Estimations of wave forces on crown walls based on wave overtopping rates

Molines, Jorge; Herrera, Maria P.; Medina, Josep R.

doi:10.1016/j.coastaleng.2017.11.004

Cited by 31 publications

(21 citation statements)

References 11 publications

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“…For such cases, reliable estimations of q crest +q armour are essential for predictions of the total overtopping volume behind a revetment in order to estimate the needed drainage capacity. Molines et al (2018) use q crest to predict the wave loads on crown walls, but this means that if q crest = 0 then the forces are also zero. This is clearly not correct as water can still flow in the permeable crest and cause loads on the crown wall.…”

Section: Introductionmentioning

confidence: 99%

Overtopping on Breakwaters With a Permeable Crest

Eldrup¹,

Andersen²,

Thomsen³

et al. 2018

Int. Conf. Coastal. Eng.

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In model tests, the wave overtopping discharge is typically measured at the rear corner of the armour crest. So far, all overtopping formulae have been calibrated to predict this specific overtopping discharge. The EurOtop Manual however proposed a formula to include also the discharge trough the permeable armour crests. The total overtopping including the discharge trough the crest armour is relevant in relation to rear armour stability. The discharge trough the armour depends also on the permeability of the core material. In order to study this effect, new model tests were performed with a permeable and an impermeable core. A method for the prediction of the total overtopping discharge is given.

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Section: Introductionmentioning

confidence: 99%

Overtopping on Breakwaters With a Permeable Crest

Eldrup¹,

Andersen²,

Thomsen³

et al. 2018

Int. Conf. Coastal. Eng.

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show abstract

“…To this end, wave gauges were separated in the range L m /4 to L m /8 in the generation and model areas, respectively. During the tests, wave characteristics, wave overtopping, crown wall stability, and armor layer damage were analyzed (see Molines et al [20]). Wave overtopping was recorded with a chute connected to a collection tank weighted by a load cell.…”

Section: Physical Modelmentioning

confidence: 99%

Influence of Parapets on Wave Overtopping on Mound Breakwaters with Crown Walls

et al. 2019

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Background literature on the influence of parapets on the overtopping of mound breakwaters is limited. In this study, numerical tests were conducted using computational fluid dynamics (CFD) to analyze the influence of nine crown wall geometries (seven with parapets). The CFD model was implemented in OpenFOAM ® and successfully validated with laboratory tests. A new estimator of the dimensionless mean wave-overtopping discharges (logQ) on structures with parapets is proposed. The new estimator depends on the estimation of logQ of the same structure without a parapet. The effects on wave overtopping of the parapet angle (ε p ), parapet width (w p ), and parapet height (h p ) were analyzed. Low values of ε p and w p /h p ≈ 1 produced the highest parapet effectiveness to reduce the mean wave-overtopping discharges.

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“…Several proposals [1,3,5,7,10,12] were based on the estimates of virtual wave run-up levels (Ru 2% ), which are the wave run-up levels that would be reached in the case of extending the armor layer. More recent methods use numerical models [4] and neural networks estimations [2]. All the mentioned methods except [3] and [5] are based on physical model tests in wave flumes with perpendicular wave attack or the numerical modeling of structures under perpendicular wave attack.…”

Section: Oblique Wave Attack On Forces On Rubble Mound Breakwaters Crmentioning

confidence: 99%

“…Guidelines for crest walls design [1][2][3] exist, but they are only valid within their range of tested cross sections. In Jacobsen et al [4], a numerical model is presented to estimate wave loads on the crest walls of rubble mound breakwaters.…”

Section: Introductionmentioning

confidence: 99%

Oblique Wave Attack on Rubble Mound Breakwater Crest Walls of Finite Length

Mares-Nasarre

Gent

2020

Water

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Rubble mound breakwaters usually present a crest wall to increase the crest freeboards without a large increase of the consumption of material. Methods in the literature to design crest walls are based on estimates of the wave loads. These methods are focused on the maximum loading that attacks a single position of the crest wall. In practice, crest walls have a finite length. Since the maximum loading does not occur at the same instant over the entire length of the crest wall for oblique waves, these methods overestimate the loading in the situation of oblique waves. Wave loads under oblique wave attack have been measured in physical model tests. A method to account for the effect of the finite length of crest walls has been developed, and design guidelines have been derived. The results of this study in combination with the existing methods in the literature to estimate the wave forces enable a more advanced design of crest walls.

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Estimations of wave forces on crown walls based on wave overtopping rates

Cited by 31 publications

References 11 publications

Overtopping on Breakwaters With a Permeable Crest

Overtopping on Breakwaters With a Permeable Crest

Influence of Parapets on Wave Overtopping on Mound Breakwaters with Crown Walls

Oblique Wave Attack on Rubble Mound Breakwater Crest Walls of Finite Length

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