scholarly journals ABOUT SOME UNCERTAINTIES IN THE PHYSICAL AND NUMERICAL MODELING OF WAVE OVERTOPPING OVER COASTAL STRUCTURES

2014 ◽  
Vol 1 (34) ◽  
pp. 71 ◽  
Author(s):  
Alessandro Romano ◽  
Hannah Elisabeth Williams ◽  
Giorgio Bellotti ◽  
Riccardo Briganti ◽  
Nicholas Dodd ◽  
...  
Keyword(s):  
Numerical Modeling ◽  
Coastal Structures ◽  
Wave Overtopping

scholarly journals IRREGULAR WAVE OVERTOPPING RATES

1984 ◽  
Vol 1 (19) ◽  
pp. 22 ◽  
Author(s):  
Scott L. Douglass
Keyword(s):  
Shallow Water ◽  
Shore Protection ◽  
Coastal Structures ◽  
Wave Overtopping ◽  
Manual Method ◽  
Irregular Wave ◽  
Order Of Magnitude

Methods for estimating wave overtopping of coastal structures are reviewed and compared with the very limited available data and with each other. The different methods yield results which can vary more than an order-of-magnitude. For vertical seawalls, the U. S. Army Engineer Shore Protection Manual method estimates more overtopping than Goda's method except in very shallow water. For sloped structures, the Shore Protection Manual method usually estimates less overtopping than Battjes' method and Owen's method. However, data for adequately evaluating how well these methods predict overtopping has not been published.

scholarly journals VERTICAL SEA WALL CREST MODIFICATIONS FOR OVERTOPPING

2018 ◽  
pp. 71
Author(s):  
Dogan Kisacik ◽  
Gulizar Ozyurt Tarakcioglu ◽  
Cuneyt Baykal ◽  
Gokhan Kaboglu
Keyword(s):  
Urban Areas ◽  
Vertical Wall ◽  
Breaking Wave ◽  
Limited Information ◽  
Coastal Structures ◽  
Wave Overtopping ◽  
Wave Basin ◽  
First Results ◽  
Set Up ◽  
Sea Wall

Crest modifications such as a storm wall, parapet or a bullnose are widely used to reduce the wave overtopping over coastal structures where spatial and visual demands restrict the crest heights, especially in urban areas. Although reduction factors of these modifications have been studied for sloped structures in EurOtop Manual (2016), there is limited information regarding the vertical structures. This paper presents the experimental set-up and first results of wave overtopping tests for a vertical wall with several different super structure types: a) seaward storm wall, b) sloping promenade, c) landward storm wall, d) stilling wave basin (SWB), e) seaward storm wall with parapet, f) landward storm wall on the horizontal promenade with parapet, g) landward storm wall with parapet, h) stilling wave basin (SWB) with parapet, under breaking wave conditions. The SWB is made up of a seaward storm wall (may be a double shifted rows) , a sloping promenade (basin) and a landward storm wall. The seaward storm wall is partially permeable to allow the evacuation of the water in the basin.

Wave overtopping at coastal structures: prediction tools and related hazard analysis

2007 ◽  
Vol 15 (16) ◽  
pp. 1514-1521 ◽  
Author(s):  
J. Geeraerts ◽  
P. Troch ◽  
J. De Rouck ◽  
H. Verhaeghe ◽  
J.J. Bouma
Keyword(s):  
Hazard Analysis ◽  
Coastal Structures ◽  
Wave Overtopping ◽  
Prediction Tools

scholarly journals ROUGHNESS FACTOR FOR MULTI-LAYER ARMOUR AS OVERTOPPING ESTIMATOR

2020 ◽  
pp. 25
Author(s):  
Leopoldo Franco ◽  
Yuri Pepi ◽  
Stefano de Finis ◽  
Verdiana Iorio ◽  
Giorgio Bellotti ◽  
...  
Keyword(s):  
Structural Characteristics ◽  
Storm Surges ◽  
Random Wave ◽  
Roughness Factor ◽  
Coastal Structures ◽  
Wave Overtopping ◽  
Wave Flume ◽  
Physical Model Tests ◽  
Rubble Mound ◽  
Rubble Mound Breakwaters

Nowadays one of the most challenging problem for engineers is to adapt existing coastal structures to climate changes. Wave overtopping is highly sensitive to the increasing extreme water depths due to higher storm surges coupled with sea level rise. One way to face these problems for rubble mound breakwaters is to add one or more layers to the existing armour. Prediction of wave overtopping of coastal structures is presently obtained from empirical formulae in EurOtop (2018). For the case of overtopping over multi-layer armour, no validated method exists, so prediction must be based upon assumptions and judgement, with related uncertainties. This study is focused on the effects of different types of armour, the number of layer and other structural characteristics on the roughness factor f. The main effects of porosity and roughness will be investigated. This paper analyzes the results of several new physical model tests of different rubble mound breakwaters reproduced at the new medium scale random wave flume of the Department of Engineering of Roma Tre University.Recorded Presentation from the vICCE (YouTube Link): https://youtu.be/8cOdqkqQ-9s

scholarly journals Numerical Modeling of Sediment Transport Rate and Shoreline Changes of Jazireh-e Shomali-Jonoubi Port in the Persian Gulf

