Wave loads on rubble mound breakwater crown walls in deep and shallow water wave conditions

Distribution of Wave Loads for Design of Crown Walls in Deep and Shallow Water

“…The formulae were updated versions of the Pedersen (1996) formulae, which are only valid for deep-water wave conditions. More specifically, Nørgaard et al (2013) provided predictions for F H,0.1% , M H,0.1% , and P b,0.1% , which are the horizontal wave load, overturning moment, and the front base pressure respectively (see e.g. Fig.…”

“…Instead of the 0.1 % exceedance level in the formulae by Nørgaard et al (2013), other design formulae are based on exceedance levels defined by the average of the 1/250 highest waves, such as by Cuomo et al (2010) for prediction of wave loads on vertical breakwaters. Additionally, Goda (2010) recommended using H max = 1.80H 1/3 (approximately corresponding to H 1/250 in Rayleigh distributed waves) for prediction of design wave loads for vertical breakwaters, where H 1/3 is the significant wave height in the time domain.…”

“…The sizes of the peaks are closely related to the wave steepness and the ratio between the parts of the wall which are protected and un-protected by the armour units. Nørgaard et al (2013) presented formulae for prediction of the horizontal dynamic wave loads with low-exceedance probabilities in deep and shallow water wave conditions. The formulae were updated versions of the Pedersen (1996) formulae, which are only valid for deep-water wave conditions.…”

“…5c) exceeded by 0.1 % of the incident waves. The prediction formulae by Nørgaard et al (2013) are based on H 0.1% (i.e. the wave height exceeded by 0.1 % of the incident waves).…”

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This paper puts forward a new method to determine horizontal wave loads on rubble mound breakwater crown walls with specific exceedance probabilities based on the formulae by Nørgaard et al (2013) as well as presents a new modified version of the wave run-up formula by Van der Meer & Stam (1992). Predictions from the method are compared to measured horizontal wave loads from scaled model tests, and the new method provides results which are in agreement with measured values as long as the wave loads on the crown wall are relatively impulsive.

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