Large-Scale Experiments on Pore Pressure Generation underneath a Caisson Breakwater

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

doi:10.1061/(asce)0733-950x(2006)132:4(310)

Cited by 67 publications

(60 citation statements)

References 10 publications

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“…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. Even under unfavorable conditions (loose sand and poor drainage conditions), total liquefaction was not observed in the study.…”

Section: Previous Work On Wave-seabed Interactionsmentioning

confidence: 99%

“…They concluded that pore water pressure fluctuations in the seabed due to short period waves are significant and are affected by the soil permeability and deformability, and wave-induced liquefaction is related to the upward seepage flow induced in the sea bed during the passage of wave troughs [16]. To understand the soil behavior in a controlled setting, wave tank experiments [14,19,33,39,41,42,47], compressive tests [12,51], and centrifugal wave tank studies [29,30,32] have also been conducted. Wave tank experiments have the advantage that they can provide the spatial and temporal distribution of the wave-induced pressures at the structure and at the bed surface.…”

Section: Previous Work On Wave-seabed Interactionsmentioning

confidence: 99%

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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%

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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“…The configurations of the flume and wave gauges are shown in Fig. 8 (Oumeraci and Kudella, 2004;Kudella et al, 2006). The sand profile consists of a beach profile with a 1:25 slope, starting at x = 169.6 m and ending at x = 230.5 m with a height of 2.45 m above the flume bottom.…”

Section: Experimental Set-upmentioning

confidence: 99%

“…Despite the extensive research in the past (e.g. Oumeraci and Kortenhaus, 1994;Oumeraci et al 2001;Kudella et al, 2006), the behaviour of sand foundations underneath monolithic structures, subject to breaking wave impacts, has not yet been satisfactorily numerically simulated (nor has it been fully understood). This is partially due to simplifications adopted in the governing equations (i.e.…”

Section: Introductionmentioning

confidence: 99%

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Modelling Wave-Induced Residual Pore Pressure and Deformation of Sand Foundations Underneath Caisson Breakwaters

Safti

Kudella

Oumeraci

2012

Int. Conf. Coastal. Eng.

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A finite volume model is developed for modelling the behaviour of the seabed underneath monolithic breakwaters. The fully coupled and fully dynamic Biot's governing equations are solved in a segregated approach. Two simplifications to the governing equations are presented and tested: (i) the pore fluid acceleration is completely neglected (the u-p approximation) and (ii) only the convective part is neglected. It is found that neglecting the pore fluid convection does not reduce the computational time for the presented model. Verification of the model results with the analytical solution of the quasi-static equations is presented. A multi-yield surface plasticity model is implemented in the model to simulate the foundation behaviour under cyclic loads. Preliminary validation of the model with large-scale physical model data is presented.

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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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Large-Scale Experiments on Pore Pressure Generation underneath a Caisson Breakwater

Cited by 67 publications

References 10 publications

Liquefaction potential of coastal slopes induced by solitary waves

Liquefaction potential of coastal slopes induced by solitary waves

Modelling Wave-Induced Residual Pore Pressure and Deformation of Sand Foundations Underneath Caisson Breakwaters

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

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