Difference between revisions of "Wave overtopping"
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| − | == | + | ==Sloping structures== |
Pictures of wave overtopping in the laboratory and in the field are shown in Fig. 1; a schematic representation with definitions is displayed in Fig. 2. During overtopping, two important processes take place: wave run-up on the structure and partial transmission of waves. The process of wave overtopping is highly random in time, space and volume; there is no permanent discharge over the crest of a structure. The highest waves may wash a large volume of water over the crest in a short period of time (less than a wave period), whereas lower waves may not produce any overtopping. | Pictures of wave overtopping in the laboratory and in the field are shown in Fig. 1; a schematic representation with definitions is displayed in Fig. 2. During overtopping, two important processes take place: wave run-up on the structure and partial transmission of waves. The process of wave overtopping is highly random in time, space and volume; there is no permanent discharge over the crest of a structure. The highest waves may wash a large volume of water over the crest in a short period of time (less than a wave period), whereas lower waves may not produce any overtopping. | ||
An empirical formula for the average water discharge <math>q</math> per linear meter by waves over a protection structure is given in the EurOtop manual<ref name=E18>EurOtop, 2018. Manual on wave overtopping of sea defences and related structures. An overtopping manual largely based on European research, but for worldwide application. Van der Meer, J.W., Allsop, N.W.H., Bruce, T., De Rouck, J., Kortenhaus, A., Pullen, T., Schüttrumpf, H., Troch, P. and Zanuttigh, B., www.overtopping-manual.com</ref> | An empirical formula for the average water discharge <math>q</math> per linear meter by waves over a protection structure is given in the EurOtop manual<ref name=E18>EurOtop, 2018. Manual on wave overtopping of sea defences and related structures. An overtopping manual largely based on European research, but for worldwide application. Van der Meer, J.W., Allsop, N.W.H., Bruce, T., De Rouck, J., Kortenhaus, A., Pullen, T., Schüttrumpf, H., Troch, P. and Zanuttigh, B., www.overtopping-manual.com</ref> | ||
| − | <math>\Large\frac{q}{\sqrt{gH_{m0}^3}}\normalsize \equiv q^* = 0.09 \exp(-\large\frac{1.5 R_c}{\gamma_f H_{m0}}\normalsize) , \qquad (1)</math> | + | <math>\Large\frac{q}{\sqrt{gH_{m0}^3}}\normalsize \equiv q^* = 0.09 \exp(-\large\frac{1.5 R_c}{\gamma_f H_{m0}}\normalsize) \, , \qquad (1)</math> |
| − | for perpendicular wave incidence. Since | + | for perpendicular wave incidence. Since overtopping rates of more than a factor 10 higher were observed in several experiments, a revised formula was developed by Eldrup et al. (2022<ref>Eldrup, M.R., Andersen, T.L., Van Doorslaer, K. and Van der Meer, J. 2022. Improved guidance on roughness and crest width in overtopping of rubble mound structures along EurOtop. Coastal Engineering 176, 104152</ref>). The general form of the wave overtopping discharge is |
| − | <math>q^* = a \, \exp\Big[ \big(-b \large\frac{R_c}{H_{m0}}\normalsize \big)^c \Big], \qquad (2)</math> | + | <math>q^* = a \, \exp\Big[ \big(-b \large\frac{R_c}{H_{m0}}\normalsize \big)^c \Big] \, , \qquad (2)</math> |
[[File:BreakwaterOvertopDef.jpg|thumb|450px|right|Fig. 2. Waves overtopping a breakwater; definition of symbols.]] | [[File:BreakwaterOvertopDef.jpg|thumb|450px|right|Fig. 2. Waves overtopping a breakwater; definition of symbols.]] | ||
where the coefficients <math>a, b, c</math> depend on (see Fig. 2): | where the coefficients <math>a, b, c</math> depend on (see Fig. 2): | ||
| − | *The spectral wave height at the toe of the structure <math>H_{m0}</math> (approximately equal to the significant wave height <math>H_s</math>, see [[Statistical description of wave parameters]]) | + | *The spectral wave height at the toe of the structure <math>H \equiv H_{m0}</math> (approximately equal to the significant wave height <math>H_s</math>, see [[Statistical description of wave parameters]]) |
