Please use this identifier to cite or link to this item: https://hdl.handle.net/11681/12515
Title: Jetty stability study, Oregon Inlet, North Carolina : hydraulic model investigation
Authors: United States. Army. Corps of Engineers. Wilmington District
Carver, Robert D.
Davidson, D. Donald
Keywords: Hydraulic models
Inlets (Waterways)
Jetties
Shore protection
Water waves
Ocean waves
Jetty
Oregon Inlet, North Carolina
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-83-3.
Description: Technical Report
Abstract: An undistorted-scale hydraulic model study was conducted to provide input for design optimization of a rubble-mound jetty sys t em proposed for Oregon Inlet, North Carolina. Two-dimensional (trunk) tests consisted of (a) developing stable stone and dolos sections (base designs) for a depth-limited breaking wave of 15 sec, 13.6 ft at a design swl of +5.5 ft; (b) subjecting the stable base designs obtained at the +5.5 ft swl to storm-surge hydrographs with peak levels of +6.5, +7 5, +8.5, +9.5, +10.5, and +11.5 ft NGVD and obtaining damage as a function of swl; (c) redesigning the armoring schemes for stable sections at +7.5 ft swl with a depth-limited breaking wave of 15 sec, 15.5 ft and subjecting these plans to storm-surge hydrographs of +8.5, +9.5, +10.5, and +11.5 ft NGVD and again determining damage as a function of swl; and (d) redesigning both the stone and dolos sections for stability at an swl of +9.5 ft with a depth-limited breaking wave of 15 sec, 17.2 ft. Three-dimensional tests were conducted to determine stable stone and dolos head sections for 15-sec, 17.6-ft waves at angles of wave attack equal to 0, 22.5, 45, 67.5, and 90 deg. Two-dimensional test results of base designs at swl's of +5.5, +7.5, and +9.5 ft correlated well with the seaside armor requirement predicted by the Hudson Stability Equation. Stability coefficients for the range of conditions investigated were determined to be 2.3 and 8.3 for stone and dolosse, respectively. Results of storm-surge hydrograph tests showed that as opposed to the stone designs, the dolos sections experienced significantly more rapid deterioration when subjected to wave heights in excess of the design height. During three-dimensional tests of the selected head geometries, 30-ton stone and 14-ton dolosse proved to be stable for 15-sec, 17.6-ft breaking and nonbreaking waves at angles of wave attack equal to 0.0, 22.5, 45, 67.5, and 90 deg. The 30-ton stone and 14-ton dolos breakwater head designs correspond to stability coefficients of 1.3 and 4.0, respectively. Also, based on total armor area reproduced, no particular angle of wave attack was significantly more damaging than the others for either armor type. Additional two-dimensional tests (Phase II) conducted to satisfy prototype foundation problems produced stable designs for (a) an all dolos section, (b) protection with dolosse on the crown and side slopes and stone on the toe, and (c) protection with stone on the crown and toe, and dolosse on the side slopes. 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/11681/12515
Appears in Collections:Technical Report

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