An integrated numerical model for wave–soil–pipeline interactions

Lin, Zhifang; Guo, Yakun; Jeng, Dong‐Sheng; Liao, Chencong; Rey, Nick

doi:10.1016/j.coastaleng.2015.11.003

Cited by 86 publications

(30 citation statements)

References 46 publications

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“…The wave sub-model is based on the FDM solved equation in Flow 3D framework, while the COMSOL Multiphysics [28] software was used to establish the seabed sub-model, which the FEM solved-equation is assigned as the governing equation. Numerous studies in the past have employed these set of equations in the investigation of the WSSI around offshore pipelines [29,30] breakwater structures [31,32] and offshore pile structures [20,21].…”

Section: Theoretical Modelmentioning

confidence: 99%

3-Dimensional numerical study of wave-induced seabed response around three different types of wind turbine pile foundations

et al. 2019

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In this paper, preliminary study is conducted on oscillatory wave-induced seabed response around three configuration cases of pile support foundations applying a 3-dimensional integrated numerical model to study and comparatively analyzed them. In the past, numerous studies have been conducted into exploring the wave-seabed-structure interaction (WSSI) mostly around monopile. However, attention on other pile support structure foundations is minimal. In this present study, Reynolds-Average Navier-Stokes equations with k-turbulence closure as well as Biot's poroelastic theory are employed to govern the wave motion and porous seabed foundation respectively. The present numerical model is compared with available physical experimental data to determine its capability of simulating the WSSI around pile structures. Results analysis indicate that the impact of wave forces and wave pressure on the gravity-based support foundation is relatively higher than that of the monopile and tripod support pile due to the large peripheral area it occupied. Result of the momentary wave-induced liquefaction depth for the three configuration cases of pile structures at the upstream side in the seabed foundation shows that the tripod support pile has higher tendency resistance against wave-induced liquefaction, which may perhaps be due to the additional legs.

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Section: Theoretical Modelmentioning

confidence: 99%

3-Dimensional numerical study of wave-induced seabed response around three different types of wind turbine pile foundations

et al. 2019

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“…in which γ s is the unit weight of seabed soil and p b is the wave pressure on the seabed surface. In the previous studies, this liquefaction criterion has been widely adopted to estimate the wave-induced seabed liquefaction potential around pipelines [43,44], breakwaters [45] and pile foundations [38,39,46]. In this study, the soil unit weight is taken as 1.8γ w .…”

Section: Seabed Liquefactionmentioning

confidence: 99%

Numerical Simulation of a Sandy Seabed Response to Water Surface Waves Propagating on Current

Tong¹,

Liao²,

Chen³

et al. 2018

JMSE

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An integrated numerical model is developed to study wave and current-induced seabed response and liquefaction in a flat seabed. The velocity-inlet wave-generating method is adopted in the present study and the finite difference method is employed to solve the Reynolds-averaged Navier-Stokes equations with k-ε turbulence closure. The model validation demonstrates the capacity of the present model. The parametrical study reveals that the increase of current velocity tends to elongate the wave trough and alleviate the corresponding suction force on the seabed, leading to a decrease in liquefaction depth, while the width of the liquefaction area is enlarged simultaneously. This goes against previous studies, which ignored fluid viscosity, turbulence and bed friction.

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“…In recent years, the wave-induced seabed response in the vicinity of offshore structures has been the focus of numerous studies [21][22][23][24][25]. In particular, the wave-induced seabed response around pile foundations [26][27][28], breakwaters [29][30][31] and pipelines [32][33][34][35][36] has attracted a lot of attention. It should be noted that, in the aforementioned studies, the ocean seabed was regarded as a homogeneous porous medium to describe the mechanisms of the wave-induced seabed response around pile foundations, breakwaters and pipelines.…”

Section: Introductionmentioning

confidence: 99%

Wave-Induced Seabed Response around a Dumbbell Cofferdam in Non-Homogeneous Anisotropic Seabed

Chen

Jeng

Liao

et al. 2019

JMSE

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Cofferdams are frequently used to assist in the construction of offshore structures that are built on a natural non-homogeneous anisotropic seabed. In this study, a three-dimensional (3D) integrated numerical model consisting of a wave submodel and seabed submodel was adopted to investigate the wave–structure–seabed interaction. Reynolds-Averaged Navier–Stokes (RANS) equations were employed to simulate the wave-induced fluid motion and Biot’s poroelastic theory was adopted to control the wave-induced seabed response. The present model was validated with available laboratory experimental data and previous analytical results. The hydrodynamic process and seabed response around the dumbbell cofferdam are discussed in detail, with particular attention paid to the influence of the depth functions of the permeability K i and shear modulus G j . Numerical results indicate that to avoid the misestimation of the liquefaction depth, a steady-state analysis should be carried out prior to the transient seabed response analysis to first determine the equilibrium state caused by seabed consolidation. The depth function G j markedly affects the vertical distribution of the pore pressure and the seabed liquefaction around the dumbbell cofferdam. The depth function K i has a mild effect on the vertical distribution of the pore pressure within a coarse sand seabed, with the influence concentrated in the range defined by 0.1 times the seabed thickness above and below the embedded depth. The depth function K i has little effect on seabed liquefaction. In addition, the traditional assumption that treats the seabed parameters as constants may result in the overestimation of the seabed liquefaction depth and the liquefaction area around the cofferdam will be miscalculated if consolidation is not considered. Moreover, parametric studies reveal that the shear modulus at the seabed surface G z 0 has a significant influence on the vertical distribution of the pore pressure. However, the effect of the permeability at the seabed surface K z 0 on the vertical distribution of the pore pressure is mainly concentrated on the seabed above the embedded depth in front and to the side of the cofferdam. Furthermore, the amplitude of pore pressure decreases as Poisson’s ratio μ s increases.

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An integrated numerical model for wave–soil–pipeline interactions

Cited by 86 publications

References 46 publications

3-Dimensional numerical study of wave-induced seabed response around three different types of wind turbine pile foundations

3-Dimensional numerical study of wave-induced seabed response around three different types of wind turbine pile foundations

Numerical Simulation of a Sandy Seabed Response to Water Surface Waves Propagating on Current

Wave-Induced Seabed Response around a Dumbbell Cofferdam in Non-Homogeneous Anisotropic Seabed

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