| − | *The spectral wave energy period <math>T_{m-1,0}</math> | + | *The spectral wave energy period <math>T \equiv T_{m-1,0}</math> at the toe of the structure |
| + | *The wave steepness <math>s = H/L</math>, where <math>L=g T^2 / (2 \pi)</math> is the wavelength | ||
*The water depth <math>h_{toe}</math> at the toe of the structure | *The water depth <math>h_{toe}</math> at the toe of the structure | ||
| − | *The breakwater [[wave run-up]] <math>R_2</math> exceeded by only 2 % of the waves; <math>R_2/ | + | *The breakwater [[wave run-up]] <math>R_2</math> exceeded by only 2 % of the waves; <math>R_2/ H</math> depends on the roughness (and permeability) reduction factor <math>\gamma_f</math>, the [[surf similarity parameter]] <math>\xi</math> and the wave obliqueness, |
| − | *The freeboard <math>R_c</math> (the structure crest level relative to the still water level | + | *The [[freeboard]] <math>R_c</math> (the structure crest level relative to the still water level SWL); |
*The seabed slope <math>m</math> | *The seabed slope <math>m</math> | ||
*The front slope of the structure <math>\tan \alpha</math> | *The front slope of the structure <math>\tan \alpha</math> | ||
*The crest width of the structure <math>G_c</math> | *The crest width of the structure <math>G_c</math> | ||
| − | *The [[surf similarity parameter]] (Iribarren number) <math>\xi = | + | *The [[surf similarity parameter]] (Iribarren number) <math>\xi = \tan \alpha / \sqrt{s}</math> |
| − | *The roughness (and permeability) reduction factor <math>\gamma_f</math> that accounts for the roughness and percolation of structures’ slope. | + | *The roughness (and permeability) reduction factor <math>\gamma_f</math> that accounts for the roughness and percolation of structures’ slope. For smooth revetments <math>\gamma_f =1</math>. Usual values for rubble mound structures are in the range <math>\gamma_f \approx 1 – 0.7 \, (D_{n50}/H)^{0.1} \sim 0.4 – 0.6</math>, where <math>D_{n50}</math> is the median diameter of the armor stones. |
| + | |||
| + | Further adjustments to the friction factor <math>\gamma_f</math> may be needed to account for the influence of oblique wave incidence, the presence of a crest wall and the presence of a berm. | ||
| + | |||
| + | Empirical formulas for overtopping discharges are derived from flume experiments that simulate typical design values in the range: <math>H \sim</math>2-5 m, <math>T \sim</math>8-15 s, <math>h_{toe}/H \sim </math>1-10, <math>R_2/H \sim </math>2-6, <math>R_c/H \sim </math>0.5-2.5, <math>G_c/H \sim </math>1-5, <math>\tan \alpha \sim </math>0.25-0.6, <math>m \sim</math>0.005-0.05, <math>\xi \sim </math>1.5-8. | ||
| − | + | Wave overtopping experiments by van Gent et al. (2022<ref>van Gent, M.R.A., Wolter, G. and Capel, A. 2022. Wave overtopping discharges at rubble mound breakwaters including effects of a crest wall and a berm. Coastal Engineering 176, 104151</ref>) are best represented by the formula | |
| − | + | <math>q^* = \Large\frac{0.016}{s}\normalsize \exp \big[ - \large\frac{-2.4 \, R_c}{\gamma_f H}\normalsize \big] . \qquad (3)</math> | |
| − | <math>q^* = (1.22 \pm 0.13) 10^{-4} \, \exp \big[ (3.5 \pm 0.13) \large\frac{R_2 -R_c}{ | + | |
| + | Etemad-Shahidi et al. (2022)<ref>Etemad-Shahidi, A., Koosheh, A. and Van Gent, M.R.A. 2022. On the mean overtopping rate of rubble mound structures. Coastal Engineering 177, 104150</ref> proposed a formula for overtopping of rubble mound breakwaters by surging waves: | ||
| + | |||
| + | <math>q^* = (1.22 \pm 0.13) 10^{-4} \, \exp \big[ (3.5 \pm 0.13) \large\frac{R_2 -R_c}{H}\normalsize – (0.64 \pm 0.07) \large\frac{G_c}{H}\normalsize \big] . \qquad (4)</math> | ||
