Discrete-continuum analysis of monotonic pile penetration in crushable sands

Wang, Jian Feng; Zhao, Budi

doi:10.1139/cgj-2013-0263

Cited by 37 publications

(5 citation statements)

References 34 publications

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“…The average stress in a group is found using a similar averaging procedure based on the measurement logic in PFC 2D (Itasca Consulting Group 2008) and the position of each group is represented by the average coordinates of all particles within the group. It should be pointed out that the stress measurements were made on particle groups identified on the undeformed configuration prior to the pile penetration in this study, which is different from the stress measurements based on sampling windows defined on the deformed configuration in the previous study (Wang and Zhao 2014). This is because the current way of stress measurement allows a direct comparison with the experimentally measured stress data from the laboratory model pile test (Jardine et al 2013b), in which the stress sensors were embedded within the sand mass before pile penetration.…”

Section: Group-based Stress Measurementmentioning

confidence: 81%

“…To achieve the same initial stress distribution as in the crushable zone, the density of disks is set to 2200 kg/m 3 in the uncrushable zone. More details about the model generation can be found in Wang and Zhao (2014).…”

Section: Model Constructionmentioning

confidence: 99%

“…In parallel with the experimental investigations, considerable advances have also been achieved on this topic using the discrete element method (DEM), whose advantages include full access to the particle-scale kinetic and kinematic information and the potential of being a virtual testing tool substituting physical model tests (Lobo-Guerrero and Vallejo 2005;Jiang et al 2006;Wang et al 2007aWang et al , 2007bArroyo et al 2011;Wang and Jiang 2011;Lin and Wu 2012;Mcdowell et al 2012;Butlanska et al 2014;Falagush et al 2015). In a previous related study (Wang and Zhao 2014), the authors made a detailed discrete-continuum analysis of the pile penetration behavior based on the two-dimensional (2D) DEM simulation results. The stress and strain data provided by the model were compared with experimental results from instrumented model piles by Klotz and Coop (2001) and the particle image velocimetry (PIV) measurements of soil deformation in calibration chamber tests by White and Bolton (2004), and were mainly used to demonstrate the effects of in situ stress field, initial soil density, and particle crushability on the pile penetration behavior.…”

Section: Introductionmentioning

confidence: 99%

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Depth-independent cone penetration mechanism by a discrete element method (DEM)-based stress normalization approach

Liu

Wang

2016

Can. Geotech. J.

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A two-dimensional discrete element model of driven piles in crushable sand was developed and validated against laboratory data. Numerical experiments were conducted to investigate the effects on the pile penetration behavior of initial sample porosity, particle crushability, initial stress state, ratio of pile diameter to median particle diameter, and ratio of model width to pile diameter. A new stress normalization method is adopted to synthesize the data at different driven depths from the simulations. The normalized vertical and horizontal stress fields surrounding the pile show an invariable pattern of stress distribution, suggesting a unique penetration mechanism independent of the penetration depth. The validity of the discrete element method (DEM) simulation results is verified by comparing the stress distributions to those observed from calibration chamber tests on model pile installation in sands.

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Section: Group-based Stress Measurementmentioning

confidence: 81%

Section: Model Constructionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Depth-independent cone penetration mechanism by a discrete element method (DEM)-based stress normalization approach

Liu

Wang

2016

Can. Geotech. J.

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“…Apart from the small-scale laboratory tests, Discrete Element Method (DEM) has been widely utilised in recent years to investigate the behaviour of geomaterials at the grain-scale which provides valuable information about the grain kinematics, force and displacement fields, contact force network and fabric evolution (Shang et al 2018;Saadat and Taheri 2020;Shen et al 2020;Tran et al 2020). The importance of grain-scale investigation in modelling the interface behaviour and the associated micro-mechanisms has been highlighted in several studies (Jiang et al 2008(Jiang et al , 2014O'Sullivan et al 2008;Butlanska et al 2014;Wang and Zhao 2014). Recently, Lambert and Coll (2014) indicated that it is possible to reproduce the experimental results of the direct shear testing of irregular rock interfaces using the commercially available DEM software PFC 3D .…”

