Get this from a library! Freeboard allowances for waves in inland reservoirs. [ Thorndike Saville; Elmo W McClendon; Albert L Cochran]. Derive simple wave prediction methods for British inland reservoirs taking account of E W, & Cochran A L, () Freeboard allowances for waves in Inland. overtopping due to wind-generated waves and reservoir setup. • Relationships in “Freeboard Allowances for Waves in Inland Reservoirs.

Author: Tataur Nikorn
Country: Bolivia
Language: English (Spanish)
Genre: Automotive
Published (Last): 18 April 2010
Pages: 163
PDF File Size: 1.32 Mb
ePub File Size: 11.74 Mb
ISBN: 593-3-36885-171-9
Downloads: 46359
Price: Free* [*Free Regsitration Required]
Uploader: Kazijind

This paper has as purpose to show the calculations done to determine the upstream freeboard the difference in height between the highest level of water upstream and the crest of the embankment for the Lom pangar dam in Cameroon.

Freeboard Allowances for Waves in Inland Reservoirs

The RCC dam — Calculation of freeboard. A model of the phenomenon caused by wind. The effective fetch method supposes that a directional diffusion of the wind in cosine from the 10th power, starting from the maximum frequency of the wave spectrum and taking into account the distance Fi which separates the border of the damevery An average depth of 30m has been retained in the ensuing calculations.

Laterite Embankment fill at 3. Our article is interested in water rise due to wind set-up and wave run-up with respect to the crest of the dam.

Freeboard Allowances for Wave in Inland Reservoirs

The waves generated by the wind under the hypothesis of great inlanc do not have the same height. Characteristics of wave spectrum. When the waves hit the upstream face of the dam, we assist in an upsurge of the water level due to the fact that the kinetic energy in the waves is transformed into potential reservoies. For each of the configurations considered, the criteria for expected minimum freeboard in table 1 are respected for all the dams considered.

We consequently conclude that the crest of the structure is sufficiently high to resist any risk resulting from fof run-up of waves on the crest.


Table 4 and 5 synthesize the results obtained for the laterite backfill embankment as well as the transition rock fill embankment. In order to expose a larger part of the reservoir, we suppose that the longest stretch of water is the direction perpendicular to the dam.

Journal of Engineering and Technology. The objective of evaluating the freeboard is to provide needed assurance against overtopping resulting from the following: The value of the freevoard in water level is calculated by applying the Zuider Zee formula Fell et al.

Freeboard Allowances for Waves in Inland Reservoirs

The maximum elevation of the water creeboard at the neighborhood of the upstream face is defined by the following formula:. Determining the wave run-up height. The impact height of a wave is a combination of an upsurge in water level and run-up height R associated to a wave height H in deep water.

The fetch represents the distance which separates the dam from the shore where the wind is blowing.

Freeboard Allowances for Wave in Inland Reservoirs

freeboagd The calculation of minimum freeboard for the embankment dam. The submersion of an embankment due to waves could rseervoirs its lifespan and it is thus necessary to verify the height of the crest of the dam in a way that would protect it against a maximum increase of the water level. Measures carried out in the sea and in the reservoir during tempests have shown that the characteristics of the wave spectrum are as follows:.

Historically, we usually work with the significant height.

The significant height Hs calculated previously is defined as the average height of waves situated in the upper third. As we can see in table 3thirteen percent of the waves go above this height. These latter freeboagd will take knland account the following different parameters.

The freeboard f is defined as the difference between the height of the dam crest and the maximum elevation attained by the waves on the upstream face of the dam.

For the continuity of our calculations we would suppose that the waves have had enough time to attain their maximum height and that the alowances of the wave height supported is always verified for periods of wind superior to one hour. The method used here to determine the effective fetch is based on recommendations from USACE [ 56 ]. This increase in the height of the waves is called wave run-up.


The development objective of the Lom Pangar Hydropower Project reservoisr Cameroon is to increase hydropower generation capacity and reduce seasonal variability of water flow in the Sanaga River and to increase access to electricity [ 78 ].

When Z reservoiris Once the significant height has been calculated, it is possible to determine the frequency of occurrence for a given wave height [ 3 ].

Many configurations are considered in the presentation of our calculations [ 1 ]. When a wave meets a vertical face, the part of the energy transported by the former is dissipated in the form of turbulence whereas the remaining energy is transformed into allowancds energy thus causing an upsurge in the water freeboarrd due to wave run-up.

The average of rise in water level is a result of the blowing of the wind.

The notion of effective fetch has been introduced to take into account the following phenomena:. We would however carry out a study on the sensitivity of the speed of wind. Distance to the dam – reservoir and the calculation of the effective fetch. The latter is defined as reesrvoirs sum of the wind set-up S and the wave run-up R for a given wave height H.

Transition embankment at 1. This length is called the effective fetch and denoted Fe. H is defined as the average height of waves over the percentage of the highest waves.