The standard deviation of observational data with respect to this formula is about a factor 3. This uncertainty is mainly related to estimating the wave run-up. The EurOtop manual<ref name=E18/> proposes for approximately normal wave incidence: | The standard deviation of observational data with respect to this formula is about a factor 3. This uncertainty is mainly related to estimating the wave run-up. The EurOtop manual<ref name=E18/> proposes for approximately normal wave incidence: | ||
| − | <math>R_2 = 1.65 \, \gamma_f \, | + | <math>R_2 = 1.65 \, \gamma_f \, H \, \xi \;</math>, with a maximum of <math>\gamma_{sf} \, H \, (4 - 1.5 \, \xi^{-1/2})</math>. The friction factor <math>\gamma_{sf}</math> for surging waves is estimated as <math>\gamma_{sf} = \gamma_f + 0.12 \, (1-\gamma_f)(\xi-1.8)</math> with a minimum value equal to <math>\gamma_f</math>. |
| + | |||
| + | The formulas (1,4) overpredict the wave overtopping for very shallow foreshores where <math>h_{toe}/H < 0.5</math> <ref>Tarakcioglu, G.O., Kisacik, D., Gruwez, V. and Troch, P. 2023. Wave Overtopping at Sea Dikes on Shallow Foreshores: A Review, an Evaluation, and Remaining Challenges. J. Mar. Sci. Eng. 11, 638</ref>. For this case, de Ridder et al. (2024<ref>de Ridder, M.P., van Kester, D.C.P., van Bentem, R., Teng, D.Y.Y. and van Gent, M.R.A. 2024. Wave overtopping discharges at rubble mound structures in shallow water. Coastal Engineering 194, 104626</ref>) propose the formula | ||
| + | |||
| + | <math>q = \sqrt{g H^3_{HF}} \; q^* \, , \quad q^*= 0.44 \exp \Big[ -8.75 \, s^{0.33}_{HF} \large\frac{R_c – 0.38 \, H_{LF}}{\gamma_f H}\normalsize \Big] , \qquad (5)</math> | ||
| + | |||
| + | where the subscript <math>HF</math> refers to the contribution of the high-frequency waves in the shallow-water wave spectrum (<math>s_{HF}</math> is the corresponding wave steepness) and the subscript <math>LF</math> refers to the contribution of the low-frequency waves. | ||
| + | |||
| + | Astorga-Moar and Baldock (2023<ref>Astorga-Moar, A. and Baldock, T.E. 2023. Assessment of wave overtopping models for fringing reef fronted beaches. Coastal Engineering 186, 104395</ref>) conducted a laboratory investigation of wave overtopping of a beach with constant slope <math>\tan \alpha</math> and berm height <math>R_c</math> above still water, fronted by a low reef or shore platform. They found the following relationship of the mean wave overtopping discharge <math>q^*</math> with the 2% wave run-up <math>R_2</math>, the wave height <math>H</math> at the toe of the beach and the peak wave period <math>T_p</math>, | ||
| + | |||
| + | <math>q^* = 0.015 \, \xi_p \, \Big(\large\frac{R_2-R_c}{R_2}\normalsize \Big)^2 \, , \quad \xi_p = T_p \, \tan \alpha \, \sqrt{\large\frac{g}{2 \pi H}} \, .\qquad (6)</math> | ||
| + | |||
| + | |||
| + | ==Vertical walls== | ||
| + | From numerical simulations validated with flume experiments, Tuozzo et al. (2024<ref>Tuozzo, S., Calabrese, M. and Buccino, M. 2924. An overtopping formula for shallow water vertical seawalls by SWASH. Applied Ocean Research 148, 104009</ref>) found that the overtopping discharge of a vertical seawall in shallow water depends crucially on the upper tail <math>\zeta_{1/4}</math> of the wave elevation distribution <math>f(\zeta)</math> at the toe of the seawall: | ||
| + | |||
| + | <math>\zeta_{1/4} = 4 \int_{\zeta 75}^{\infty} \zeta f(\zeta) d \zeta ,</math> | ||
| − | + | where <math>\zeta</math> is the wave elevation at the toe of the seawall and <math>\zeta 75</math> is the 75th percentile. For linear (symmetric) waves this can be approximated by <math>\zeta_{1/4} = \mu + 0.32 \sqrt{H} </math>, where <math>\mu</math> is the mean elevation. | |
| − | + | The proposed formula for the overtopping discharge is | |
| − | <math>q^* = 0. | + | <math>q = g \, h_{toe} \, T_{\infty} \, m^{p_1} \, q^*(z) \, , \quad q^*(z) = min\big[ 0.0107 \, z^{-1.49}\, ; \, 0.068 \, z^{-3.04} \big] \, , \quad z=\Large\frac{p_2 R_c}{\zeta_{1/4}}\normalsize \, , \qquad (7)</math> |
| − | where <math>\ | + | where <math>p_1=\big[ 2+100 \, \exp(- 10 \gamma_{\infty}) \big]^{-1}\, , \quad p_2 = max \Big[1\, ; \, \Large\frac{1}{\gamma_{\infty}}\normalsize \tanh\big(\large\frac{10 \pi s_{\infty}}{\gamma_{\infty}}\normalsize \big) \Big] \, , \quad \gamma_{\infty} = \Large\frac{H_{\infty}}{h_{toe}}\normalsize . </math> |