Section: Introductionmentioning

confidence: 99%

Experimental and Numerical Investigation of the Load-Bearing Mechanisms of Piles Socketed in Soft Rocks

et al. 2022

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Rock-socket pile design predominantly depends on the shaft resistance to support the load at the serviceability state. However, due to limited understanding of the pile–rock interactions, the pile capacity is normally calculated using empirical correlations. In this study, the load-bearing mechanisms of rock-socketed piles were investigated through a miniaturised pile–load test setup in a soft synthetic rock. X-ray CT imaging and numerical discrete element modelling were used to investigate the micro-mechanics influencing the load-bearing mechanisms at the pile–rock interface. The numerical pile model was established based on suitable constitutive models capable of simulating the soft rock behaviour. The analysis of X-ray CT images at various displacements revealed three different interface mechanisms, namely sliding, local shearing and progressive shearing. The numerical model validated this observed micro-mechanics in the rock asperities through the evolution of damage and micro-cracks. Insights from the experimental and numerical results indicated that the height of the rock asperities significantly dictates the failure mode. Results also illustrated that the shaft load–displacement response primarily depends on the forces acting on the leading edges of the pile asperity. In particular, it was observed that the bottom leading edge carried a predominant portion of the shaft loads due to its connectivity with the rock at the base of the pile. Though negligible, the forces on the trailing edges provided valuable information on the contribution of residual shaft resistance by the debris at the interface. Moreover, the numerical studies revealed the different failure modes at the pile–rock interface. The discussions presented in this study provide novel insights into the load-bearing mechanisms of piles socketed in soft rocks, which will help to improve design guidelines in the future.

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“…To our best knowledge only limited research on the simulation of the soilcone penetrometer was reported in the literature, particularly in agricultural soils. Wang and Zhao (2014) and Tanaka et al (2000) used the DEM to simulate this phenomenon in two dimension (2D) and Butlanska et. al.…”

Section: Introductionmentioning

confidence: 99%

Numerical simulation of soil–cone penetrometer interaction using discrete element method

Kotrocz

Mouazen

Kerényi

2016

Computers and Electronics in Agriculture

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One of the most common methods to measure soil strength in-situ is cone penetrometers. In this paper the development of a three dimensional (3D) discrete element model (DEM) for the simulation of the soil-cone penetrometer interaction in a slightly cohesive loamy sand soil is presented. The aim was to investigate the effects of the soil model's geometrical (e.g., soil model cross section shape and size and model's height) changes on variations in the soil penetration resistance. The model area ratio and height ratio values were adopted to analyse the effects of the cross section size and the model's height, respectively. The results of penetration resistance of the DEM simulations were compared with the in-situ measurement with a cone penetrometer of the same geometry. This comparison allowed the derivation of the contact properties between the elements. To simulate the soil material the so-called Parallel Bond and Linear Models were used in the 3D version of the Particle Flow Code (PFC) software. Finally the mechanical properties of the soil, namely the cohesion and internal friction angle were estimated by DEM simulation of direct shear box. Results showed that the penetration process can be simulated very well using the DEM. The model's calculated penetration resistance and the corresponding in-situ measurement were in good agreement, with mean error of 14.74 %. The best performing models were a rectangular model with an area ratio of 72 and a height ratio of 1.33 and a circular model with an area ratio of 32 and a height ratio of 2. The simulation output of soil material properties with direct shear box resulted in representative values of real loamy sand soils, with cohesion values range of 6.61-8.66 kPa and internal friction angle values range of 41.34-41.60°. It can be concluded that the DEM can

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Discrete-continuum analysis of monotonic pile penetration in crushable sands

Cited by 37 publications

References 34 publications

Depth-independent cone penetration mechanism by a discrete element method (DEM)-based stress normalization approach

Depth-independent cone penetration mechanism by a discrete element method (DEM)-based stress normalization approach

Experimental and Numerical Investigation of the Load-Bearing Mechanisms of Piles Socketed in Soft Rocks

Numerical simulation of soil–cone penetrometer interaction using discrete element method

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