Modélisation physique et numérique de l’action d’un glissement lent sur des fondations d’ouvrages d’art

Boutonnier, Luc; Guerpillon, Y; Foray, Pierre; Flavigny, É.

doi:10.1051/geotech/2001095075

Cited by 4 publications

(6 citation statements)

References 4 publications

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“…For each CPT analyzed, the quasi-stationary cone resistance value is plotted on Figure 8 versus the corresponding derived effective friction angle value. These parameters appear reasonably linked by the following empirical relationship: ln q st = 0.2258 Φ' f -6.908 (8) This result has a practical consequence because it allows an estimate of the quasi-static cone resistance value (or alternatively of the relative density of the sand via the q st -Dr relation) from the first phase of penetration. This is particularly useful for superficial sand layers which are not thick enough for the CPT to reach the critical depth.…”

Section: Model Calibrationmentioning

confidence: 94%

“…Their results are presented on Figure 9 as plots of measured peak undrained friction angle versus relative density. Similar triaxial tests have been performed at Laboratoire 3S on Hostun sand at very low confining stresses in the range 5 to 20 kPa (Gay, 2000). For the loose sand (Dr around 0.3), a friction angle of 35° was obtained, and for the dense sand (Dr around 0.8-0.9) a value of 42° was found.…”

Section: Model Calibrationmentioning

confidence: 95%

“…These values fit well with the results of Figure 9. Combining equation (7) and equation (8) and eliminating q st gives for all CPT data analyzed a direct relation between the relative density of the sands (estimated from the q st -Dr dependency) and the effective friction angle Φ' f (derived from the curve fitting).…”

Section: Model Calibrationmentioning

confidence: 99%

See 2 more Smart Citations

Refined Model for Interpreting Shallow Penetration CPTs in Sands

Puech¹,

Foray

2002

All Days

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Over the last 5 years the CPT (Cone Penetration Test) has become the reference geotechnical tool for assessing burial conditions along pipeline or telecommunication cable routes. At shallow penetrations in sands, the increase of the cone resistance with depth is strongly affected by the low confining pressures due to the overburden. This transitory phase is ignored in traditional CPT interpretation methods.The paper presents a new method for interpreting results obtained from standard cone penetration tests at shallow penetration (less than 3 meters) in saturated marine sands. The method is based on experimental data obtained from a series of laboratory tests in a calibration chamber and a back analysis of hundreds of offshore CPTs performed in water depths ranging from 50 to 2000m and in a large variety of environmental conditions (North Sea, Atlantic Ocean, Pacific Ocean)

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Section: Model Calibrationmentioning

confidence: 94%

Section: Model Calibrationmentioning

confidence: 95%

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Refined Model for Interpreting Shallow Penetration CPTs in Sands

Puech¹,

Foray

2002

All Days

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“…The material used in the tests is fine sand known under the name of Hostun RF sand. Various authors have studied this material (Gay 2000, Flavigny et al, 1990. The main physical and granulometric characteristics are referred to on Table 1.…”

Section: Three-dimensional Physical Modellingmentioning

confidence: 98%

Physical and analytical modelling of geosynthetic strip pull-out behaviour

Abdelouhab

Dias

Freitag³

2010

Geotextiles and Geomembranes

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“…Leurs caractéristiques figurent dans le Tableau 1. Le remblai renforcé est simulé par un sable fin uniforme, connu sous le nom de sable d'Hostun RF (Gay, 2000;Flavigny et al, 1990). Les caractéristiques du remblais général sont issues de la littérature et sont communément utilisées.…”

Section: Le Solunclassified

Modélisation numérique bidimensionnelle de murs en Terre Armée

Abdelouhab

Dias

Freitag³

2012

European Journal of Environmental and Civil Engineering

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Coulomb 3 -20 av. A. Einstein -69621 Villeurbanne cedex; b LTHE Université Joseph-Fourier, UMR 5564 BP 53, 38041 Grenoble cedex; c Terre Armée internationale 1 bis, rue du PetitClamart, 78140 Vélizy-Villacoublay, FranceAfin de s'affranchir de nouvelles étapes dans l'optimisation des méthodes de conception des murs en Terre Armée, une modélisation numérique précise est mise en oeuvre. Cette approche utilise des paramètres déterminés à partir d'études expérimentales. Un mur en Terre Armée est modélisé et étudié de deux points de vue: l'état limite de service "ELS" et l'état limite ultime "ELU". La construction du mur est simulée en plusieurs étapes et les paramètres d'interface sol/armature sont déduits des essais d'extraction. Une étude paramétrique est mise en place et permet de mettre en évidence l'influence de plusieurs paramètres. Les résultats de cette modélisation montre que l'utilisation de bandes géosynthé-tiques deux fois plus larges que les armatures métalliques conduit à plus de déforma-tion du mur, mais également à un facteur de sécurité plus élevé. Une étude paramétrique portant sur les paramètres géomécaniques a permis de mettre en évi-dence les paramètres les plus importants pour la modélisation de ce type de murs qui sont: l'angle de frottement et la cohésion du sol, la raideur de cisaillement à l'interface et le module élastique de l'armature. Il est également montré que pour la construction du mur qui implique des conditions de chargement statique, le modèle CJS2 qui tient compte de la non-linéarité du sol et de la dilatance avant la rupture induit des forces de tractions légèrement supérieures par rapport aux modèles de type Mohr Coulomb et Duncan-Chang.In order to make new steps in the optimisation of the design method of the Mechanically Stabilized Earth (MSE) wall, accurate numerical modeling was carried out using experimental parameters. A reference MSE wall is modeled from two points of view: serviceability limit state "SLS" and ultimate limit state "ULS". The construction of the wall is simulated in several stages and the soil/interface parameters are back analysed from pullout tests. An extensive parametric study is set up and permits to highlight the influence of several parameters. The modeling results show that the use of geosynthetic straps twice as wide than metallic strips induces more deformation of the wall but a higher safety factor. To design theses walls the important parameters are: the soil friction, the cohesion, the interface shear stiffness and the strip elastic modulus. It is also shown that for wall construction that involves static loading conditions, the CJS2 model which takes into account of the soil non-linearity and dilatancy before failure induces slightly higher strip tensile forces than Mohr Coulomb and modified Duncan-Chang models.

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Modélisation physique et numérique de l’action d’un glissement lent sur des fondations d’ouvrages d’art

Cited by 4 publications

References 4 publications

Refined Model for Interpreting Shallow Penetration CPTs in Sands

Refined Model for Interpreting Shallow Penetration CPTs in Sands

Physical and analytical modelling of geosynthetic strip pull-out behaviour

Modélisation numérique bidimensionnelle de murs en Terre Armée

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