![]() After analysing the experimental results, it will be shown how H50-formulae can predict the observed damage independently of the sea state wave height distribution or the succession of sea states. Using these H50-transformed formulae for regular and irregular sea states it will be shown how damage predictions are independent of the sea state wave height distribution.To check the capability of these H50-formulae to predict damage evolution of succession of sea states with different wave height distributions, some stability tests with regular and irregular waves have been carried out. The first part is a description of the impact that his initial 1938 formula had on the calculation of these structures, and the following sections examine the experiments. Coastal Engineering, 3, 77–96) are transformed into sea-state damage evolution formulae. The joint effect of the wave height and period on the stability of rubble mound breakwaters using Iribarren's number. Most of the designs for these structures use so called deterministic or semi-probabilistic design methods (level I). All over the world rubble mound breakwaters are built to protect harbours, shorelines, and other vulnerable coastal areas against wave action and currents. Technical University of Delft) and Losada and Giménez-Curto (Losada, M.A., Gimenez–Curto, L.A., 1979. Probabilistic Design of a Rubble Mound Breakwater. Rock slopes and gravel beaches under wave attack. These formulas for the design of the required weight of the armor units in the cover layer reflect the complex phenomena and t. Design of rubble-mound breakwaters using M5² machine learning method. Design of rubble mound breakwaters is a challenging issue due to the uncertainties in the design parameters. Existing empirical formula, such as those of Hudson (1958) and Van der Meer (1988), depict considerable scatter between the predicted stability number and the measurements. Improved stability formulas for rubblemound breakwaters are developed. Rubble mound breakwaters are type of coastal defense structures that are widely preferred all around the world, especially along the coastlines of Europe. Although, several empirical formulae have been proposed for decades, remarkable improvement cannot be seen. Using this H50 parameter, formulae as van der Meer (van der Meer, J.W., 1988. These formulas for the design of the required weight of the armor units in the cover layer reflect the complex phenomena and t. HRS Wallingford, Report 61, UK) data it will be shown that H50 is the wave parameter that best represents the damage evolution with the number of waves in a sea state. ![]() Riprap design for wind wave attack: A laboratory study on random waves. In this paper it will be shown that the wave height parameter H50, defined as the average wave height of the 50 highest waves reaching a rubble-mound breakwater in its useful life, can describe the effect of the wave height on the history of the armor damage caused by the wave climate during the structure's usable life.Using Thompson and Shuttler (Thompson, D.M., Shuttler, R.M., 1975.
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