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Title:	Design of Agana small-boat harbor, Territory of Guam : hydraulic model investigation
Authors:	United States. Army. Corps of Engineers. Pacific Ocean Division. Chatham, C. E. (Claude E.)
Keywords:	Agana Harbor Guam Hydraulic models Harbor design Small-craft harbors
Publisher:	Hydraulics Laboratory (U.S.) Engineer Research and Development Center (U.S.)
Series/Report no.:	Technical report (U.S. Army Engineer Waterways Experiment Station) ; H-75-1.
Description:	Technical Report Abstract: A 1:50- scale undistorted hydraulic model of Agana Harbor, the surrounding reef, and sufficient offshore area to permit generation of the required test waves was used to investigate the arrangement and design of proposed harbor improvements with respect to wave heights and wave-induced circulation conditions. The basic harbor configuration consisted of a new berthing basin (approximately 700 by 800 ft at an elevation of - 8 ft), an access channel (80 ft wide at an elevation of -10 ft), an entrance channel (120 ft wide at elevation of -12 to -15ft), a revetted landfill (including an area for a sewage treatment plant), east and west breakwaters, a wave absorber, and circulation channels (25 ft wide at an elevation of -8 ft). Variations to the basic configuration included: (A.) number, location, and orientation of circulation channels; (B.) location of sewage treatment plant landfill; (C.) size and shape of harbor landfill; and (D.) length and alignment of east and west breakwaters. An 80-ft-long wave generator and electrical wave height measuring and recording apparatus were utilized in model operation. It was concluded from test results that : (1.) No excessive wave heights were recorded in the existing harbor basins, but very confused wave and current patterns were present at the harbor entrance. (2.) Wave-induced circulation on the reef and in the existing entrance channel was good for all test conditions, but circulation in the existing harbor basins was generally poor. (3.) Plan 2A was the optimum arrangement of the circulation channels tested for the outer reef location of the sewage treatment plant; circulation with plan 2A installed compared favorably with that for the existing reef condition, and circulation in the existing basins was improved. (4.) Either plan 3A, 4, or 4A should be a satisfactory design for the shoreward location of the sewage treatment plant, and circulation with these plans compared favorably with that for plan 2A and existing reef conditions. (5.) Addition of the beach to the west of the sewage treatment plant landfill improved circulation in this area, but for some wave conditions slack-water areas were observed (similar to the beach west of the existing harbor basins). (6.) Removal of either the east or west breakwater (or both) resulted in strong crosscurrents in the entrance channel. (7.) Of the various east and west breakwater arrangements tested, plan 7A provided the best navigation conditions (i.e ., crosscurrents were eliminated and wave patterns were less confused). (8.) The box culverts proposed for the circulation channels reduced the effectiveness of these channels; it therefore appears that a bridge would be the best means of access to the outer-fill areas so that the entire channel width (25 ft) and depth (-8 ft) can be utilized. (9.) Wave heights in the harbor berthing areas were considered acceptable (less than 1.0 ft) for all improvement plans tested. NOTE: This file is large. Allow your browser several minutes to download the file.
Rights:	Approved for public release; distribution is unlimited.
URI:	http://hdl.handle.net/11681/13125
Appears in Collections:	Technical Report