Manytypesofgeosynthetic-reinforcedsoil are subjectedto repeatedor cyclic loading. In transportati... more Manytypesofgeosynthetic-reinforcedsoil are subjectedto repeatedor cyclic loading. In transportationinfrastructures suchloading conditionsoccur inpave- ments supported by reinforced soil retaining walls, reinforced soil bridge abutments, reinforced roadways, or railway foundations. Insufficient knowledge on the mid- and long-term performance of geosynthetics and on soil-reinforcement interaction under suchconditionsmightbeconsideredahurdletotheiruseasreinforcementinpermanent earth structures. In this paper, information on the performance of geosynthetic-rein- forcedsoil structuresandthe durabilityofgeosyntheticmaterialsunderrepeatedorcy- clic loading is
A 17 m-high steel strip reinforced soil retaining wall was instrumented to compare field measurem... more A 17 m-high steel strip reinforced soil retaining wall was instrumented to compare field measurements with predictions given by the design guidelines of the Amer- ican Association of State Highway and Transportation Officials (AASHTO) 1996 Stan- dard Specifications and the AASHTO 1999 Interim Revisions. The AASHTO models were conservative with respect to external lateral earth pressures and lateral earth pres-
ABSTRACT The volumetric creep of loose granular materials, in absence of pore fluid pressure, is ... more ABSTRACT The volumetric creep of loose granular materials, in absence of pore fluid pressure, is modeled as a stochastic process of diffusion-convection for excess porosity under sustained, applied loading. The analogy of the underlying concepts, with the theory of sedimentation in Brownian motion, and differences with the earlier contribution of Marsal (1965) are discussed. The analytical formulation and numerical solution are presented for a 1D compression with finite strain and moving boundary surface. The results represent the time evolution of the spatial distribution of the material porosity and the rate of settlement. The compression versus time relationship is normalized in dimensionless form to facilitate the determination of the governing equation coefficients from test data. Examples of determination and comparisons with the model response are presented. According to the model, final settlement is reached asymptotically with equilibrium porosity. At transient states, the spatial distribution of porosity is not necessarily uniform, even when both initial and final distribution are uniform.
ABSTRACT The volumetric creep of loose granular materials, in absence of pore fluid pressure, is ... more ABSTRACT The volumetric creep of loose granular materials, in absence of pore fluid pressure, is modeled as a stochastic process of diffusion-convection for excess porosity under sustained, applied loading. The analogy of the underlying concepts, with the theory of sedimentation in Brownian motion, and differences with the earlier contribution of Marsal (1965) are discussed. The analytical formulation and numerical solution are presented for a 1D compression with finite strain and moving boundary surface. The results represent the time evolution of the spatial distribution of the material porosity and the rate of settlement. The compression versus time relationship is normalized in dimensionless form to facilitate the determination of the governing equation coefficients from test data. Examples of determination and comparisons with the model response are presented. According to the model, final settlement is reached asymptotically with equilibrium porosity. At transient states, the spatial distribution of porosity is not necessarily uniform, even when both initial and final distribution are uniform.
... Lateral restraint has been shown to occur with moderate surface deflection when geogrids are ... more ... Lateral restraint has been shown to occur with moderate surface deflection when geogrids are used as ... J., and Farrar, DM, Model and full-scale tests of granular layers reinforced with a geogrid. Proc. ... 64-?5. Giroud, JP and Noirav, L., Geotextile-reinforced unpaved road design. ...
La fiabilité d’un mur de soutènement modélisé comme un système en série est analysée, afin d’éval... more La fiabilité d’un mur de soutènement modélisé comme un système en série est analysée, afin d’évaluer le rôle joué par les corrélations entre modes de défaillance. Les calculs sont effectués par simulation numérique et une étude paramétrique est faite. On observe que les corrélations modales varient largement mais sont toutes positives, ce qui valide l’application pratique de la méthode des bornes de premier ordre pour les ouvrages de ce type.
