Development of an implicit material point method for geotechnical applications

Wang, Bin; Hicks, Michael; Chen, Zhen

doi:10.1016/j.compgeo.2015.08.008

Cited by 94 publications

(56 citation statements)

References 19 publications

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“…Depending on how the governing equations are integrated and solved in time, MPM is either categorised as implicit (Wang et al, 2013(Wang et al, , 2016 or explicit (Sulsky et al, 1994). However, the key aspects of both formulations are the same, including the techniques for treating boundaries, damping and so on.…”

Section: Theoretical Formulationsmentioning

confidence: 99%

“…For this purpose, finite-element analyses are often limited to small deformation problems, in order to avoid excessive mesh distortions. In contrast, the material point method (MPM) (Sulsky et al, 1994;Sulsky & Schreyer, 1996) has proven to be a useful FEM variant in capturing geotechnical failure mechanisms involving large deformations (Wieckowski et al, 1999;Al-Kafaji, 2013;Bandara & Soga, 2015;Wang et al, 2016).…”

Section: Introductionmentioning

confidence: 99%

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Slope failure analysis using the random material point method

Wang

Hicks

Vardon

2016

Géotechnique Letters

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The random material point method (RMPM), which combines random field theory and the material point method (MPM), is proposed. It differs from the random finite-element method (RFEM), by assigning random field (cell) values to material points that are free to move relative to the computational grid rather than to Gauss points in a conventional finite-element mesh. The importance of considering the effects of both large deformations and the spatial variability of soil strength properties in slope stability analyses is highlighted, by comparing RMPM solutions with RFEM and deterministic MPM solutions for an idealised strain-softening clay slope characterised by a spatially varying undrained shear strength. The risks posed by potential slides are quantified by the extent of retrogressive failurethat is, due to the tendency for secondary failures to be triggered by the removal of support from the remaining soil mass caused by the initial failure. The results show that RMPM provides a much wider range of solutions, in general increasing the volume of material in the failure compared with the RFEM solutions, which are usually limited to the initial slide. Moreover, the anisotropic nature of soil heterogeneity is shown to have a significant influence on the nature and extent of failure.

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Section: Theoretical Formulationsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Slope failure analysis using the random material point method

Wang

Hicks

Vardon

2016

Géotechnique Letters

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“…Local damping is added by using a simple damping force with a magnitude proportional to the out of balance forces, and a friction boundary condition has been implemented such that the sliding resistance is controlled by the magnitude of the normal stresses [7]. Two constitutive models have been implemented, the first based on the von Mises yield criterion, i.e.…”

Section: Formulation and Materials Modelmentioning

confidence: 99%

“…A version of MPM has been used [7], which has been written in such a way that both quasi-static and dynamic analyses can be undertaken, and implicit and explicit time integration schemes chosen. Where unsaturated conditions prevail, a coupled hydro-mechanical version has been utilised [10], where Bishop's stress is used to give the suction dependent strength change.…”

Section: Formulation and Materials Modelmentioning

confidence: 99%

“…The material point method [6] utilises the advantages of FEM to prescribe geometry, boundary conditions and material behaviour, while not prescribing failure type, while also allowing the material to move through the mesh and thereby allowing observation of the ongoing failure and final geometry. This paper is based on the MPM formulation presented in [7], an initial investigation of slope failures in [8], an investigation into the impact of heterogeneity in [9] and rainfall induced slope failure in [10]. …”

Section: Introductionmentioning

confidence: 99%

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Slope failure simulations with MPM

Bin

Hicks

2017

J Hydrodyn

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The simulation of slope failures, including both failure initiation and development, has been modelled using the material point method. By utilising a constitutive model which encompasses, in a simplified manner, both pre-and post-failure behaviour, the majority of types of geotechnical slope failure can be observed in the simulations. This is a step towards being able to better quantify the consequences of slope failures and thereby to a better quantification of risk. Numerical case studies involving various slope angles, heterogeneity and rainfall induced slope failures are presented to demonstrate the ability of the method to simulate commonly observed failure modes.

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Fully coupled elastoplastic hydro‐mechanical analysis of unsaturated porous media using a meshfree method

Ghaffaripour

Esgandani

Khoshghalb

et al. 2019

Num Anal Meth Geomechanics

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Summary This paper presents the first application of an advanced meshfree method, ie, the edge‐based smoothed point interpolation method (ESPIM), in simulation of the coupled hydro‐mechanical behaviour of unsaturated porous media. In the proposed technique, the problem domain is spatially discretised using a triangular background mesh, and the polynomial point interpolation method combined with a simple node selection scheme is adopted for creating nodal shape functions. Smoothing domains are formed on top of the background mesh, and a constant smoothed strain, created by applying the smoothing operation over the smoothing domains, is assigned to each smoothing domain. The deformation and flow models are developed based on the equilibrium equation of the mixture, and linear momentum and mass balance equations of the fluid phases, respectively. The effective stress approach is followed to account for the coupling between the flow and deformation models. Further coupling among the phases is captured through a hysteretic soil water retention model that evolves with changes in void ratio. An advanced elastoplastic constitutive model within the context of the bounding surface plasticity theory is employed for predicting the nonlinear behaviour of soil skeleton. Time discretisation is performed by adopting a three‐point discretisation method with growing time steps to avoid temporal instabilities. A modified Newton‐Raphson framework is designed for dealing with nonlinearities of the discretised system of equations. The performance of the numerical model is examined through a number of numerical examples. The state‐of‐the‐art computational scheme developed is useful for simulation of geotechnical engineering problems involving unsaturated soils.

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Development of an implicit material point method for geotechnical applications

Cited by 94 publications

References 19 publications

Slope failure analysis using the random material point method

Slope failure analysis using the random material point method

Slope failure simulations with MPM

Fully coupled elastoplastic hydro‐mechanical analysis of unsaturated porous media using a meshfree method

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