| + | |||
| + | The subscript <math>\infty</math> refers to deep water conditions and <math>s_{\infty}</math> is the deep water wave steepness. | ||
| + | Onshore wind increases the overtopping discharge<ref>Aoki, Y., Sasaki, K., Nakamura, R., Ishibashi, K., Yamamoto, K., Inagaki, N. and Shibayama, T. 2024. Laboratory study on effect of vegetation in reducing wave overtopping under wind effect. Ocean Engineering 311, 118984</ref>. Vegetation (e.g. mangroves, seagrass) in front of the seawall reduces wave overtopping, see [[Nature-based shore protection]]. | ||
Latest revision as of 17:02, 5 November 2024
Definition of Wave overtopping:
Wave overtopping refers to the average quantity of water that is discharged per linear meter by waves over a protection structure (e.g. breakwater, dike) whose crest is higher than the still water level (SWL).
This is the common definition for Wave overtopping, other definitions can be discussed in the article
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| Fig. 1a. Wave-overtopping of a breakwater in a flume test. | Fig. 1b. Wave-overtopping of a breakwater in nature. |
Sloping structures
Pictures of wave overtopping in the laboratory and in the field are shown in Fig. 1; a schematic representation with definitions is displayed in Fig. 2. During overtopping, two important processes take place: wave run-up on the structure and partial transmission of waves. The process of wave overtopping is highly random in time, space and volume; there is no permanent discharge over the crest of a structure. The highest waves may wash a large volume of water over the crest in a short period of time (less than a wave period), whereas lower waves may not produce any overtopping.
An empirical formula for the average water discharge [math]q[/math] per linear meter by waves over a protection structure is given in the EurOtop manual[1]
[math]\Large\frac{q}{\sqrt{gH_{m0}^3}}\normalsize \equiv q^* = 0.09 \exp(-\large\frac{1.5 R_c}{\gamma_f H_{m0}}\normalsize) \, , \qquad (1)[/math]
for perpendicular wave incidence. Since overtopping rates of more than a factor 10 higher were observed in several experiments, a revised formula was developed by Eldrup et al. (2022[2]). The general form of the wave overtopping discharge is
[math]q^* = a \, \exp\Big[ \big(-b \large\frac{R_c}{H_{m0}}\normalsize \big)^c \Big] \, , \qquad (2)[/math]
where the coefficients [math]a, b, c[/math] depend on (see Fig. 2):
- The spectral wave height at the toe of the structure [math]H \equiv H_{m0}[/math] (approximately equal to the significant wave height [math]H_s[/math], see Statistical description of wave parameters)
- The spectral wave energy period [math]T \equiv T_{m-1,0}[/math] at the toe of the structure
- The wave steepness [math]s = H/L[/math], where [math]L=g T^2 / (2 \pi)[/math] is the wavelength
- The water depth [math]h_{toe}[/math] at the toe of the structure
- The breakwater wave run-up [math]R_2[/math] exceeded by only 2 % of the waves; [math]R_2/ H[/math] depends on the roughness (and permeability) reduction factor [math]\gamma_f[/math], the surf similarity parameter [math]\xi[/math] and the wave obliqueness,
- The freeboard [math]R_c[/math] (the structure crest level relative to the still water level SWL);
- The seabed slope [math]m[/math]
- The front slope of the structure [math]\tan \alpha[/math]
- The crest width of the structure [math]G_c[/math]
- The surf similarity parameter (Iribarren number) [math]\xi = \tan \alpha / \sqrt{s}[/math]
- The roughness (and permeability) reduction factor [math]\gamma_f[/math] that accounts for the roughness and percolation of structures’ slope. For smooth revetments [math]\gamma_f =1[/math]. Usual values for rubble mound structures are in the range [math]\gamma_f \approx 1 – 0.7 \, (D_{n50}/H)^{0.1} \sim 0.4 – 0.6[/math], where [math]D_{n50}[/math] is the median diameter of the armor stones.
