Evaluation of Relative Density and Shear Strength of Sands from CPT and DMT

Jamiolkowski, Michele; Presti, Diego Carlo Lo; Manassero, Mario

doi:10.1061/40659(2003)7

Cited by 166 publications

(140 citation statements)

References 23 publications

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“…Their results were compared to experimental tests conducted in Ticino sand by Jamiolkowski et al [11]. The particles used in their model were scaled to 50 times larger than the Ticino sand.…”

Section: Introductionmentioning

confidence: 99%

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: Introductionmentioning

confidence: 99%

Discrete element modelling and cavity expansion analysis of cone penetration testing

Falagush

McDowell

et al. 2015

Granular Matter

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“…, taken from Knappett and Craig (2012), is based on empirical fitting to a large database of CPTs conducted by Jamiolkowski et al (2001) and Mayne (2007). The relative density in each layer was then used to estimate the constitutive model parameters for the FE model using both the HST95 and Brinkgreve et al (2010) correlations.…”

Section: 2mentioning

confidence: 99%

CHD pile performance: part II – numerical modelling

Knappett

Caucis

Brown

et al. 2016

Proceedings of the Institution of Civil Engineers - Geotechnica

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A set of simple finite-element modelling procedures that can be used to estimate the load–settlement behaviour of continuous helical displacement (CHD) piles in sand is presented. The approach makes use of a stress- and strain-dependent non-linear soil model that can be parameterised using basic soil data that can be determined through routine site investigation. The procedures are validated against a database of physical model tests (reported in a companion paper), where they are shown to be suitable for estimating the load–settlement behaviour of CHD piles within the serviceability range. In this way they are complementary to the analytical method reported in the companion paper for estimating the ultimate capacity of a CHD pile. In this paper, the finite-element method and analytical model are applied to four historical load tests on CHD piles conducted at three different sand sites. The modelling is further validated and used to discuss potential savings in pile material and therefore cost due to additional confidence in performance determination at both ultimate and serviceability limit states.

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“…The empirical expression of Jamiolkowski et al (2003) generally performs less well than the procedure presented here. The empirical expression of Mayne & Kulhawy (1991) performs less well than the procedure presented here for the dataset in Fig.…”

Section: Demonstration Using Comparisons With Experimental Datamentioning

confidence: 87%

“…Mayne & Kulhawy (1991) and Jamiolkowski et al (2003) present empirical correction factors that consider R D and soil relative density. However, the significant influence of confining stress has so far been ignored.…”

Section: Introductionmentioning

confidence: 99%

Linking cone penetration resistances measured in calibration chambers and the field

Pournaghiazar

Russell

Khalili

2012

Géotechnique Letters

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Cone penetration tests (CPTs) conducted in sands in small calibration chambers may be heavily influenced by chamber sizes and boundary conditions, placing uncertainty on how results are related to those measured in the field. This article demonstrates how penetration resistances measured in chambers may be converted to equivalent field values, using a semi-analytical procedure based on a solution for spherical cavity expansion in soils of finite radial extent. Account is also given to differences in vertical stress states around the cone in the field and in chambers in a simple way. The procedure is validated using resistances measured in three sands by accurately predicting observed cone-chamber diameter ratio influences.

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Evaluation of Relative Density and Shear Strength of Sands from CPT and DMT

Cited by 166 publications

References 23 publications

Discrete element modelling and cavity expansion analysis of cone penetration testing

Discrete element modelling and cavity expansion analysis of cone penetration testing

CHD pile performance: part II – numerical modelling

Linking cone penetration resistances measured in calibration chambers and the field

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