![]() ![]() For the tests described herein, the layered type of construction was used for both breakwater trunks and breakwater heads. The present report is concerned with the design of rubble-mound breakwaters constructed of rough and smooth quarrystones, quadripods, tetrapods, hexapods, tribars, modified cubes, and truncated tetrahedrons. The first phase of this investigation, which dealt with the design of smooth quarrystone cover layers on breakwater trunks in depths of water sufficient to prevent the breaking of waves due to depth limitation, was described in a previous report by Hudson. The need for fundamental data for use in designing rubble-mound breakwaters led to a laboratory investigation to develop design criteria. Measurements were made to determine the average thickness and percentage of voids for all types of armor units used in this investigation. ![]() When the breakwater slope was steepened, wave runup and wave rundown increased when the wave steepness decreased, wave runup and wave rundown increased. In these tests wave heights greater than those corresponding to incipient instability were used. Tests were also conducted in which damage to the cover layers was determined as a function of wave height. The limit of stability of the armor units forming the protective cover layer was determined. The small-scale rubble-mound breakwater sections were hand constructed in concrete flumes 119 ft long, 5 and 12.5 ft wide, and 4 ft deep and subjected to mechanically generated waves. A conceptual diagram of each segment design can be seen below.Design of Cover Layers for Rubble-Mound Breakwaters Subjected to Nonbreaking Waves. As mentioned in the design concerns, the breakwater was designed to closely follow the 7m bathymetry contour. The second segment of the breakwater was designed to be much larger in order to protect the area of the proposed marina that is not already protected from the existing infrastructure. This part of the breakwater was designed to be significantly smaller than the other segment because it is protected from the large waves by the existing infrastructure. One of these segments of the breakwater was is in the area located near the loading quay. In order to fully protect the proposed marina while also trying to minimize the cost of the breakwater, the breakwater design was broken into two different segments. It should also be noted that this design wave height is not always achieved by the existing breakwater. The existing breakwater was designed to only reduce the waves near the loading quay to a height of 1m. During the breakwater design process, it was recognized that the existing breakwater infrastructure in the area would offer protection to some of the marina design, but not all of it. ![]()
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