Please use this identifier to cite or link to this item: https://hdl.handle.net/11681/12558
Title: Impact of I-664 bridge/tunnel project on wave conditions at Newport News Harbor, Virginia : hydraulic model investigation
Authors: Virginia. Department of Highways and Transportation.
United States. Army. Corps of Engineers. Norfolk District.
Bottin, Robert R.
Keywords: Hydraulic models
Harbors
Ports
Newport News, Virginia
Newport News Harbor
I-664 bridge-tunnel
Water waves
Issue Date: Oct-1984
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-84-4.
Description: Technical Report
Abstract: A 1:75- scale undistorted hydraulic model was used to investigate the impacts of the proposed Interstate 664 bridge/tunnel project on wave conditions in Newport News Harbor, Virginia. The model included the harbor, approximately 5600 ft of shoreline adjacent to the harbor entrance, and sufficient offshore area in Hampton Roads to permit generation of the required test waves. Various plans of improvement included the use of either rubble-mound or cellular concrete breakwaters. A 50-ft-long wave generator and an automated data acquisition and control system were utilized in model operation. It was concluded from test results that: (a.) Wave conditions in the existing harbor were relatively calm for storm waves from the various test directions. Only the most severe storm waves (50-year recurrence) from 215, 180, and 70 degrees resulted in wave heights in excess of 1.0 ft in the harbor. (b.) The most critical direction of wave attack for existing conditions was from 215 degrees since the harbor entrance is more directly exposed to incoming waves from this direction . Wave heights ranging from 1.4 to 2.0 ft may occur for severe storm waves (50-year recurrence) from this direction. (c.) The original rubble-mound jetty plan (Plan 1) resulted in wave heights in the harbor well below those obtained for existing conditions. (Maximum wave heights of only 0.9 ft occurred for 50-year storm wave conditions.) (d.) The originally proposed rubble-mound jetty can be reduced 300 ft in length to 925 ft (Plan 10) with no adverse effects on wave conditions in the harbor as a result of installation of the north tunnel island and the relocation of the harbor entrance. (e.) The crest el of the originally proposed rubble-mound jetty can be reduced by 3 ft in height to +9.3 ft with no adverse effects on wave conditions in the harbor. (f.) The original concrete-pile jetty plan (Plan 11) resulted in excessive wave heights (greater than 2 ft) inside the harbor. (g·) By sealing the openings between the 54-in. concrete piles (for a distance of 1035 ft) to an el of -4.7 ft (Plan 12), wave heights in the harbor were comparable to those obtained for existing conditions. Plan 12 resulted in no adverse effects on wave conditions in the harbor as a result of the installation of the north tunnel island and relocation of the harbor entrance and was considered the optimum concrete-pile jetty plan tested with respect to wave protection and economics. (h.) Even though Plan 12 was considered the optimum concrete- pile jetty in regard to impacts on the harbor, wave heights in the new basin formed by the jetties exceeded 3 ft. By completely sealing the openings between the concrete piles for its entire 2710-ft length (Plan 15) wave heights were reduced to 1.3 ft.
URI: http://hdl.handle.net/11681/12558
Appears in Collections:Technical Report

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