Analysis of the compression behavior of artificial lumpy composite materials

Shi, Xuejie

doi:10.1002/nag.2493

Cited by 16 publications

(5 citation statements)

References 24 publications

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“…In fissured rocks the two scales of porosity are those of the rock matrix and fractures [11,61,64,68,74,77,79,83], whereas in aggregated soils, © 2016. This manuscript version is made available under the Elsevier user license http://www.elsevier.com/open-access/userlicense/1.0/ the two scales of porosity pertain to those of the micropores (intra-aggregate pores) and macropores (inter-aggregate pores), which can be filled up with one or more types of fluid [9,27,29,60,[65][66][67]82]. Of interest in these socalled 'double-porosity' media is the evolution of the internal structure and the proportional changes in the micro-and macro-porosities during the course of loading [44,48,49,53,54].…”

Section: Introductionmentioning

confidence: 99%

Cam-Clay plasticity, Part VIII: A constitutive framework for porous materials with evolving internal structure

Borja

Choo

2016

Computer Methods in Applied Mechanics and Engineering

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Natural geomaterials often exhibit pore size distributions with two dominant porosity scales. Examples include fractured rocks where the dominant porosities are those of the fractures and rock matrix, and aggregated soils where the dominant porosities are those of the micropores and macropores. We develop a constitutive framework for this type of materials that covers both steady-state and transient fluid flow responses. The framework relies on a thermodynamically consistent effective stress previously developed for porous media with two dominant porosity scales. We show that this effective stress is equivalent to the weighted sum of the individual effective stresses in the micropores and macropores, with the weighting done according to the pore fractions. This partitioning of the effective stress into two single-porosity effective stresses allows fluid pressure dissipation at the macropores and micropores to be considered separately, with important implications for individual characterization of the hardening responses at the two pore scales. Experimental data suggest that the constitutive framework captures the laboratory responses of aggregated soils more accurately than other models previously reported in the literature. Numerical simulations of boundary-value problems reveal the capability of the framework to capture the effect of secondary compression as the micropores discharge fluids into the macropores.

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Section: Introductionmentioning

confidence: 99%

Cam-Clay plasticity, Part VIII: A constitutive framework for porous materials with evolving internal structure

Borja

Choo

2016

Computer Methods in Applied Mechanics and Engineering

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“…Sterpi [23] proposed an empirical relationship for immigrated fine particles in sand-clay mixture, hydraulic gradient, and time due to suffusion. In fact, the soils in the interface zone is a double-porosity media [27,28,29], Bonelli and Marot [19] explained that the soil suffusion is an interfacial process and derived the suffusion law to quantify the amount by means of the multi-scale approach, which is newly developed to describe the behaviour of clay-sand mixture in recent years [30,31]. Afterwards, Golay and Bonelli [32] used a finite element numerical model to simulate the clay-water interface erosion process.…”

Section: Analysis and Discussion On Geotextile Effect On The Clay-san...mentioning

confidence: 99%

Physical model study on the clay–sand interface without and with geotextile separator

Feng

Yin

et al. 2019

Acta Geotech.

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In most marine reclamation projects, sand fills are directly placed on soft marine soils in the seabed. The sand particles can easily penetrate into the soft marine soils, and soft soils can also move into the pores inside sand through the initial contact interface between the sand and the soft soils. In this case, the permeability and the volume of the sand above the initial surface are reduced. To avoid this problem, a geotextile separator may be placed on the surface of the soft soils in the seabed before placing the sand. In this study, a two-dimensional (2-D) physical model is utilized to study the geotextile separator effects. The initial conditions of clayey soil, filled sand, and surcharge loading were kept the same in the physical model test with the only difference in that a geotextile separator was placed on the clay surface or not. The settlements of the initial interface were recorded and compared for the two cases without or with the geotextile separator. Particle size distributions of soils taken across the interface for different time durations were also measured, analyzed, and compared. Based on the result analysis, the sand percolation depth was 40 mm and fine particle suffusion was apparent when sand was directly placed on the marine slurry surface without using the geotextile separator. Comparatively, the sand percolation was avoided, and the fine particle suffusion was effectively diminished when the geotextile separator was utilized. A relative fine particle fraction is defined to illustrate the immigrated fine particles from clay to sand soils. The fine particle percentages of the HKMD-sand mixtures are calculated for the two cases without and with a geotextile separator for a better analysis of the geotextile separator effects in practice.

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“…In reality, however, the soil does not behave in such an ideal manner but in highly nonlinear way. [29][30][31] O'Reilly and New 32 pointed out that by using simple linear elastic soil constitutive model rather than more sophisticated nonlinear models, the maximum surface settlement could be reasonably predicted; however, the distortion and curvature of the surface settlement could not be well predicted. Additionally, the plastic irreversible deformation of soil body also should be taken into account.…”

Section: Constitutive Modelmentioning

confidence: 99%

Mechanized tunneling induced ground movement and its dependency on the tunnel volume loss and soil properties

Zhao

Lavasan

Thomas³

et al. 2019

Num Anal Meth Geomechanics

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Summary This study investigates the ground movements due to mechanized tunnel excavation by applying two‐dimensional finite element analyses. To assess the contribution of the compressibility and plasticity of the soil on the ground movements, different constitutive models are employed to describe the soil behavior. The influence of volume loss around the tunnel on the surface volume loss is investigated, and a quadratic correlation between them is proposed. Consequently, the empirical Gaussian distribution curve, which is generally used to determine the tunneling induced settlement trough, is improved by applying the proposed quadratic correlation between surface volume loss and tunnel volume loss. Furthermore, the settlement trough width parameter has been derived by a linear function of tunnel volume loss as well. The proposed equations are validated via a case study of centrifuge tests from the literature. The results show that the proposed modification enhances the empirical solution by having better knowledge on the model parameters. Additionally, tunnel overburden and coefficient of lateral earth pressure at rest (K0) are taken into account to study their influence on the tunneling induced surface settlements. Finally, global sensitivity analysis is applied to evaluate the relative importance of corresponding model parameters in terms of their influence on the ground movements.

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Analysis of the compression behavior of artificial lumpy composite materials

Cited by 16 publications

References 24 publications

Cam-Clay plasticity, Part VIII: A constitutive framework for porous materials with evolving internal structure

Cam-Clay plasticity, Part VIII: A constitutive framework for porous materials with evolving internal structure

Physical model study on the clay–sand interface without and with geotextile separator

Mechanized tunneling induced ground movement and its dependency on the tunnel volume loss and soil properties

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