208
Coastal Engineering: Theory and Practice
Therefore,
= 2.37
To prevent overtopping, based on Waal and van der Meer [1992],
As
> 2.0
Therefore,
=3Q
(Hs)toe
•
Hence,
To prevent overtopping for imperméable slope, R2% = 3.0(1.6) = 4.8m
from the MSL to be provided for the revetment.
Whereas, in the case of permeable slopes,
Assuming double layered rubble mound slope,
when
> 1.5
= 1.17(U)°'46
= 1.17(2.37)0’46 = 1.74
Therefore, R2% — 1.635(1.6) = 2.78 m from the MSL to be provided for
the revetment.
References
Ahrens, J. P. (1988). Irregular wave run-up on smooth slopes, CETA No. 81-17,
U.S. Army Corps of Engineers, Coastal Engineering Research Center, Ft.
Belvoir, VA.
Ahrens, J. P., and Seelig, W. N. (1996). Wave run-up on beaches, Proc. 25th Int.
Conf. Coastal Engrg, pp. 981-993.
Battjes, J. A. (1974). Surf similarity, Proc. Ifth Int. Conf. Coastal Engrg., vol. 1.
pp. 466-480.
Besley, P. (1999). Overtopping of seawalls — design and assessment manual, R&D
Technical Report W 178, Environment Agency, Bristol.
CIRIA/CUR. (1991) Manual on the Use of Rock in Coastal and Shoreline Engineering, CIRIA Spécial Publication 83, London, CUR Report 154, Gouda,
The Netherlands.
Coastal Engineering Research Center (1984). Shore Protection Manual, U.S.
Army Corps of Engineers, WES, Vicksburg.
CEM (Coastal Engineering Manual) (2002). U.S. Army Corps of Engineers, Engineer Manual 1110-2-1100, Washington, D.C. (6 volumes).
De Waal, J. P., and van der Meer, J. W. (1992). Wave runup and overtopping
on coastal structures, Proc. 23rd Int. Conf. Coastal Engrg., 2, pp. 1758-1771.