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Groins and submerged breakwaters – new modeling and empirical experience

Rafał Ostrowski

Rafał Ostrowski

Institute of Hydro-Engineering of the Polish Academy of SciencesGdańsk, Poland
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Ostrowski, Rafał
, 
Zbigniew Pruszak

Zbigniew Pruszak

Institute of Hydro-Engineering of the Polish Academy of SciencesGdańsk, Poland
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Pruszak, Zbigniew
, 
Jan Schönhofer

Jan Schönhofer

Institute of Hydro-Engineering of the Polish Academy of SciencesGdańsk, Poland
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Schönhofer, Jan
 y 
Marek Szmytkiewicz

Marek Szmytkiewicz

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Szmytkiewicz, Marek
  
10 mar 2016
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Categoría del artículo: Original research paper
Publicado en línea: 10 mar 2016
Páginas: 20 - 34
Recibido: 30 abr 2015
Aceptado: 22 jul 2015
DOI: https://doi.org/10.1515/ohs-2016-0003
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© Faculty of Oceanography and Geography, University of Gdañsk, Poland. All rights reserved.
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Figure 1

Location of the Hel Peninsula in the Baltic Sea
Location of the Hel Peninsula in the Baltic Sea

Figure 2

The nearshore part of the cross-shore profile at the Hel Peninsula
The nearshore part of the cross-shore profile at the Hel Peninsula

Figure 3

Calculated depth-averaged flow velocities for the natural nearshore zone (without groins) in moderate storm conditions (Hs=1 m, Tp=4 s, α=45°)
Calculated depth-averaged flow velocities for the natural nearshore zone (without groins) in moderate storm conditions (Hs=1 m, Tp=4 s, α=45°)

Figure 4

Calculated depth-averaged flow velocities for full length groins in moderate storm conditions (Hs=1 m, Tp=4 s, α=45°)
Calculated depth-averaged flow velocities for full length groins in moderate storm conditions (Hs=1 m, Tp=4 s, α=45°)

Figure 5

Calculated depth-averaged flow velocities for a groin separated from the shoreline in moderate storm conditions (Hs=1 m, Tp=4 s, α=45°)
Calculated depth-averaged flow velocities for a groin separated from the shoreline in moderate storm conditions (Hs=1 m, Tp=4 s, α=45°)

Figure 6

Calculated depth-averaged flow velocities for a groin with a breach about its central part in moderate storm conditions (Hs=1 m, Tp=4 s, α=45°)
Calculated depth-averaged flow velocities for a groin with a breach about its central part in moderate storm conditions (Hs=1 m, Tp=4 s, α=45°)

Figure 7

Calculated depth-averaged flow velocities for a groin with missing piles at its end in moderate storm conditions (Hs=1 m, Tp=4 s, α=45°)
Calculated depth-averaged flow velocities for a groin with missing piles at its end in moderate storm conditions (Hs=1 m, Tp=4 s, α=45°)

Figure 8

Coefficient W, representing the supporting role of groins in artificial shore nourishment, as a function of time for various offshore wave heights
Coefficient W, representing the supporting role of groins in artificial shore nourishment, as a function of time for various offshore wave heights

Figure 9

Layout of submerged breakwaters in the nearshore zone (L – breakwater segment length, G – gap length)
Layout of submerged breakwaters in the nearshore zone (L – breakwater segment length, G – gap length)

Figure 10

Cross-section of nearshore sea bottom with a submerged breakwater (Rc – water depth at a breakwater crest).
Cross-section of nearshore sea bottom with a submerged breakwater (Rc – water depth at a breakwater crest).

Figure 11

Calculated significant wave heights near submerged breakwaters for Rc/h=0.2 and L/G=2.63 (Hs=2 m, Tp=5.5 s, α=90°)
Calculated significant wave heights near submerged breakwaters for Rc/h=0.2 and L/G=2.63 (Hs=2 m, Tp=5.5 s, α=90°)

Figure 12

Calculated flow velocities near submerged breakwaters for Rc/h=0.2 and L/G=2.63 (Hs=2 m, Tp=5.5 s, α=90°)
Calculated flow velocities near submerged breakwaters for Rc/h=0.2 and L/G=2.63 (Hs=2 m, Tp=5.5 s, α=90°)

Figure 13

Calculated wave heights at different distances from the shoreline for L/G=0.48 (up) and L/G=4.6 (down) as curves corresponding to various ratios Rc/h resulting in various transmission coefficients Kt (bottom dashed lines indicate location of a breakwater and symbolize variability of its height); Hs=2 m, Tp=5.5 s, α=90°
Calculated wave heights at different distances from the shoreline for L/G=0.48 (up) and L/G=4.6 (down) as curves corresponding to various ratios Rc/h resulting in various transmission coefficients Kt (bottom dashed lines indicate location of a breakwater and symbolize variability of its height); Hs=2 m, Tp=5.5 s, α=90°

Figure 14

Calculated transmission coefficients Kt as functions of Rc/h for various L/G ratios (Hs=2 m, Tp=5.5 s, α=90°)
Calculated transmission coefficients Kt as functions of Rc/h for various L/G ratios (Hs=2 m, Tp=5.5 s, α=90°)

Figure 15

Calculated rip current velocities as functions of Rc/h for various L/G ratios (Hs=2 m, Tp=5.5s, α=90°)
Calculated rip current velocities as functions of Rc/h for various L/G ratios (Hs=2 m, Tp=5.5s, α=90°)

Figure 16

Calculated rip current velocities as functions of L/G for various Rc/h ratios (Hs=2m, Tp=5.5s, α=90°)
Calculated rip current velocities as functions of L/G for various Rc/h ratios (Hs=2m, Tp=5.5s, α=90°)

Figure 17

Calculated coefficients A, B and C as functions of Rc/h
Calculated coefficients A, B and C as functions of Rc/h

Coefficients (a and b) and goodness (R2) of linear approximation of the transmission coefficient Kt using the Rc/h ratio for various L/G values and for general approximation

L/G 0.48 0.70 1.00 1.50 2.00 2.63 3.14 3.67 3.83 4.60 4.80 General
A 0.627 0.616 0.644 0.675 0.717 0.712 0.717 0.715 0.704 0.706 0.702 0.686
B 0.253 0.248 0.227 0.205 0.178 0.180 0.171 0.178 0.180 0.183 0.180 0.198
R2 0.997 1.000 0.997 0.995 0.994 0.995 0.996 0.995 0.997 0.996 0.998 0.987

Coefficients (A, B and C) and goodness (R2) of approximation (Eq_ 3) of rip current velocity UV using the L/G ratio for various Rc/h quantities

Rc/h 0.20 0.30 0.45 0.50 0.55 0.65 0.80
A 0.388 0.384 0.370 0.356 0.281 0.175 0.074
B 0.117 0.104 0.071 0.059 0.094 0.126 0.118
C 0.432 0.732 1.118 1.228 1.131 0.881 0.660
R2 1.000 0.999 0.997 0.992 0.999 0.996 0.996
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