P5. Hydraulic effects of breakwater crown walls

Bradbury, Andrew P.; Allsop, N. W. H.

doi:10.1680/dob.13513.0028

Cited by 40 publications

(34 citation statements)

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“…Finally, general conclusions are drawn. USACE (2002) listed numerous overtopping formulas, dimensionless overtopping discharge and dimensionless input variables described in the literature, including those by Owen (1980), Aminti and Franco (1988), Bradbury and Allsop (1988), Van der Meer and Janssen (1994) and Pedersen (1996).…”

Section: Introductionmentioning

confidence: 99%

Explicit Wave-Overtopping Formula for Mound Breakwaters with Crown Walls Using CLASH Neural Network–Derived Data

Molines

Medina

2016

J. Waterway, Port, Coastal, Ocean Eng.

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Based on the CLASH Neural Network (CLASH NN), a new 16-parameter overtopping estimator (Q6) is developed for conventional mound breakwaters with crown wall, both with and without toe berm. Q6 is built-up using the overtopping estimations given by the CLASH NN and checked using the CLASH database. Q6 is compared to other conventional overtopping formulas, and the Q6 obtained the lowest predicting errors. Q6 provides overtopping predictions similar to the CLASH NN for CMBW but using only six explanatory dimensionless variables (Rc/Hm0, Ir, Rc/h, Gc/Hm0, Ac/Rc and a toe berm variable based on Rc/h) and two reduction factors (γf and γβ).Q6 describes explicit relationships between input variables and overtopping discharge and hence it facilitates use in engineering design to identify cost-effective solutions and to quantify the influence of variations in wave and structural parameters.

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Section: Introductionmentioning

confidence: 99%

Explicit Wave-Overtopping Formula for Mound Breakwaters with Crown Walls Using CLASH Neural Network–Derived Data

Molines

Medina

2016

J. Waterway, Port, Coastal, Ocean Eng.

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“…2.2.1 Bradbury and Allsop (1988) This method starts from Jensen's work (Jensen, 1984) and determines the maximum horizontal force F H on the wave wall. ); h is the height of the wall (m); b is the width of the wall (m); L p is the peak period wave length (m); H S is the significant wave height (m); Dh is the vertical distance from still-water to the crest of the armour layer (m).…”

Section: Force Diagrammentioning

confidence: 99%

“…); h is the height of the wall (m); b is the width of the wall (m); L p is the peak period wave length (m); H S is the significant wave height (m); Dh is the vertical distance from still-water to the crest of the armour layer (m). Bradbury and Allsop (1988) propose the following equation from the foregoing 14.…”

Section: Force Diagrammentioning

confidence: 99%

“…& It does not say how to calculate the vertical force to be considered. & The empirical a and b parameters it introduces into the equation show the characteristics of the berm and the filter, the same as the Bradbury and Allsop (1988) Martín et al (1995) method gives two pressures: a dynamic one (due to the deceleration of the wave's front) and a pseudohydrostatic one (due to the descent of the mass of water accumulated on the structure). It does not consider them to be concomitant, and, therefore, they are not added together and it studies the wave wall's stability in each case separately.…”

Section: Pedersen and Burcharth (1992)mentioning

confidence: 99%

See 1 more Smart Citation

Comparative study of breakwater crown wall – calculation methods

Valdecantos¹,

Gutiérrez²,

Flors³

2013

Proceedings of the Institution of Civil Engineers - Maritime En

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2 3An investigation was undertaken consisting of a state-of-the-art and comparative analysis of currently available methods for calculating the structural stability of wave walls in sloping breakwaters. A total of six design schemes are addressed. The conditions under which the formulations and ranges of validity are explicitly indicated by their authors, are given. The lack of definition in parameters to be used and aspects not taken into account in their investigations are discussed and the results of this analysis are given in a final table. An investigation proposal based on an energy approach, in which the transmission of waves incident on the porous medium and its effect on the wall face is studied, brings the discussion to its close.

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“…On the other hand, little research had been carried out on the role of the freeboard parameter in design. A few examples include (Owen, 1980;Goda, 1985), and more recent analysis of Rubble Mound Breakwaters includes (Aminti and Franco, 1988;Van der Meer and De Waal, 1992;Van der Meer et al, 2005;Bradbury and Allsop, 1988;Muttray et al, 2006;Holthuijsen, 2007). Concerning rubble mound breakwaters in comparatively deep water, Jensen and Juhl(1987) examined consequences from an irregular wave model tests and some different projects were approved at DHI, and his work was later reanalyzed by Jensen and Juhl(1987).…”

Section: Introductionmentioning

confidence: 99%