Please use this identifier to cite or link to this item: https://hdl.handle.net/11681/13442
Title: Design for flood control, wave protection, and prevention of shoaling, Rogue River, Oregon : hydraulic model investigation
Authors: United States. Army. Corps of Engineers. Portland District
Bottin, Robert R.
Keywords: Flood control
Hydraulic models
Shoaling
Sediment transport
Sedimentation
Deposition
Rogue River
Oregon
Publisher: Hydraulics Laboratory (U.S.)
Engineer Research and Development Center (U.S.)
Series/Report no.: Technical report (U.S. Army Engineer Waterways Experiment Station) ; HL-82-18.
Description: Technical Report
Abstract: A 1:100-scale (undistorted) hydraulic model of Rogue River, Oregon , which included the river from its mouth to a point approximately 6700 ft upstream, the Rogue River Small-Boat Harbor, approximately 7,000 ft of the Oregon shoreline on each side of the river mouth, and sufficient offshore area in the Pacific Ocean to permit generation of the required test waves, was used to investigate the effects of proposed improvements with respect to shoaling, wave action, and riverflow conditions. Proposed improvement plans consisted of (A) extensions and/or modifications of the present jetties; (B) dredging of a new entrance channel south of the existing one with an extension of the south jetty and construction of a new jetty; and (C) the installation of dikes ext ending into the channel from the south jet ty bot h with and without a weir section and conveyance channel installed on the north jetty and overbank. An 80-ft-long wave generator, an automated Data Acquisition and Control System (ADACS), a model circulation system, and crushed coal tracer material were utilized in model operation. It was concluded from test results that: (1.) During periods when the shoal is present (Base Test 1), rough and turbulent wave conditions exist in the entrance due to waves breaking on the shoal. (2.) During periods when the shoal is present (Base Test 1), higher than normal river stages and rivercurrent velocities may result for various discharges since the shoal interferes with the passage of flood flows. (3.) During periods when the shoal is not present (Base Test 2), increased wave heights can be expected upstream of the small-boat harbor entrance. (4.) Wave-induced shoaling will occur in the river entrance for existing conditions for various waves from each direction, and the shoal will migrate upstream across the small-boat harbor entrance for waves from west and/or southwest. (5.) The installation of a timber-pile dike extending from the south jetty (Plans l-1B) will not prevent shoaling of the small-boat harbor entrance channel. (6.) The installation of the two rubble-mound dikes of Plan 2 and the three rubble-mound dikes of Plan 2A will prevent shoaling of the small-boat harbor entrance; however, each plan (Plan 2A to a lesser extent) will result in increased water-surface elevations upstream of the inner dike as compared with a no-shoal existing condition (Base Test 2). (7.) The Plan 2A rubble-mound dikes extending from the south jetty have no tendencies for trapping river bed-load sediment upstream of the inner dike for the various discharges tested. (8.) The conveyance channel and weir section of Plan 3A reduced river stages upstream by less than 1 ftand therefore were not successful in decreasing water-surface profiles to desired levels. (9.) Of the improvement plans tests involving extensions of the existing jetties on their original alignment (Plans 4-4G and 5- 5E), Plan 5E will provide shoaling protection from sediment on the north and south shorelines; however, sediment from the river will form a shoal in the entrance adjacent the south jetty that will extend upstream across the small-boat harbor entrance. (10.) Of the improvements plans tested involving jetty extensions oriented toward the west on an azimuth of S 81°41'30" W (Plans 6-6D and 7-7J), Plans 7E and 7J will prevent shoaling of the entrance from sediment on the north and south shorelines; however, sediment from the river will form shoals in the entrance but will not extend upstream to the small-boat harbor entrance. (11.) Of the improvement plans tested involving jetty extensions oriented toward the south on an azimuth of S 16°23'22" W (Plans 8-8D and Plan 9), Plans 8D and 9 will prevent shoaling of the entrance from sediment on the north and south shorelines; however, sediment from the river will result in a shoal along the south jetty extension extendiqg northerly in the entrance. This shoal will not extend upstream to the small-boat basin entrance. (12.) The jetty extensions of Plans 7J and 8D would have negligible effects on water-surface elevations in the lower reaches of the river for the various discharges. (13.) Of the improvement plans tested involving a new entrance south of the existing river mouth (Plans 10-10J and 11-11B), Plan 11B will provide shoaling protection for the new entrance from sediment on the north and south shorelines and sediment deposited seaward of the river entrance by various discharges. 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/11681/13442
Appears in Collections:Technical Report

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