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|Title:||Olcott Harbor, New York, design for harbor improvements : coastal model investigation|
|Authors:||United States. Army. Corps of Engineers. Buffalo District.|
Bottin, Robert R.
Acuff, Hugh F.
Olcott Harbor, New York
|Publisher:||Coastal Engineering Research Center (U.S.)|
Engineer Research and Development Center (U.S.)
|Series/Report no.:||Technical report (U.S. Army Engineer Waterways Experiment Station) ; CERC-90-1.|
Abstract: A 1:60-scale (undistorted) hydraulic model of Olcott Harbor, New York, was used to investigate wave, current, creek flow conditions, and sediment patterns for the existing harbor configuration and various improvement plans. The model reproduced approximately 3,300 and 3,600 ft of the New York shoreline on the east and west sides of the harbor, respectively, about 3,000 ft of the lower reaches of Eighteenmile Creek, and sufficient offshore bathymetry in Lake Ontario to permit generation of the required test waves. Proposed improvements consisted of the installation of rubble-mound breakwaters and channel dredging. An 80-ft-long unidirectional, spectral wave generator, an automated data acquisition and control system, and a crushed coal tracer material were utilized in model operation. It was concluded from test results that: (a.) Existing conditions are characterized by rough and turbulent wave conditions during periods of storm-wave attack. Wave heights up to 6.5 ft will occur in the existing entrance during boating season. (b.) The first basic harbor configuration (with the proposed mooring area east of the existing entrance, Plan 1 of 23 test plan variations) resulted in wave heights well within the established criteria (3.0 ft in the proposed entrance and 1.0 ft in the proposed mooring area) for boating season wave conditions. (c.) The following modifications may be made to the detached breakwaters of the first harbor configuration and still achieve acceptable boating season wave conditions. (1c.) The east and west detached breakwaters may be reduced in elevation from +16.2 and +1S.3 ft, respectively, to el +14.S ft. (2c.) The length of the east breakwater may be reduced by 125 ft (removal from the shoreward end of the structure). (3c.) The length of the west breakwater may be reduced by 350 ft (removal of 50 ft from the lakeward end and 300 ft from the shoreward end of the structure). (d.) Based on test results, the detached east and west breakwaters of the second basic harbor configuration were reduced to el +14.5 ft and the east breakwater length was reduced by 125 ft (paragraphs cl and c2). In addition, 50 ft may be removed from the shoreward end of the west breakwater (Plan 19) and acceptable wave conditions during boating season will be achieved for the second harbor configuration (mooring areas east and west of the existing entrance). (e.) The openings between the attached and detached east and west breakwaters of the second basic harbor configuration will provide wave-induced current flow through the harbor and should enhance circulation. (f.) The construction of the proposed harbor plan will have minimal impact on water surface elevations and creek current velocities in the lower reaches of Eighteenmile Creek. (g.) The opening between the attached and detached west breakwaters (Plan 19) may result in minor shoaling in the mooring area in the western portion of the harbor for test waves from 313 and 334 deg, provided a sediment source is available. The installation of a sill between the structures (Plan 21), an extension of the attached breakwater (Plan 22), or a spur on the attached structure) Plan 23) will alleviate this shoaling. (h.) Sediment placed between the existing groins east of the harbor for Plan 19 move easterly and westerly between the structures, but will remain relatively stable and not move from one cell to another. Accumulations may occur on the western sides of each cell, however, due to the predominance of the wave directions attacking the groin field.
|Rights:||Approved for public release; distribution is unlimited.|
|Appears in Collections:||Technical Report|
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|TR-CERC-90-1.pdf||17.85 MB||Adobe PDF|