The external stability of mechanically stabilized earth (MSE) walls is modelled following a stoch... more The external stability of mechanically stabilized earth (MSE) walls is modelled following a stochastic approach. The model computes the probability of failure of a system in series with three components. Computations are performed using Monte Carlo simulations for assumed probability distributions of the involved random variables. Dependency between failure mechanisms is taken into account by means of coefficients of linear
Manytypesofgeosynthetic-reinforcedsoil are subjectedto repeatedor cyclic loading. In transportati... more Manytypesofgeosynthetic-reinforcedsoil are subjectedto repeatedor cyclic loading. In transportationinfrastructures suchloading conditionsoccur inpave- ments supported by reinforced soil retaining walls, reinforced soil bridge abutments, reinforced roadways, or railway foundations. Insufficient knowledge on the mid- and long-term performance of geosynthetics and on soil-reinforcement interaction under suchconditionsmightbeconsideredahurdletotheiruseasreinforcementinpermanent earth structures. In this paper, information on the performance of geosynthetic-rein- forcedsoil structuresandthe durabilityofgeosyntheticmaterialsunderrepeatedorcy- clic loading is
A 17 m-high steel strip reinforced soil retaining wall was instrumented to compare field measurem... more A 17 m-high steel strip reinforced soil retaining wall was instrumented to compare field measurements with predictions given by the design guidelines of the Amer- ican Association of State Highway and Transportation Officials (AASHTO) 1996 Stan- dard Specifications and the AASHTO 1999 Interim Revisions. The AASHTO models were conservative with respect to external lateral earth pressures and lateral earth pres-
ABSTRACT The volumetric creep of loose granular materials, in absence of pore fluid pressure, is ... more ABSTRACT The volumetric creep of loose granular materials, in absence of pore fluid pressure, is modeled as a stochastic process of diffusion-convection for excess porosity under sustained, applied loading. The analogy of the underlying concepts, with the theory of sedimentation in Brownian motion, and differences with the earlier contribution of Marsal (1965) are discussed. The analytical formulation and numerical solution are presented for a 1D compression with finite strain and moving boundary surface. The results represent the time evolution of the spatial distribution of the material porosity and the rate of settlement. The compression versus time relationship is normalized in dimensionless form to facilitate the determination of the governing equation coefficients from test data. Examples of determination and comparisons with the model response are presented. According to the model, final settlement is reached asymptotically with equilibrium porosity. At transient states, the spatial distribution of porosity is not necessarily uniform, even when both initial and final distribution are uniform.
ABSTRACT The volumetric creep of loose granular materials, in absence of pore fluid pressure, is ... more ABSTRACT The volumetric creep of loose granular materials, in absence of pore fluid pressure, is modeled as a stochastic process of diffusion-convection for excess porosity under sustained, applied loading. The analogy of the underlying concepts, with the theory of sedimentation in Brownian motion, and differences with the earlier contribution of Marsal (1965) are discussed. The analytical formulation and numerical solution are presented for a 1D compression with finite strain and moving boundary surface. The results represent the time evolution of the spatial distribution of the material porosity and the rate of settlement. The compression versus time relationship is normalized in dimensionless form to facilitate the determination of the governing equation coefficients from test data. Examples of determination and comparisons with the model response are presented. According to the model, final settlement is reached asymptotically with equilibrium porosity. At transient states, the spatial distribution of porosity is not necessarily uniform, even when both initial and final distribution are uniform.
... Lateral restraint has been shown to occur with moderate surface deflection when geogrids are ... more ... Lateral restraint has been shown to occur with moderate surface deflection when geogrids are used as ... J., and Farrar, DM, Model and full-scale tests of granular layers reinforced with a geogrid. Proc. ... 64-?5. Giroud, JP and Noirav, L., Geotextile-reinforced unpaved road design. ...
La fiabilité d’un mur de soutènement modélisé comme un système en série est analysée, afin d’éval... more La fiabilité d’un mur de soutènement modélisé comme un système en série est analysée, afin d’évaluer le rôle joué par les corrélations entre modes de défaillance. Les calculs sont effectués par simulation numérique et une étude paramétrique est faite. On observe que les corrélations modales varient largement mais sont toutes positives, ce qui valide l’application pratique de la méthode des bornes de premier ordre pour les ouvrages de ce type.
The external stability of mechanically stabilized earth (MSE) walls is modelled following a stoch... more The external stability of mechanically stabilized earth (MSE) walls is modelled following a stochastic approach. The model computes the probability of failure of a system in series with three components. Computations are performed using Monte Carlo simulations for assumed probability distributions of the involved random variables. Dependency between failure mechanisms is taken into account by means of coefficients of linear
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