Further adjustments to the friction factor [math]\gamma_f[/math] may be needed to account for the influence of oblique wave incidence, the presence of a crest wall and the presence of a berm.
Empirical formulas for overtopping discharges are derived from flume experiments that simulate typical design values in the range: [math]H \sim[/math]2-5 m, [math]T \sim[/math]8-15 s, [math]h_{toe}/H \sim [/math]1-10, [math]R_2/H \sim [/math]2-6, [math]R_c/H \sim [/math]0.5-2.5, [math]G_c/H \sim [/math]1-5, [math]\tan \alpha \sim [/math]0.25-0.6, [math]m \sim[/math]0.005-0.05, [math]\xi \sim [/math]1.5-8.
Wave overtopping experiments by van Gent et al. (2022[3]) are best represented by the formula
[math]q^* = \Large\frac{0.016}{s}\normalsize \exp \big[ - \large\frac{-2.4 \, R_c}{\gamma_f H}\normalsize \big] . \qquad (3)[/math]
Etemad-Shahidi et al. (2022)[4] proposed a formula for overtopping of rubble mound breakwaters by surging waves:
[math]q^* = (1.22 \pm 0.13) 10^{-4} \, \exp \big[ (3.5 \pm 0.13) \large\frac{R_2 -R_c}{H}\normalsize – (0.64 \pm 0.07) \large\frac{G_c}{H}\normalsize \big] . \qquad (4)[/math]
The standard deviation of observational data with respect to this formula is about a factor 3. This uncertainty is mainly related to estimating the wave run-up. The EurOtop manual[1] proposes for approximately normal wave incidence:
[math]R_2 = 1.65 \, \gamma_f \, H \, \xi \;[/math], with a maximum of [math]\gamma_{sf} \, H \, (4 - 1.5 \, \xi^{-1/2})[/math]. The friction factor [math]\gamma_{sf}[/math] for surging waves is estimated as [math]\gamma_{sf} = \gamma_f + 0.12 \, (1-\gamma_f)(\xi-1.8)[/math] with a minimum value equal to [math]\gamma_f[/math].
The formulas (1,4) overpredict the wave overtopping for very shallow foreshores where [math]h_{toe}/H \lt 0.5[/math] [5]. For this case, de Ridder et al. (2024[6]) propose the formula
[math]q = \sqrt{g H^3_{HF}} \; q^* \, , \quad q^*= 0.44 \exp \Big[ -8.75 \, s^{0.33}_{HF} \large\frac{R_c – 0.38 \, H_{LF}}{\gamma_f H}\normalsize \Big] , \qquad (5)[/math]
where the subscript [math]HF[/math] refers to the contribution of the high-frequency waves in the shallow-water wave spectrum ([math]s_{HF}[/math] is the corresponding wave steepness) and the subscript [math]LF[/math] refers to the contribution of the low-frequency waves.
Astorga-Moar and Baldock (2023[7]) conducted a laboratory investigation of wave overtopping of a beach with constant slope [math]\tan \alpha[/math] and berm height [math]R_c[/math] above still water, fronted by a low reef or shore platform. They found the following relationship of the mean wave overtopping discharge [math]q^*[/math] with the 2% wave run-up [math]R_2[/math], the wave height [math]H[/math] at the toe of the beach and the peak wave period [math]T_p[/math],
[math]q^* = 0.015 \, \xi_p \, \Big(\large\frac{R_2-R_c}{R_2}\normalsize \Big)^2 \, , \quad \xi_p = T_p \, \tan \alpha \, \sqrt{\large\frac{g}{2 \pi H}} \, .\qquad (6)[/math]
Vertical walls
From numerical simulations validated with flume experiments, Tuozzo et al. (2024[8]) found that the overtopping discharge of a vertical seawall in shallow water depends crucially on the upper tail [math]\zeta_{1/4}[/math] of the wave elevation distribution [math]f(\zeta)[/math] at the toe of the seawall:
[math]\zeta_{1/4} = 4 \int_{\zeta 75}^{\infty} \zeta f(\zeta) d \zeta ,[/math]
where [math]\zeta[/math] is the wave elevation at the toe of the seawall and [math]\zeta 75[/math] is the 75th percentile. For linear (symmetric) waves this can be approximated by [math]\zeta_{1/4} = \mu + 0.32 \sqrt{H} [/math], where [math]\mu[/math] is the mean elevation.
