Liquefaction Phenomena underneath Marine Gravity Structures Subjected to Wave Loads

Groot, M.B. de; Kudella, Matthias; Meijers, P.; Oumeraci, Hocine

doi:10.1061/(asce)0733-950x(2006)132:4(325)

Cited by 64 publications

(22 citation statements)

References 8 publications

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“…Sumer et al [35] summarized the state-of-the-art of physical and numerical modeling of seismic-induced liquefactions, with special reference to marine structures. De Groot et al [13] analyzed the possible contributions of liquefaction phenomena on structure failure under regular waves, and they concluded that ''liquefaction flow failure'' is only possible with the combination of loose soil and poor drainage conditions. Kudella et al [19] conducted largescale experiments in a wave flume to study pore pressure generation under a caisson breakwater under pulsating and breaking waves.…”

Section: Previous Work On Wave-seabed Interactionsmentioning

confidence: 99%

Liquefaction potential of coastal slopes induced by solitary waves

et al. 2009

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Tsunami runup and drawdown can cause liquefaction failure of coastal fine sand slopes due to the generation of high excess pore pressure and the reduction of the effective over burden pressure during the drawdown. The region immediately seaward of the initial shoreline is the most susceptible to tsunami-induced liquefaction failure because the water level drops significantly below the still water level during the set down phase of the drawdown. The objective of this work is to develop and validate a numerical model to assess the potential for tsunamiinduced liquefaction failure of coastal sandy slopes. The transient pressure distribution acting on the slope due to wave runup and drawdown is computed by solving for the hybrid Boussinesq-nonlinear shallow water equations using a finite volume method. The subsurface pore water pressure and deformation fields are solved simultaneously using a finite element method. Two different soil constitutive models have been examined: a linear elastic model and a non-associative Mohr-Coulomb model. The numerical methods are validated by comparing the results with analytical models, and with experimental measurements from a large-scale laboratory study of breaking solitary waves over a planar fine sand beach. Good comparisons were observed from both the analytical and experimental validation studies. Numerical case studies are shown for a full-scale simulation of a 10-m solitary wave over a 1:15 and 1:5 sloped fine sand beach. The results show that the soil near the bed surface, particularly along the seepage face, is at risk to liquefaction failure. The depth of the seepage face increases and the width of the seepage face decreases with increasing bed slope. The rate of bed surface loading and unloading due to wave runup and drawdown, respectively, also increases with increasing bed slope. Consequently, the case with the steeper slope is more susceptible to liquefaction failure due to the higher hydraulic gradient. The analysis also suggests that the results are strongly influenced by the soil permeability and relative compressibility between the pore fluid and solid skeleton, and that a coupled solid/fluid formulation is needed for the soil solver. Finally, the results show the drawdown pore pressure response is strongly influenced by nonlinear material behavior for the full-scale simulation.

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Section: Previous Work On Wave-seabed Interactionsmentioning

confidence: 99%

Liquefaction potential of coastal slopes induced by solitary waves

et al. 2009

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“…Modes of failure of caisson breakwaters are discussed in Oumeraci [4] and Oumeraci et al [2]. Failure modes associated with liquefaction (partial/complete) are described in more details in [5].…”

Section: Seabed Response To Water Waves and Failure Modesmentioning

confidence: 98%

“…In addition to the scour of the seabed and to the erosion of the toe berm, foundation failures may include: soil liquefaction flow failure (not likely in realistic conditions of wave attack but possible in seismic action), stepwise failure or stepwise liquefaction failure [5], the latter being accompanied by significant residual pore pressure unlike the first, and finally wobble failure, which is due to large (instantaneous) cyclic strain. This means that in addition to sudden failures caused by an extreme single wave, cumulative gradual/stepwise failures caused by repetitive moderate wave loads must also be considered.…”

Section: Seabed Response To Water Waves and Failure Modesmentioning

confidence: 99%

“…De Groot et al [5] rule out the densification (contraction) of the subsoil and loads exceeding the strength of the subsoil. They suggest that the stepwise (liquefaction) failure beneath caisson breakwaters is mainly due to cyclic mobility.…”

Section: Seabed Response To Water Waves and Failure Modesmentioning

confidence: 99%

“…The stepwise failure mode is yet not implemented in the current design codes. Nevertheless, general guidelines for design purposes are provided in [5].…”

Section: Seabed Response To Water Waves and Failure Modesmentioning

confidence: 99%

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A numerical hydro-geotechnical model for marine gravity structures

Elsafti

Oumeraci

2016

Computers and Geotechnics

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Breaking wave‐induced response and instability of seabed around caisson breakwater

Ülker

Rahman

Guddati

2011

Num Anal Meth Geomechanics

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SUMMARYBreaking-wave-induced dynamic response and instability of seabed around a caisson breakwater are investigated. A seabed-rubble-breakwater system is modeled using finite elements. The impact response of the porous seabed and rubble foundation is assumed to be governed by the coupled Biot equations, and three possible formulations are considered with respect to the inclusion of inertial terms. The response is presented in terms of shear stress and pore pressure distributions at three locations underneath the breakwater. The effect of seabed and wave parameters and the inertial terms on the impact response is investigated through parametric studies. Analyses show that usually partly dynamic formulation yields the largest response amplitudes as compared to the fully dynamic formulation, which is the most complete form. The instability of seabed and rubble mound as a result of instantaneous liquefaction is also studied. Breaking wave-induced pressures in some cases are found to cause liquefaction in the rubble and the seabed. The effect of some parameters on the instability is found to be significant.

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Liquefaction Phenomena underneath Marine Gravity Structures Subjected to Wave Loads

Cited by 64 publications

References 8 publications

Liquefaction potential of coastal slopes induced by solitary waves

Liquefaction potential of coastal slopes induced by solitary waves

A numerical hydro-geotechnical model for marine gravity structures

Breaking wave‐induced response and instability of seabed around caisson breakwater

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