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|Title:||Design for small-boat harbor improvements, Port Washington Harbor, Wisconsin : hydraulic model investigation|
|Authors:||United States. Army. Corps of Engineers. Chicago District.|
Bottin, Robert R.
Small craft harbors
Water wave absorbers
Port Washington Harbor
Water wave experiments
|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-77-1.|
Abstract: A 1:75-scale undistor ted hydraulic model reproducing Port Washington Harbor, approximately 2600 ft of shoreline on each side of the harbor, and sufficient offshore area n Lake Michigan to permit generation of the required test waves was used to investigate the design of certain proposed improvements with respect to wave action. The proposed improvement plan consisted of (a) new rubble-mound breakwaters within the existing harbor aggregating about 1330 ft in length and arranged to form a protected harbor of approximately 13.5 acres; (b) a 10-ft-deep, 150-ft-wide entrance channel; (c) a 10-ft-deep anchorage-maneuvering area about 3.5 acres in extent; (d) an 8-ft-deep, 72-ft-wide launching ramp channel extending from the anchorage-manuevering area to a launching ramp; (e) a 500-ft-long wave absorber adjacent to the existing north breakwater; and (f) safety railings on the new breakwaters. A 50-ft-long wave generator, a centrifugal pump and flow meter, and an Automated Data Acquisition and Control System were utilized in model operation. It was concluded from test results that: (1.) Existing conditions are characterized by very rough and turbulent waves in the vicinity of the proposed harbor during periods of severe wave attack. (2.) The proposed improvement plan (plan 1) was considered inadequate in that wave heights exceeded the established wave-height criteria (a maximum of 2.0 ft in the turning basin and 1.0 ft in the mooring area) for all directions due to overtopping of the existing north breakwater and overtopping of the transmission through the proposed east and west breakwaters. (3.) Of the improvement plans tested involving modifications to the north breakwater (adjacent to the proposed harbor), the concrete parapet wall (elevation of +12 ft lwd) in conjunction with wave absorber inside the breakwater (elevation of +4 ft lwd and 6 ft berm width) was determined to be optimal, considering wave protection afforded and cost. (4.) To achieve the established wave-height criteria in the proposed smallboat harbor, it was determined that the crown elevations of the east and west breakwaters must be raised and/or an impervious center must be added. (5.) Rubble- mound breakwater heads (plan 3) will reduce wave heights in the proposed small-boat harbor entrance somewhat; however, increasing the width of the entrance from 150 to 200 ft (plan 4) will increase wave heights in the entrance significantly. (6.) The zigzag west breakwater alignment (plan 7A) resulted in smaller wave heights at the coal wharf (S 37°10'E direction) than did the straight west breakwater alignments (plans 6 and 8); however, maximum wave heights obtained at the coal wharf for plans 6 and 8 were comparable to those obtained for existing conditions, considering all directions tested. (7.) Removal of 185 ft from the shore end of the west breakwater (plan 8) will improve wave-induced circulation without increasing wave heights in the proposed small- boat harbor. (8.) Construction of the proposed small-boat harbor will have no adverse effects on the existing inner slips of the harbor. (9.) Filling in approximately one third of the existing north slip (as requested by the city of Port Washington) (plan 9) will result in increased standing wave heights in the north slip. (10.) The proposed small-boat harbor had no adverse effect on the circulation patterns from the Wisconsin Power and Electric Company water discharge, and the warm water discharge did not enter the proposed small-boat basin to any appreciable extent for the proposed improvement plans. NOTE: This file is large. Allow your browser several minutes to download the file.
|Rights:||Approved for public release; distribution is unlimited.|
|Appears in Collections:||Technical Report|
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|TR-HL-77-1.pdf||14.39 MB||Adobe PDF|