Two-phase dynamic MPM formulation for unsaturated soil

Ceccato, Francesca; Yerro, Alba; Girardi, Veronica; Simonini, Paolo

doi:10.1016/j.compgeo.2020.103876

Cited by 44 publications

(39 citation statements)

References 34 publications

(61 reference statements)

Supporting

Mentioning

Contrasting

Order By: Relevance

“…The stress-strain relationship is measured using the Jaumann stress rate, and the material time derivative of the Cauchy stress tensor is written as dσ' Ddε + σ'W T − Wσ', where W is the vorticity. In this paper, the elastoplastic model with the Mohr-Coulomb failure criteria is used (Bandara and Soga, 2015;Ceccato et al, 2019).…”

Section: • Isothermal Conditionsmentioning

confidence: 99%

“…The technique includes smooth particle hydrodynamics (SPH), the material point method (MPM), the particle finite-element method (PFEM), the finiteelement method with Lagrangian integration points (FEMLIP), and the element-free Galerkin (EFG) method. In particular, many researchers have applied the material point method for the simulation of rainfall-induced landslides in recent decades (Yerro et al, 2015;Bandara et al, 2016;Soga et al, 2016;Wang et al, 2018;Lee et al, 2019a;Lee et al, 2019b;Ceccato et al, 2019;Cuomo et al, 2019;Lei et al, 2020;Liu et al, 2020;Martinelli et al, 2020;Liu and Wang, 2021;Nguyen et al, 2021).…”

Section: Introductionmentioning

confidence: 99%

“…Yerro et al (2015) attempted to model infiltration in an unsaturated brittle material, where a coupled 3phase 1-point MPM formulation associated with a suctiondependent elastoplastic Mohr-Coulomb model was proposed; the well-known van Genuchten model was applied, and the rainfall boundary conditions only considered the type of pore water pressure. Later, different pseudo-3-phase 1-point MPM formulations were proposed by Bandara et al (2016), Wang et al (2018), Lee et al (2019b), Martinelli et al (2020), andCeccato et al (2020). Bandara et al (2016) derived a coupled pseudo-3phase 1-point MPM formulation and obtained the infiltration rate of rainfall boundary based on Darcy's velocity.…”

Section: Introductionmentioning

confidence: 99%

“…Bandara et al (2016) derived a coupled pseudo-3phase 1-point MPM formulation and obtained the infiltration rate of rainfall boundary based on Darcy's velocity. Other researchers derived a coupled pseudo-3-phase 1-point MPM formulation associated with true liquid velocity, and different algorithms for the infiltration rate of rainfall boundary were proposed by Martinelli et al (2020) and Ceccato et al (2019). The former implemented it in a linear unsaturated model and benchmarked it in a one-dimensional soil column test (Martinelli et al, 2020).…”

Section: Introductionmentioning

confidence: 99%

“…The former implemented it in a linear unsaturated model and benchmarked it in a one-dimensional soil column test (Martinelli et al, 2020). The latter perform it using the van Genuchten model and benchmarked it in a two-dimensional levee test (Ceccato et al, 2020). Accordingly, a physical-based model using the material point method can be an appropriate solution to investigate the dynamic behavior of rainfall-induced landslides.…”

Section: Introductionmentioning

confidence: 99%

See 4 more Smart Citations

An Investigation of Rainfall-Induced Landslides From the Pre-Failure Stage to the Post-Failure Stage Using the Material Point Method

2021

View full text Add to dashboard Cite

The kinematic behavior of rainfall-induced landslides from the pre-failure stage to post-failure stage contains important information for risk assessment and management. Because a complex relationship exists between rainfall conditions, pore water pressure, soil strength, and movement rates, a numerical model is the most efficient way to investigate the behavior of rainfall-induced landslides. In this study, the material point method (MPM) is used to investigate the dynamic behavior of landslides. First, the rainfall boundary conditions are extensively verified by comparing 1-D consolidation tests against other numerical solutions. Then, a numerical model is used to simulate a lab-scale rainfall-induced slope failure. A parametric study shows the influence of rainfall intensity on pore water pressure development, failure triggering time, surface displacement, and velocity. The use of the MPM provides a clear understanding in the failure mechanism and post-failure behavior of a rainfall-induced landslide.

