Wave-induced dynamic response and instability of seabed around caisson breakwater

Ülker, Mehmet; Rahman, M.; Guddati, Murthy N.

doi:10.1016/j.oceaneng.2010.09.004

Cited by 96 publications

(35 citation statements)

References 18 publications

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“…The pore pressure and seabed and structure stress were considered in the following studies which is based on Biot's equations (QS model) or its extensions (PD model and FD model). Among these, the potential flow theory (Mostafa et al 1999;Mizutani et al 1998;Jeng et al 2001;Ulker et al 2010) and Reynolds-averaged Navier-Stokes (RANS) equations (Zhang JS et al 2011;Zhang et al 2012;Jeng et al 2013) were used to provide wave loading and investigate the seabed and structures response in 2D condition. However, the 2D study cannot simulate the wave diffraction that normally occurs around the marine structures.…”

Section: Introductionmentioning

confidence: 99%

Three-dimensional numerical model for wave-induced seabed response around mono-pile

Sui

Zhang

Guo

et al. 2015

Ships and Offshore Structures

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Section: Introductionmentioning

confidence: 99%

Three-dimensional numerical model for wave-induced seabed response around mono-pile

Sui

Zhang

Guo

et al. 2015

Ships and Offshore Structures

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“…Actually, the first item: (1 + 2K 0 /3)( s − w )z means the initial normal effective stress. It has been reported in previous studies that the coastal structure significantly affects the stress fields in the seabed foundation, compared to that without any structure [20,27]. After the breakwater is constructed on seabed, the seabed foundation will reach a new equilibrium consolidation status induced by the self-weight of the breakwater.…”

Section: Wave-induced Residual Liquefactionmentioning

confidence: 97%

“…Due to the fact that the breakwater is built on a sloping seabed, the magnitude of the displacement toward left side is greater than that toward right side. The magnitudes of horizontal The comparison for the development of liquefaction zone between two different approaches: (a) without pre-consolidation due to self-weight of a breakwater, i.e., (20); and (b) with preconsolidation due to self-weight of a breakwater, i.e., (21), is illustrated in Fig. 6.…”

Section: Wave-induced Residual Liquefactionmentioning

confidence: 99%

“…In their models, the Laplace equation for fluid domain and the modified Navier-Stokes equation for the porous flow in seabed and rubble mound are solved using BEM while the determination of stress status in seabed foundation are obtained by solving the Biots consolidation using FEM. Ulker et al [20] may be the first to consider the effect of pre-consolidation due to the self-weight of a composite breakwater in the assessment of the momentary liquefaction subject to standing wave loading. Their research concluded that there was always a liquefaction zone at the toe of the rubble-mound foundation, which would directly result in the instability of the breakwater.…”

Section: Introductionmentioning

confidence: 99%

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Numerical study of wave-induced soil response in a sloping seabed in the vicinity of a breakwater

Zhao

Jeng

2015

Applied Ocean Research

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a b s t r a c tIn this study, a mathematical integrated model is developed to investigate the wave-induced sloping seabed response in the vicinity of breakwater. In the present model, the wave model is based on the Volume-Averaged/Reynolds Averaged Navier-Stokes (VARANS) equations, while Biot's consolidation equation is used to govern the soil model. The influence of turbulence fluctuations on the mean flow with respect to the complicated interaction between wave, sloping seabed and breakwater are obtained by solving the Volume-Averaged k − model. Unlike previous investigations, the phase-resolved absolute shear stress is used as the source of accumulation of residual pore pressure, which can link the oscillatory and residual mechanisms simultaneously. Based on the proposed model, parametric studies regarding the effects of wave and soil characteristics as well as bed slopes on the wave-induced soil response in the vicinity of breakwater are investigated. Numerical results indicate that wave-induced seabed instability is more likely to occur in a steep slope in the case of soil with low relative density and low permeability under large wave loadings. It is also found that, the permeability of breakwater significantly affect the potential for liquefaction, especially in the region below the breakwater.

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“…Most of the efforts have been directed towards assessing the effects of waves on rubble-mound breakwaters and the forces exerted on the upright section of vertical breakwaters. The effects of dynamic response of vertical breakwaters subject to breaking wave loads have been investigated by many scholars, e.g., Oumeraci and Kortenhaus (1994), Goda (1994), Lamberti and Martinell (1998), Ulker et al (2010), Cuomo et al (2011).…”

Section: Introductionmentioning

confidence: 99%

An experimental investigation on the stability of foundation of composite vertical breakwaters

Torabi

Shafieefar

2015

J. Marine. Sci. Appl.

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A series of 2D model tests were conducted to assess the foundation stability of composite vertical breakwaters. In this paper, the results from the experimental study are presented conjointly with a formula to estimate the stability number of foundation, which is the most important parameter for evaluation of foundation stability of such structures. The influences of wave height, wave period and the berm width on the stability of composite breakwaters with different armor stone sizes were investigated. Forty-five tests were performed to cover the influences of these parameters. According to the present research, berm width is a significant parameter concerning erosion of armor foundation. As the berm width increases, the amount of berm erosion decreases. Comparisons are made between results of present study and the estimated stability number proposed by Kimura et al. (1994), which is extension of Tanimoto formula. Results show that the later formula underestimates the stability number. However, by applying an enhancement factor about 1.7 meters to Kimura et al. formula, results correlated with the present experimental results..

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Wave-induced dynamic response and instability of seabed around caisson breakwater

Cited by 96 publications

References 18 publications

Three-dimensional numerical model for wave-induced seabed response around mono-pile

Three-dimensional numerical model for wave-induced seabed response around mono-pile

Numerical study of wave-induced soil response in a sloping seabed in the vicinity of a breakwater

An experimental investigation on the stability of foundation of composite vertical breakwaters

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