2020 ◽  
Vol 64 (2) ◽  
pp. 39-45
Author(s):  
Milad Bamdadi Nejad ◽  
◽  
Mohammad Javad Ketabdari ◽  
Farhad Shojaei ◽  
◽  
...  
Keyword(s):  
Numerical Modeling ◽  
Sediment Transport ◽  
Satellite Images ◽  
Morphological Changes ◽  
Wave Climate ◽  
Coastal Structures ◽  
Shoreline Changes ◽  
The Persian Gulf ◽  
Management Operation ◽  
Good Agreement

Studying the sediments and predicting the coastal morphological changes have wide applications in coastal engineering, including coastal management, operation, and design of the structures as well as their maintenance, development, and expansion of coasts and coastal structures, which are of paramount importance. This study aims to model the shoreline changes around the Jazireh-e Shomali-Jonoubi Port, calculate the amount of advancement and recession due to the construction of the breakwater, and to determine the areas exposed to erosion and sedimentation. To this end, a series of primary information, including aerial and satellite images, hydrographic and topographic maps, and the specifications and grading of the sediment of the considered coast, has been collected and the overall morphology of the area has been determined. The input data into the model include a 12-year time series of the wave (height, period, and direction of the wave) and the wave climate. The length of the shoreline is 4 km and a profile perpendicular to the coast with a length of 1500 m has been applied to the model. Finally, using numerical modeling, the net and gross potential rates of annual and cumulative sediment transport, as well as shoreline changes after 12 years, were simulated. The effect and length of sedimentation behind the port’s breakwater after 1, 5, 10 and 12 years are 81, 190, 247 and 267 meters, respectively, which is in good agreement with the actual observations. Because the length of the breakwaters is 300 meters, the sedimentation problem has not yet been established for the port after 12 years.

PREDICTION OF WAVE OVERTOPPING ON COASTAL STRUCTURES BY USING EXTENDED BOUSSINESQ AND SPH MODELS

2007 ◽  
Author(s):  
E.-S. Lee ◽  
D. Violeau ◽  
M. Benoit ◽  
R. Issa ◽  
D. Laurence ◽  
...  
Keyword(s):  
Coastal Structures ◽  
Wave Overtopping

Local overshoot and wind effects on wave overtopping at vertical coastal structures

2021 ◽  
pp. 1-30
Author(s):  
Swapnadip De Chowdhury ◽  
Jian G. Zhou ◽  
Anatoliy Khait ◽  
Derek Causon ◽  
Ling Qian ◽  
...  
Keyword(s):  
Wind Effects ◽  
Coastal Structures ◽  
Wave Overtopping

scholarly journals Wave Overtopping over Coastal Structures with Oblique Wind and Swell Waves

2018 ◽  
Vol 6 (4) ◽  
pp. 149 ◽  
Author(s):  
Ivo van der Werf ◽  
Marcel van Gent
Keyword(s):  
Wind Waves ◽  
Wave Loading ◽  
Coastal Structures ◽  
Wave Overtopping ◽  
Oblique Wave ◽  
Coastal Structure ◽  
Test Programme ◽  
Specific Direction ◽  
Wave Basin

Most guidelines on wave overtopping over coastal structures are based on conditions with waves from one direction only. Here, wave basin tests with oblique wave attack are presented where waves from one direction are combined with waves from another direction. This is especially important for locations where wind waves approach a coastal structure under a specific direction while swell waves approach the coastal structure under another direction. The tested structure was a dike with a smooth and impermeable 1:4 slope. The test programme consisted of four types of wave loading: (1) Wind waves only: “sea” (approaching the structure with an angle of 45°), (2) Wind waves and swell waves from the same direction (45°), (3) Wind waves and swell waves, simultaneously from two different directions (45° and −45°, thus perpendicular to each other), and (4) Wind waves, simultaneously from two different directions (45° and −45°, thus perpendicular to each other). Existing guidelines on wave overtopping have been extended to predict wave overtopping discharges under the mentioned types of wave loading (oblique sea and swell conditions).

WAVE OVERTOPPING AT COASTAL STRUCTURES: DEVELOPMENT OF A DATABASE TOWARDS UP-GRADED PREDICTION METHODS

2003 ◽  
Author(s):  
J. de Rouck ◽  
J. W. van der Meer ◽  
N. W. H. Allsop ◽  
L. Franco ◽  
H. Verhaeghe
Keyword(s):  
Prediction Methods ◽  
Coastal Structures ◽  
Wave Overtopping
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