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https://hdl.handle.net/11681/13314| Title: | Seabrook Lock Complex, Lake Pontchartrain, Louisiana : design for wave protection at a temporary entrance during various phases of lock construction : hydraulic model investigation |
| Authors: | United States. Army. Corps of Engineers. New Orleans District. Bottin, Robert R. |
| Keywords: | Hydraulic models Hydraulic structures Wave action Water waves Maritime structures Coastal structures Lake Pontchartrain Louisiana Locks Seabrook Lock Complex |
| 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-80-8. |
| Description: | Technical Report Abstract: A 1:36-scale undistorted hydraulic model reproducing the site of the proposed Seabrook Lock Complex, the Inner Harbor Navigation Canal at its junction with Lake Pontchartrain, portions of the New Orleans Lakefront Airport, the stepped seawall adjacent to Lakeshore Drive, and sufficient offshore area in Lake Pontchartrain to permit generation of the required test waves was used to investigate the design of proposed breakwaters with respect to wave action. The proposed breakwater plans involved the placement of sheet-pile and floating structures arranged to provide wave protection to a temporary entrance during various phases of lock construction. An 80-ft-long wave generator and an Automated Data Acquisition and Control System (ADACS) were utilized in model operation. It was concluded from test results that : (A.) With no breakwater protection, the temporary entrances of Construction Sequence Phases II, III, and IV (Plans II, III, and IV) into the Inner Harbor Navigation Canal were characterized by rough and turbulent wave conditions (wave heights in excess of 6 ft) for the waves tested, and the cofferdams for each Construction Sequence Phase were significantly overtopped. (B.) Installation of a 2,150-ft-long sheet-pile breakwater lakeward of the proposed lock site (plans II-A, III-A, and IV-A) will reduce wave heights in the respective temporary entrances of Phases II, III, and IV to within the established 2.0-ft wave-height criterion for test waves from the following directions : (1) Construction Sequence Phase II - NNW (2) Construction Sequence Phase III - N, NNW (3) Construction Sequence Phase IV - N, NNW (C.) In addition to the 2,150-ft-long sheet-pile breakwater of Plan II-A, a 288-ft-long floating breakwater (plan II-C) installed NE of the proposed lock site is required to meet the established wave-height criterion in the temporary entrance of Construction Sequence Phase II for test waves from N. (D.) In addition to the 2,150-ft-long sheet-pile breakwater of Plans II-A, III-A, and IV-A, a 1,344-ft-long floating breakwater (plans 11-D, III-B, and IV-C) installed NW of the proposed lock site is required to meet the established wave-height criterion in the respective temporary entrances of Construction Sequence Phases II, III, and IV for test waves from NW. (E.) The 2,150-ft-long sheet pile breakwater of Plans II-A, III-A, and IV-A, in conjunction with the 1,344-ft-long floating breakwater (plans II-D, III-B, and IV-c), will substantially reduce overtopping of the cofferdams for Construction Sequence Phases II, III, and IV for test waves from all directions. |
| Rights: | Approved for public release; distribution is unlimited. |
| URI: | http://hdl.handle.net/11681/13314 |
| Appears in Collections: | Technical Report |