The proposed formula for the overtopping discharge is
[math]q = g \, h_{toe} \, T_{\infty} \, m^{p_1} \, q^*(z) \, , \quad q^*(z) = min\big[ 0.0107 \, z^{-1.49}\, ; \, 0.068 \, z^{-3.04} \big] \, , \quad z=\Large\frac{p_2 R_c}{\zeta_{1/4}}\normalsize \, , \qquad (7)[/math]
where [math]p_1=\big[ 2+100 \, \exp(- 10 \gamma_{\infty}) \big]^{-1}\, , \quad p_2 = max \Big[1\, ; \, \Large\frac{1}{\gamma_{\infty}}\normalsize \tanh\big(\large\frac{10 \pi s_{\infty}}{\gamma_{\infty}}\normalsize \big) \Big] \, , \quad \gamma_{\infty} = \Large\frac{H_{\infty}}{h_{toe}}\normalsize . [/math]
The subscript [math]\infty[/math] refers to deep water conditions and [math]s_{\infty}[/math] is the deep water wave steepness.
Onshore wind increases the overtopping discharge[9]. Vegetation (e.g. mangroves, seagrass) in front of the seawall reduces wave overtopping, see Nature-based shore protection.
Related articles
- Stability of rubble mound breakwaters and shore revetments
- Wave transmission by low-crested breakwaters
- Wave run-up
- Overtopping resistant dikes
- Detached breakwaters
- Modelling coastal hydrodynamics
References
- ↑ 1.0 1.1 EurOtop, 2018. Manual on wave overtopping of sea defences and related structures. An overtopping manual largely based on European research, but for worldwide application. Van der Meer, J.W., Allsop, N.W.H., Bruce, T., De Rouck, J., Kortenhaus, A., Pullen, T., Schüttrumpf, H., Troch, P. and Zanuttigh, B., www.overtopping-manual.com
- ↑ Eldrup, M.R., Andersen, T.L., Van Doorslaer, K. and Van der Meer, J. 2022. Improved guidance on roughness and crest width in overtopping of rubble mound structures along EurOtop. Coastal Engineering 176, 104152
- ↑ van Gent, M.R.A., Wolter, G. and Capel, A. 2022. Wave overtopping discharges at rubble mound breakwaters including effects of a crest wall and a berm. Coastal Engineering 176, 104151
- ↑ Etemad-Shahidi, A., Koosheh, A. and Van Gent, M.R.A. 2022. On the mean overtopping rate of rubble mound structures. Coastal Engineering 177, 104150
- ↑ Tarakcioglu, G.O., Kisacik, D., Gruwez, V. and Troch, P. 2023. Wave Overtopping at Sea Dikes on Shallow Foreshores: A Review, an Evaluation, and Remaining Challenges. J. Mar. Sci. Eng. 11, 638
- ↑ de Ridder, M.P., van Kester, D.C.P., van Bentem, R., Teng, D.Y.Y. and van Gent, M.R.A. 2024. Wave overtopping discharges at rubble mound structures in shallow water. Coastal Engineering 194, 104626
- ↑ Astorga-Moar, A. and Baldock, T.E. 2023. Assessment of wave overtopping models for fringing reef fronted beaches. Coastal Engineering 186, 104395
- ↑ Tuozzo, S., Calabrese, M. and Buccino, M. 2924. An overtopping formula for shallow water vertical seawalls by SWASH. Applied Ocean Research 148, 104009
- ↑ Aoki, Y., Sasaki, K., Nakamura, R., Ishibashi, K., Yamamoto, K., Inagaki, N. and Shibayama, T. 2024. Laboratory study on effect of vegetation in reducing wave overtopping under wind effect. Ocean Engineering 311, 118984
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