Hydraulic Performance of an Innovative Breakwater for Overtopping Wave Energy Conversion
Abstract
:1. Introduction
- (1)
- the device shows a similar or even reduced reflection coefficient with respect to traditional rubble mound breakwater;
- (2)
- overtopping at the rear side of the structure is reduced by adopting appropriate precautions, e.g., the realization of a parapet at the crest of the OBREC crown wall;
- (3)
- new design methods have been proposed for the estimation of the reflection coefficient, overtopping at the rear side of the structure and overtopping volume in the front reservoir.
2. Experimental Procedure and Setup
2.1. Wave Flume
2.2. Tested Configurations
2.3. Wave Characteristics
2.4. Instruments
3. Results
3.1. Overtopping Discharge in the Front Reservoir
3.2. Reflection
3.3. Wave Overtopping at the Rear Side of the Structure
4. Conclusions
Acknowledgments
Author Contributions
Conflicts of Interest
Nomenclature
(m) | reservoir width |
(m) | emerged sloping plate width |
(m) | height of the submerged sloping plate |
(m) | equivalent cube side length exceed by 50% of the stones |
(m) | height of sloping plate |
g () | gravity acceleration |
h (m) | depth at the toe of the structure |
(m) | depth in the accumulation box |
(m) | reflected significant wave height at the toe of the structure |
(m) | incident significant wave height at the toe of the structure |
(m) | depth in the front reservoir |
(-) | reflection coefficient |
(m) | deep water wavelength referenced to |
() | spectral moment of order 0 |
() | spectral moment of order −1 |
(-) | non-dimensional overtopping discharge towards the rear of the traditional rubble mound breakwater crown wall or towards the rear OBREC crown wall |
(-) | non-dimensional overtopping discharge into the reservoir |
() | average overtopping discharge towards the rear of the traditional rubble mound breakwater crown wall or towards the rear of the OBREC crown wall |
[] | average overtopping discharge into the reservoir |
R [m] | crest free-board of the structure |
[-] | relative crest free-board of crown wall |
[-] | relative crest free-board of front reservoir |
[m] | crest free-board of crown wall, i.e., the vertical distance between the crest of the vertical walland the still water level |
[m] | crest free-board of front reservoir, i.e., the vertical distance between the crest of the sloping plate and the still water level |
[-] | root mean square error |
[-] | wave steepness at the toe of the structure |
[-] | non-dimensional wave-structure steepness |
[s] | spectral incident energy wave period at the toe of the structure |
[s] | incident peak wave period |
α [°] | slope angle of the structure |
γ [-] | peak-enhancement factor |
[-] | reduction factor for oblique wave attack |
[-] | reduction factor for berm |
[-] | reduction factor for slope roughness |
[-] | reduction factor for the storm wall |
[-] | reduction factor for the parapet |
[-] | reduction factor for the promenade |
ρ [] | water density |
[-] | breaker parameter referenced to |
[m] | horizontal distance between the crown wall and the crest of the ramp |
[m] | vertical distance between the crown wall and the crest of the ramp |
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AAU14 | AAU12 | ||
---|---|---|---|
Flat Configuration | Curved Configuration | Flat Configuration | |
(m) | 0.090 | 0.094 | 0.100 |
(m) | 0.119 | 0.160 | 0.534 |
(m) | 0.100, 0.200, 0.300 | 0.100, 0.200, 0.300 | 0.415, 0.488 |
(m) | 0.192 | 0.192 | 0.075, 0.125 |
(m) | 0.045 (), 0.095 (), 0.125 () | 0.049 (), 0.099 (), 0.129 () | 0.035–0.155 |
(m) | 0.102 | 0.098 | 0.045–0.165 |
h (m) | (m) | (s) | (m) | |||||
---|---|---|---|---|---|---|---|---|
min | max | min | max | min | max | min | max | |
= 0.1 m | 0.27 | 0.35 | 0.02 | 0.12 | 0.76 | 2.2 | 0.92 | 7.56 |
= 0.2 m | 0.27 | 0.35 | 0.05 | 0.13 | 0.76 | 2.2 | 0.92 | 7.56 |
= 0.3 m | 0.27 | 0.35 | 0.05 | 0.118 | 0.77 | 2.2 | 0.93 | 7.57 |
= 0.1 m | = 0.2 m | = 0.3 m | ||
---|---|---|---|---|
/ | min | 0.016 | 0.015 | 0.015 |
max | 0.031 | 0.033 | 0.031 | |
/h | min | 0.07 | 0.061 | 0.069 |
max | 0.500 | 0.479 | 0.479 | |
/ | min | 0.370 | 0.370 | 0.399 |
max | 2.344 | 2.528 | 2.280 | |
/ | min | 1.120 | 1.110 | 1.970 |
max | 6.020 | 6.890 | 6.130 | |
/ | min | 0.035 | 0.049 | 0.064 |
max | 0.284 | 0.388 | 0.497 | |
h/ | min | 0.037 | 0.039 | 0.037 |
max | 0.382 | 0.377 | 0.378 | |
min | 3.910 | 3.890 | 3.940 | |
max | 5.750 | 5.720 | 5.770 |
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Share and Cite
Iuppa, C.; Contestabile, P.; Cavallaro, L.; Foti, E.; Vicinanza, D. Hydraulic Performance of an Innovative Breakwater for Overtopping Wave Energy Conversion. Sustainability 2016, 8, 1226. https://doi.org/10.3390/su8121226
Iuppa C, Contestabile P, Cavallaro L, Foti E, Vicinanza D. Hydraulic Performance of an Innovative Breakwater for Overtopping Wave Energy Conversion. Sustainability. 2016; 8(12):1226. https://doi.org/10.3390/su8121226
Chicago/Turabian StyleIuppa, Claudio, Pasquale Contestabile, Luca Cavallaro, Enrico Foti, and Diego Vicinanza. 2016. "Hydraulic Performance of an Innovative Breakwater for Overtopping Wave Energy Conversion" Sustainability 8, no. 12: 1226. https://doi.org/10.3390/su8121226