Fluid-Soil-Structure Interaction in Liquefaction around a Cyclically Moving Cylinder

Foray, Pierre; Bonjean, David; Michallet, Hervé; Mory, Mathieu

doi:10.1061/(asce)0733-950x(2006)132:4(289)

Cited by 11 publications

(3 citation statements)

References 18 publications

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“…An alternative approach to field measurements is to reproduce the wave action in the laboratory by cyclically moving a structure on a sand bed. Such experiments performed by Foray et al [2006] have shown that momentary liquefaction can be reached locally around the structure at each cycle.…”

Section: Introductionmentioning

confidence: 99%

Wave‐induced pore pressure measurements near a coastal structure

2009

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[1] Wave-induced pore pressures were measured at various depths below the sandy bed in front of a coastal structure. The results of a weeklong field experiment carried out in September 2003 on the beach of Capbreton, in southwest France, are presented. The coastal structure was located in the intertidal zone of the beach. The transmission of pressure variations inside the soil, as compared to the pressure variations produced by the waves in the water layer, are analyzed in terms of both amplitude decay and phase shifts and compared to theoretical models. The gas content inside the soil was also measured. The results confirm that the gas content is a key parameter affecting the transmission of pressure inside the soil. It is shown that a significant upward pressure gradient is generated during a wave period, which can liquefy a 30 cm deep superficial layer of the soil. This is interpreted in terms of momentary liquefaction events. The manner in which the phenomena change during the different tidal periods investigated is described. The dependence of the results on wave height and bed level is discussed. Whereas the soil properties were not modified over a tidal period when the wave activity was sufficiently low, a significant change in the transmission of pressure variations inside the soil was observed when the structure was subjected to larger waves. This is interpreted in terms of a change in the gas content in the superficial layer.Citation: Michallet, H., M. Mory, and I. Piedra-Cueva (2009), Wave-induced pore pressure measurements near a coastal structure,

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Section: Introductionmentioning

confidence: 99%

Wave‐induced pore pressure measurements near a coastal structure

2009

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“…Previous studies have shown significant interest in understanding the behavior of marine pipe-soil interactions under lateral oblique force actions [1,[10][11][12][13][14]. Researchers have conducted scaled model tests, including centrifugal tests, and field trials using mechanicalactuator methods to evaluate the instability of untrenched pipelines and explore the relationship between soil resistance and pipe displacements on soil seabeds [6,[15][16][17][18]. These experimental tests have revealed that several factors, such as soil type, magnitude and direction of lateral force actions, pipe surface roughness, end constraint condition of pipes, and initial embedment, influence the untrenched pipe-soil interaction behaviors [6,8,[19][20][21].…”

Section: Introductionmentioning

confidence: 99%

Micromechanical Analysis of Lateral Pipe–Soil Interaction Instability on Sloping Sandy Seabeds

Peng,

2024

JMSE

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The micromechanical mechanism of pipe instability under lateral force actions on sloping sandy seabeds is unclear. This study investigated the effects of slope angle and instability direction (upslope or downslope) on pipe–soil interaction instability for freely laid and anti-rolling pipes using coupled discrete element method and finite element method (DEM–FEM) simulations. The numerical results were analyzed at both macro- and microscales and compared with the experimental results. The findings revealed that the ultimate drag force on anti-rolling pipes increased with slope angle and was significantly larger than that on freely laid pipes for both downslope and upslope instabilities. Additionally, the rotation-induced upward traction force was proved to be the essential reason for the smaller soil deformation around freely laid pipes. Moreover, the shape differences in the motion trajectories of pipes were successfully explained by variations in the soil supporting force distributions under different slope conditions. Additionally, synchronous movement between the pipe and adjacent particles was identified as the underlying mechanism for the reduced particle collision and shear wear on pipe surfaces under a high interface coefficient. Furthermore, an investigation of particle-scale behaviors revealed conclusive mechanistic patterns of pipe–soil interaction instability under different slope conditions. This study could be useful for the design of pipelines in marine pipeline engineering.

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“…A non-associated bounding surface model was then constructed on the basis of test data and the theory of plasticity was used to simulate the response of a pipeline embedded in sandy soil under combined vertical and horizontal monotonic loading. Foray et al (2006) studied the pipe-soil interaction with special emphasis on the conditions leading to liquefaction around a pipe. By employing a large-scale experimental setup with an electromechanic actuator to simulate the hydrodynamic loadings, White and Cheuk (2008) investigated the soil resistance on the pipeline during large cycles of lateral movement.…”

Section: Introductionmentioning

confidence: 99%