Cubipod® Armor Design in Depth-Limited Regular Wave-Breaking Conditions

Gómez-Martín, M. Esther; Herrera, Maria P.; González-Escrivá, Jose A.; Medina, Josep R.

doi:10.3390/jmse6040150

Cited by 8 publications

(7 citation statements)

References 15 publications

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“…The experimental set up also included three cameras to analyze the armor damage in the frontal slope, on the crest, and at the rare side of the armor using the virtual net method [18] as explained in Argente et al [19] and Gómez-Martín et al [20]. Overtopping discharges were collected and measured using a collection tank and a weighing system behind the model during each test.…”

Section: Experimental Methodologymentioning

confidence: 99%

Influence of Mild Bottom Slopes on the Overtopping Flow over Mound Breakwaters under Depth-Limited Breaking Wave Conditions

Mares-Nasarre

Gómez-Martín

Medina

2019

JMSE

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The crest elevation of mound breakwaters is usually designed considering a tolerable mean wave overtopping discharge. However, pedestrian safety, characterized by the overtopping layer thickness (OLT) and the overtopping flow velocity (OFV), is becoming more relevant due to the reduction of the crest freeboards of coastal structures. Studies in the literature focusing on OLT and OFV do not consider the bottom slope effect, even if it has a remarkable impact on mound breakwater design under depth-limited breaking wave conditions. Therefore, this research focuses on the influence of the bottom slope on OLT and OFV exceeded by 2% of incoming waves, hc,2% and uc,2%. A total of 235 2D physical tests were conducted on conventional mound breakwaters with a single-layer Cubipod® and double-layer rock and cube armors with 2% and 4% bottom slopes. Neural networks were used to determine the optimum point to estimate wave characteristics for hc,2% and uc,2% calculation; that point was located at a distance from the model toe of three times the water depth at the toe (hs) of the structure. The influence of the bottom slope is studied using trained neural networks with fixed wave conditions in the wave generation zone; hc,2% slightly decreases and uc,2% increases as the gradient of the bottom slope increases.

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Section: Experimental Methodologymentioning

confidence: 99%

Influence of Mild Bottom Slopes on the Overtopping Flow over Mound Breakwaters under Depth-Limited Breaking Wave Conditions

Mares-Nasarre

Gómez-Martín

Medina

2019

JMSE

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“…Gómez-Martín et al [21] carried out 2D physical model tests to analyze the trunk hydraulic stability of single-and double-layer Cubipod ® armors in depth-limited regular wave breaking and non-overtopping conditions with horizontal foreshore (m = 0) and armor slope cotα = 1.5. Gómez-Martín et al [21] proposed Equation (8) to design safe Cubipod ® armored breakwaters (cotα = 1.5) on gentle bottom slopes (0 ≤ m ≤ 2%), for any deep-water wave climate, regardless of the wave height at the toe of the structure, considering a design water depth (h) at a distance three times the water depth at the toe of the structure, h = h s (1 + 3 m).…”

Section: Hydraulic Stability Of Mound Breakwaters In Breaking Wave Conditionsmentioning

confidence: 99%

“…Finally, Equation (8) given by [21] for non-overtopped single-layer Cubipod ® armors in depth-limited breaking wave conditions is compared to the experimental data for the single-layer Cubipod ® model. A minimum nominal diameter D n,min = 3.70 cm was provided by Equation ( 8) for the worst case in this study (m = 4% and h s = 0.25 cm).…”

Section: Comparison With Non-overtopped Structuresmentioning

confidence: 99%

Armor Damage of Overtopped Mound Breakwaters in Depth-Limited Breaking Wave Conditions

Mares-Nasarre

Argente²,

Gómez-Martín

et al. 2021

JMSE

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Armor damage due to wave attack is the principal failure mode to be considered when designing conventional mound breakwaters. Armor layers of mound breakwaters are typically designed using formulas in the literature for non-overtopped mound breakwaters in non-breaking wave conditions, although overtopped mound breakwaters in the depth-induced breaking wave zone are common design conditions. In this study, 2D physical tests with an armor slope H/V = 3/2 are analyzed in order to better describe the hydraulic stability of overtopped mound breakwaters with double-layer rock, double-layer randomly-place cube and single-layer Cubipod® armors in depth-limited breaking wave conditions. Hydraulic stability formulas are derived for each armor section (front slope, crest and rear slope) and each armor layer. The front slope of overtopped double-layer rock structures is more stable than the front slope of non-overtopped mound breakwaters in breaking wave conditions. When wave attack increases, armor damage appears first on the front slope, later on the crest and, finally, on the rear side. However, once the damage begins on the crest and rear side, the progression is much faster than on the front slope, because more wave energy is dissipated through the armored crest and rear side.

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“…However, as it was stated by Gómez-Martín and Medina [37], changes in the packing density of cubes may end up with losses in the desired functionality of the structure. This failure mode, named heterogeneous packing (HeP), is related to a serviceability limit state and it was considered in different studies [38][39][40][41].…”

Section: E Equivalent Dimensionless Damage Accounting For Porositmentioning

confidence: 99%

Damage in Rubble Mound Breakwaters. Part II: Review of the Definition, Parameterization, and Measurement of Damage

Campos

Molina

Castillo

2020

JMSE

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Damage in rubble mound breakwaters has been addressed for more than 80 years and, as reported in “Part I: Historical review of damage models”, a considerable number of hydraulic instability models have been proposed up to date. Most of them were developed from small-scale physical tests, based on damage descriptors not always parameterized nor measured in the same way, which indeed complicates the comparison and reproducibility from different experimental data sources. The latter is increased by the lack of a standardized methodological approach inside an experimental and measuring process that involves many sources of uncertainty. Currently, the latest innovations applicable to damage measurement, together with the growing demand of reliable decision-making tools for conservation/maintenance strategies and structural/operational risk management, venture an upcoming proliferation of prototype monitoring, as well as new approaches aimed to characterize the stochastic nature of damage evolution. In this context, this paper is meant to review the concept of damage in rubble mound breakwaters, the different proposals for its parameterization, the past and present measuring techniques, and main challenges in the near future.

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Cubipod® Armor Design in Depth-Limited Regular Wave-Breaking Conditions

Cited by 8 publications

References 15 publications

Influence of Mild Bottom Slopes on the Overtopping Flow over Mound Breakwaters under Depth-Limited Breaking Wave Conditions

Influence of Mild Bottom Slopes on the Overtopping Flow over Mound Breakwaters under Depth-Limited Breaking Wave Conditions

Armor Damage of Overtopped Mound Breakwaters in Depth-Limited Breaking Wave Conditions

Damage in Rubble Mound Breakwaters. Part II: Review of the Definition, Parameterization, and Measurement of Damage

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