![]() In placing unprotected Class C core material, the top elevation of the section should not exceed -20 msl for waves 7- to 8-feet high.Tests indicate the following cross section for a bottom 60 feet below mean sea level (-60 msl): On the harbor face, a slope ratio of 1 vertical on 1½ to 2 horizontal is usual. Sea slope ratios may vary from 1 vertical on 1½ to 3 horizontal. The slopes above this depth flatten considerably The surfaces of the mound are protected by carefully laid stones weighing from 10 to 20 tons. Below, it is subject to the secondary currents set up when waves meet the breakwater. Above this depth the mound is subject to the direct impact of the breaking waves. The width should be enough to prevent the mass of water from falling on the harbor side.īelow a certain depth, the mound generally assumes a natural slope ratio that does not exceed 1 vertical on 1¼ horizontal. Constant hydrodynamic action requires the use of heavy material in the mounds. Severe wave action calls for tops as wide as 70 feet. When the mound is exposed to ocean storms, a 15- to 20-foot-wide top has proven adequate. Engineers must determine the width of the crown or top. The width of the base is influenced by the slopes assumed by the mound under wave action. If the height proves inadequate, add more materials. When water levels fluctuate, height increases according to the tide range. The design should show an initial height above high water level equal to at least two-thirds the maximum expected wave height above mean high water (Figure 2). ![]() Practical experience determines the economical height to break the wave and prevent it from rolling over the mound. The greater the exposure, the higher the crown of the mound should be above the water level. They adapt the design according to these principles:
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