show abstract

Section: • Isothermal Conditionsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

An Investigation of Rainfall-Induced Landslides From the Pre-Failure Stage to the Post-Failure Stage Using the Material Point Method

2021

View full text Add to dashboard Cite

show abstract

Two‐phase model for the excavation analysis in partially saturated soft soils using the particle finite element method

Bal

Meschke

2022

Num Anal Meth Geomechanics

View full text Add to dashboard Cite

A two-phase velocity-pressure stabilized formulation is proposed for the numerical analysis of mechanized excavations in partially saturated soft soils using the Particle Finite Element Method (PFEM). The fully coupled formulation is based on the theory of porous media in association with the Soil Water Characteristic Curve and the porosity-dependent Kozeni-Carman model for the realistic estimation of the soil permeability. The combination of the PFEM methodology, characterized by a global re-meshing strategy equipped with a new adaptive mesh refinement scheme for the resolution of strain localization zones in the ground, with a hypoplastic constitutive model for the description of the nonlinear behavior of the deformable soil skeleton, allows for the modeling of very large deformations, as required for excavation simulations. The PFEM model is validated based on selected geotechnical benchmark problems concerned with fully and partially saturated soil specimens. The model is further applied to computational re-analyses of excavation tests involving a single cutting tool moving in a sandbox. The reaction force-tool displacement curve for the excavation tool as well as the evolution of the deformed topology of the sand including the formation of shear zones obtained from the computational model are compared with respective experimental observations. Parametric investigations aimed at elucidating the influence of selected geotechnical parameters on the excavation process are also carried out. Finally, the suitability of the proposed PFEM-based numerical strategy for the modeling of 3D excavation problems is demonstrated by means of 3D PFEM simulations in fully saturated sand.

show abstract

Modelling seasonal landslide motion: Does it only depend on fluctuations in normal effective stress?

Rollo,

Buscarnera

2023

Num Anal Meth Geomechanics

View full text Add to dashboard Cite

Landslide motion is often simulated with interface‐like laws able to capture changes in frictional strength caused by the growth of the pore water pressure and the consequent reduction of the effective stress normal to the plane of sliding. Here it is argued that, although often neglected, the evolution of all the 3D stress components within the basal shear zone of landslides also contributes to changes in frictional strength and must be accounted for to predict changes in seasonal velocity. For this purpose, an augmented sliding‐consolidation model is proposed which allows for the computation of excess pore pressure development and downslope sliding with any constitutive law with 3D stress evolution. Simulations of idealised infinite slope models subjected to hydrologic forcing are used to study the role of in‐situ stress conditions and stress rate multiaxiality. Specifically, a Drucker‐Prager perfectly plastic model is used to replicate frictional failure and shear deformation at the base of landslides. The model reveals that conditions amenable to the shearing of a frictional interface are met only after numerous rainfall cycles, that is, when multiaxial stress rates are suppressed. In this case, the landslide is predicted to move through a seasonal ratcheting controlled only by the effective stress component normal to the plane of sliding. By contrast, in newly formed landslides, the multiaxial stress evolution is found to produce further regimes of motion, from plastic shakedown to cyclic failure, neither of which can be captured by interface‐like frictional laws. Notably, the model suggests that a transition across these regimes can emerge in response to an aggravation of the magnitude of forcing, implying that (i) fluctuations in climate may alter the seasonal trends of motion observed today; (ii) our ability to quantify landslide‐induced risks is impaired unless proper geomechanical models are used to examine their long‐term dynamics.

show abstract

Two-phase dynamic MPM formulation for unsaturated soil

Cited by 44 publications

References 34 publications

An Investigation of Rainfall-Induced Landslides From the Pre-Failure Stage to the Post-Failure Stage Using the Material Point Method

An Investigation of Rainfall-Induced Landslides From the Pre-Failure Stage to the Post-Failure Stage Using the Material Point Method

Two‐phase model for the excavation analysis in partially saturated soft soils using the particle finite element method

Modelling seasonal landslide motion: Does it only depend on fluctuations in normal effective stress?

Contact Info

Product

Resources

About