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|Title:||Seabrook Lock Complex, Lake Pontchartrain, La. : design for wave protection at lock entrance : hydraulic model investigation|
|Authors:||United States. Army. Corps of Engineers. New Orleans District.|
Bottin, Robert R.
Turner, Kent A.
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-80-7.|
Abstract: A 1:36-scale undistorted hydraulic model reproducing the proposed Seabrook Lock Complex, the Inner Harbor Navigation Channel 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 either rubble-mound, sheet-pile, or floating structures, or various combinations of these structures arranged to provide wave protection t o the lakeward entrance of the proposed lock. 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.) Existing conditions are characterized by very rough and turbulent waves in the vicinity of the proposed lock during periods of storm wave attack. (B.) The installation of a rock wave absorber along the vertical and stepped walls in the area will significantly calm wave conditions in the vicinity of the proposed lock. (C.) Wave heights in the proposed lock with no breakwaters installed (plan 2) would be extremely hazardous (wave heights in excess of 8 ft). (D.) The combined 2,250-ft breakwater length (one outer and two inner breakwaters) of Plan 8 provides wave protection that satisfies the established criterion at the lock entrance and appears to be the most economical rubble-mound breakwater plan tested. (E.) The sheet-pile outer breakwater configurations of Plans 10A, 11B, 12A, and 20A, all in conjunction with two 300-ft-long rubble-mound inner breakwaters, will provide wave protection that meets the established criterion at the lock entrance. (F.) To achieve the established wave-height criterion at the lock entrance with floating structures (providing 50 percent attenuation for waves approaching from a direction perpendicular to the structure), a total breakwater length of 5,088 ft is required (plan 17C, consisting of two outer and three inner breakwaters).
|Rights:||Approved for public release; distribution is unlimited.|
|Appears in Collections:||Technical Report|