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Wave loads on rubble mound breakwater crown walls in deep and shallow water wave conditions
Abstract The semi-empirical formulae by Pedersen (1996) for wave loads on vertical front faces of stiff crown walls are based on model tests with deep and intermediate water wave conditions. A new series of model tests performed at the same test facility as used by Pedersen has revealed that the formulae by Pedersen overpredict the loads in shallow water wave conditions. This paper presents a modification/expansion of the formulae to cover loads in both deep and shallow water wave conditions. The modification is based on a series of 162 physical model tests on typical rubble mound breakwaters with crown wall superstructures. The implementation of shallow water wave conditions in the formulae is done by modifying the term for wave run-up to be dependent on the incident wave height distribution. Moreover, the adjusted formulae provide more accurate estimates of the wave loads on free walls without front armour protection. Pressure transducers with very high eigen-frequencies were used in the present model tests as opposed to the transducers applied by Pedersen which in some cases seem to have been affected by dynamic amplifications.
Highlights Extension of existing formulae for wave loads on crown walls to cover shallow water wave conditions Modification of existing formulae to cover wave loads on un-protected crown wall faces Modification of existing formulae for better estimation of overturning moments of crown walls
Wave loads on rubble mound breakwater crown walls in deep and shallow water wave conditions
Abstract The semi-empirical formulae by Pedersen (1996) for wave loads on vertical front faces of stiff crown walls are based on model tests with deep and intermediate water wave conditions. A new series of model tests performed at the same test facility as used by Pedersen has revealed that the formulae by Pedersen overpredict the loads in shallow water wave conditions. This paper presents a modification/expansion of the formulae to cover loads in both deep and shallow water wave conditions. The modification is based on a series of 162 physical model tests on typical rubble mound breakwaters with crown wall superstructures. The implementation of shallow water wave conditions in the formulae is done by modifying the term for wave run-up to be dependent on the incident wave height distribution. Moreover, the adjusted formulae provide more accurate estimates of the wave loads on free walls without front armour protection. Pressure transducers with very high eigen-frequencies were used in the present model tests as opposed to the transducers applied by Pedersen which in some cases seem to have been affected by dynamic amplifications.
Highlights Extension of existing formulae for wave loads on crown walls to cover shallow water wave conditions Modification of existing formulae to cover wave loads on un-protected crown wall faces Modification of existing formulae for better estimation of overturning moments of crown walls
Wave loads on rubble mound breakwater crown walls in deep and shallow water wave conditions
Nørgaard, Jørgen Quvang Harck (author) / Andersen, Thomas Lykke (author) / Burcharth, Hans F. (author)
Coastal Engineering ; 80 ; 137-147
2013-06-02
11 pages
Article (Journal)
Electronic Resource
English
Wave loads on rubble mound breakwater crown walls in deep and shallow water wave conditions
| British Library Online Contents | 2013
Wave loads on rubble mound breakwater crown walls in deep and shallow water wave conditions
| Online Contents | 2013
Wave loads on rubble mound breakwater crown walls
| Online Contents | 1999
Wave loads on rubble mound breakwater crown walls
| Elsevier | 1999
Wave loads on rubble mound breakwater crown walls
| British Library Online Contents | 1999