Analysis Of Submerged Breakwaters
Stability Design
Author(s)
F. Taveira-Pinto
Abstract
The stability of a conventional low-crested breakwater above still-water level can
be related to the stability of a non-overtopped structure, based on the usual
stability Hudson’s or Van der Meer’s formulae. The required rock diameter for
an overtopping breakwater can then be determined, for instance, by application
of a reduction factor for the mass of the armour. Other formulations to the design
of such overtopped structures can also be used.
Studies with low-crested structures have shown that different sections of the
structure (the front slope, the crest and the back slope) have different stability
responses for similar sea state conditions, depending on the relative crest height.
The behaviour of the total slope protection reflects the stability behaviour of each
section component. If one wants to optimize the armour weight for similar
security conditions in each part of the breakwater, then the stability curves in
each section should be determined.
The slope angle has significant influence on non-overtopped structures, but in
the case of submerged structures the wave attack is concentrated on the crest and
less on the seaward slope. The stability of submerged breakwaters appeared only
to be a function of the relative crest height, the damage level and the spectral
stability number, according to performed tests.
In this paper a general review and comparison of the available formulae for
submerged breakwater stability design is done. Design charts are presented as
well as evidence of some physical modelling results. This information will be of
some aid to designers, who are considering the use of these kinds of structures.
Keywords: submerged breakwaters, stability, design formulae.
Keywords
submerged breakwaters, stability, design formulae.
Related Book
Other papers in this volume
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