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https://hdl.handle.net/11681/12633| Title: | Newport North Marina, Yaquina Bay, Oregon, design for wave protection : coastal model investigation |
| Authors: | United States. Army. Corps of Engineers. Portland District. Bottin, Robert R. Briggs, Michael Jeffrey. |
| Keywords: | Breakwaters Harbors Oregon Hydraulic models Newport Marina, Yaquina Bay, Oregon Wave action Wave protection Design |
| 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-96-2. |
| Description: | Technical Report Abstract: A 1:60 scale (undistorted) three-dimensional hydraulic model was used to investigate the design of proposed breakwater modifications at Newport North Marina, Yaquina Bay, OR, with respect to wave and current conditions in the harbor and sediment patterns at the site. The model reproduced the existing marina and a portion of the Yaquina River from west of the U.S. Highway 101 bridge upstream. Proposed improvements consisted of breakwater modifications at the marina entrance. A 12.2-m-long (40-ft-long) unidirectional, spectral wave generator, a water circulation system, an automated data acquisition and control system, and a crushed coal tracer material were used in model operation. Test results led to the following conclusions: (a.) Existing conditions are characterized by rough and turbulent wave conditions during periods of storm wave attack. Wave heights in excess of 0.9 m (3 ft) occurred in the marina mooring areas. (b.) Preliminary tests for the three originally proposed design alternatives (Plans 1-3) indicated that none of the test plans would meet the original 0.3-m (1-ft) criterion in the marina mooring area. (c.) Of the three originally proposed design alternatives, preliminary tests indicated that the angled rubble-mound breakwater extension concept (Plan 3 series) was most effective considering wave protection provided in the mooring area versus structure length. The detached breakwater concept (Plan 2 series) proved to be the least effective. (d.) Preliminary testing of the expeditiously constructed breakwater plans proved valuable in the selection of the structure alignments and locations used for the final test series. (e.) Test results for "modified" existing conditions (revetment, etc., installed) revealed rough and turbulent wave conditions in the marina with wave heights in excess of 0.9 m (3ft) during storm wave conditions. Generally, however, the revetment slightly improved overall wave conditions in the marina. (f.) Tests conducted in the model, in which overtopping of the existing timber breakwater was prevented, revealed that wave overtopping is not a significant problem with respect to excessive wave conditions in newport North Marina. (g.) Results of wave height tests for the final 12 test plans revealed that only Plan 6C (77.7-m-long (255 ft-long) rubble-mound breakwater extension and cumulative 67.1-m (220-ft) length of vertical structures) met the originally established 0.3-m (1 -ft) wave height criterion in the marina mooring areas. (h.) After an assessment of economic benefits, Plan 5 (54.9-m-long (180-ft-long) rubble-mound breakwater extension) was selected as the most cost-effective plan considering wave protection provided the marina mooring areas versus construction costs. (i.) Construction of the Plan 5 rubble-mound breakwater extension will have minimal impact on circulation patterns and magnitudes in the marina. (j.) Construction of the Plan 5 rubble-mound breakwater extension will have no adverse impacts on sedimentation in the marina entrance. (k.) Construction of the Plan 5 rubble-mound breakwater extension will have no adverse impacts on wave conditions along the existing docks and wharves west of the existing entrance. |
| Rights: | Approved for public release; distribution is unlimited. |
| URI: | http://hdl.handle.net/11681/12633 |
| Appears in Collections: | Technical Report |
Files in This Item:
| File | Description | Size | Format | |
|---|---|---|---|---|
| TR-CERC-96-2.pdf | 14.95 MB | Adobe PDF |  View/Open |