastic Mohr-Coulomb constitutive model is modified with an apparent cohesion to incorporate the effect of suction on cone resistance. The Arbitrary Lagrangian-Eulerian (ALE) remeshing algorithm is also implemented to avoid mesh distortion problem due to the large deformation in the soil around the cone tip. The simulated models indicate that the cone resistance was increased consistently under higher suction or lower degree of saturation. Sensitivity analysis investigating the effect of input soil parameters on the cone tip resistance shows that unsaturated soil condition can be adequately modelled by incorporating the apparent cohesion concept. However, updating the soil stiffness by including a suction-dependent effective stress formula in Mohr-Coulomb material model does not influence the cone resistance significantly.

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Finite element analysis of cone penetration in cohesionless soil

Cited by 84 publications

References 16 publications

Discrete element modelling and cavity expansion analysis of cone penetration testing

Discrete element modelling and cavity expansion analysis of cone penetration testing

Modelling the Cone Penetration Test in sand using Cavity Expansion and Arbitrary Lagrangian Eulerian Finite Element Methods

Simple Numerical Model to Simulate Penetration Testing in Unsaturated Soils

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