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revetment within the limits of still-water levels and wave periods that could be expected to occur in the prototype area. These tests led to the development of a storm-surge hydrograph to which the seawall-revetment sections were subjected. The hydrograph included still-water levels of +2.6, +4.3, +6.9, and +8.6 ft mean sea level and wave periods of 6, 8, 10, 12, and 14 sec. The most severe breaking wave heights ranged from 9.0 to 17.0 ft. b. Several stone revetment sections were tested under the worst breaking wave conditions to optimize the geometry and stone sizes. Results indicated that the revetment plan characterized by 6.3-ton primary armor stone would be an adequate design. c. Unclassified SECURITY CLASSIFICATION OF THIS PAGEr»7ien Dais Enti PREFACE The model investigation reported herein was requested by the US Army Engineer District, Wilmington, (SAW), in a letter to the US Army Engineer Waterways Experiment Station (WES), dated 29 June 1983. Funding authorization was initially granted by SAW on Intra-Army order No. SAWEN-C-83-135, dated
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