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Large scale tests on foreshore evolution during storm sequences and the performance of a nearly vertical structure Briganti, R.; Musumeci, R.E.; van der Meer, J.W.; Romano, A.; Stancanelli, L.M.; Kudella, M.; Akbar, R.; Mukhdiar, R.; Altomare, C.; Suzuki, T.; De Girolamo, P.; Mancini, G.; Besio, G.; Dodd, N.; Schimmels, S. (2018). Large scale tests on foreshore evolution during storm sequences and the performance of a nearly vertical structure, in: Lynett, P. (Ed.) Proceedings of 36th Conference on Coastal Engineering (ICCE2018), Baltimore, Maryland, July 30 - August 3, 2018. Coastal Engineering Proceedings, 36: pp. [1-10] In: Lynett, P. (Ed.) (2018). Proceedings of 36th Conference on Coastal Engineering (ICCE2018), Baltimore, Maryland, July 30 - August 3, 2018. Coastal Engineering Proceedings, 36. ASCE: Reston. ISBN 978-0-9896611-4-0. , meer In: Coastal Engineering Proceedings. American Society of Civil Engineers (ASCE): New York. ISSN 2156-1028, meer

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Beschikbaar in	Auteurs
VLIZ: Open access 334375 [ download pdf ] Waterbouwkundig Laboratorium: Open Repository 326199 [ download pdf ]
Documenttype: Congresbijdrage

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Trefwoord

Marien/Kust

Author keywords

Wave overtopping; Coastal flooding; Coastal structures; Storm sequences; Morphodynamics; Seawall; Beach

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Auteurs		Top
Briganti, R. Musumeci, R.E. van der Meer, J.W. Romano, A. Stancanelli, L.M.	Kudella, M. Akbar, R. Mukhdiar, R. Altomare, C., meer Suzuki, T., meer	De Girolamo, P. Mancini, G. Besio, G. Dodd, N. Schimmels, S.

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Abstract

This work presents the results of an experimental investigation on the e_ects of a sequence of storms on wave overtopping at a nearly vertical battered seawall at the back of a sandy foreshore. The experiments were carried out in the Large Wave Flume (GWK) at Leibniz Universität Hannover (Germany), as part of the research project ICODEP (Impact of Changing fOreshore on flood DEfence Performance), within the European Union programme Hydralab+. The layout consisted of a 10/1 battered seawall and a natural sandy foreshore with an initial 1:15 slope. The beach sand had a nominal diameter of 0.30 mm. Three storm sequences were simulated, where each consisted of three individual storms. Each storm was divided into six steps in which the wave conditions and still water level were varied to represent the peak of an actual storm. The six sea states were based on a JONSWAP spectral shape, with wave heights roughly between 0.6 m and 0.8 m. Two still water levels were tested. For the central two steps the level was such that the freeboard was only 0.14 m and almost all waves were overtopping. In the remaining steps low still water levels were employed, leaving a narrow swash zone. Two storm profiles were considered, the first one with a lower level of energy and the second one with a higher one. These were combined in the three di_erent sequences. All the tested wave conditions were designed to be erosive for the beach, with no recovery in between. Each sequence started from a plain beach configuration and the beach was not restored in between storms. The measurements included waves, pressure and forces, sediment concentrations and flow velocity together with overtopping. The profile of the beach was measured after each sea state tested.

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