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Source: https://erdc-library.erdc.dren.mil/jspui/ The Los Angeles-Long Beach Harbors physical model for harbor resonance was used to investigate the effects of the Operations, Facilities, and Infrastructure (OFI), Scheme B, 2020 Plan on long waves (periods 30-500 sec) at existing and proposed berth locations. Phases I and II were studied. Monochromatic and irregular long waves were programmed for the 59.5-m (195-ft) segmented wave generator which produced a variable amplitude wave front Long period wave heights were measured at 87 gauge locations for existing and plan conditions. Long-period wave spectra represented winter storms from the west and waves from the south (more typical of summer and early fall). Wave measurements of harbor resonance indicated that for Los Angeles Harbor, Phases I and II, most existing harbor locations experienced reduction in wave height amplification factors (calculated relative to the ocean wave height), with only a few locations indicating slight increases, and these for relatively low amplification values. Fish Harbor and Pier 300 showed significant reduction in wave amplification. Proposed harbor berths on the new Island landful showed good response characteristics. Maximum responses periods tended to be greater than 200 sec, where ship motion response is less significant. NOTE: This file is large. Allow your browser several minutes to download the file.

Source: https://erdc-library.erdc.dren.mil/jspui/ A physical model study, using a 1:100 scale (undistorted) hydraulic model of Los Angeles Outer Harbor, California, was conducted to investigate short-period storm wave conditions for proposed harbor development located near the Angel's Gate entrance. The model reproduced two stages of the proposed Pier 400 dredging and landfill project, Angel's Gate entrance, portions of the existing breakwaters, and sufficient bathymetry in San Pedro Bay to permit proper reproduction of the required test waves. An 80-ft-long electrohydraulic, unidirectional, spectral wave generator and an automated data acquisition and control system were used in model operation. The following conclusions can be derived from the results of these tests: "Dredged channel configurations with no landfalls" (a.) Both the -63- and -85-ft channel configurations resulted in large wave heights at the toe of the proposed Pier 400 landfill. Maximum wave heights of 21.8 and 22.3 ft will occur for the -63- and -81-ft channels, respectively, for extreme wave conditions with a +8.0-ft still-water level (swl). The -63-ft channel bathymetry focuses wave energy slightly more to the east inside the outer harbor than the -81-ft channel bathymetry. (b.) For operational wave conditions with the +5.5-ft swl, maximum wave heights of 4.4 and 4.6 ft will occur adjacent to Pier 300 for the -63- and -81-ft channel configurations, respectively, with no landfills installed. (c.) For extreme wave conditions with the +8.0-ft swl, maximum wave heights of 10.0 and 10.4 ft will occur adjacent to Pier 300 for the -63- and -81-ft channel configurations, respectively, with no landfills installed. "Port of Los Angeles (PO LA) Stages 1 and 2" (a.) Both the POLA Stage 1 and Stage 2 landfill configurations provide excellent wave protection to the Pier 300 berthing areas. For operational wave conditions with the +5.5-ft swl, maximum wave heights will not exceed 0.4 ft; and for extreme wave conditions with the +8.0-ft swl, wave heights will not exceed 1.4 ft for either stage of construction. (b.) The berth in the channel west of Pier 400 will experience maximum wave heights of 1.0 and 1.1 ft for operational wave conditions with the +5.5-ft swl; and 3.1 and 3.7 ft for extreme wave conditions with the +8.0-ft swl for POLA Stages 1 and 2, respectively. (c.) The dredged berth east of Pier 400, included in the POLA Stage 2 configuration, will experience maximum wave heights of 2.4 ft and 3.9 ft for operational and extreme wave conditions, respectively. (d.) Overtopping of the landfill in an area approximately 1,500 to 2,000 ft west of the causeway may occur for both POLA Stages 1 and 2 for extreme test wave conditions with the +8.0-ft swl.

Source: https://erdc-library.erdc.dren.mil/jspui/ A previously calibrated numerical three-dimensional hydrodynamic model for Los Angeles-Long Beach Harbors, California, was applied to study the combined effects of tide and wind on circulation. The model was calibrated and verified successfully with field data for a summer wind condition. In this report the calibration is compared to a no-wind condition to understand the effects of typical wind conditions on circulation. Also, wind conditions for approaching (winds from the southeast) and passing (winds from the north) frontal systems, typical of fall-winter weather patterns, were simulated. Results indicated the effects of wind can be significant. NOTE: This file is large. Allow your browser several minutes to download the file.

Source: https://erdc-library.erdc.dren.mil/jspui/ A physical model study, using a 1:100 scale (undistorted) hydraulic model of Los Angeles Outer Harbor, California, was conducted to investigate short-period storm wave conditions for proposed harbor development located near the Angel's Gate entrance. The model reproduced the proposed harbor expansion, Angel's Gate entrance, portions of the existing breakwaters, and sufficient bathymetry in San Pedro Bay to permit proper reproduction of the required test waves. The model then was reactivated to determine the optimum plan for protection of the south mooring area from locally generated waves in the harbors complex if the adjacent Port of Long Beach and/or the Pactex landfills are not constructed initially. Finally, tests reported herein describe wave conditions in various mooring areas during phases of construction. An 80-ft-long electro-hydraulic, unidirectional, spectral wave generator and an automated data acquisition and control system were used in model operation. It was concluded from results of these tests that : (A.) As tested, the originally proposed first phase of construction (Plan 1) will result in wave heights well within the established criteria of 2.5 ft in the dry bulk terminal and 1 .5 ft in the container terminal for locally generated waves within the harbors complex. (B.) A total of 3,000 ft of breakwater length can be removed from the first phase of construction (Plan 11) and the established wave height acceptance criteria will still be met for locally generated wind waves. (C.) The Plan 11 alternative of the first phase of construction (3,000 ft of breakwater removed) will provide adequate wave protection to the berthing areas during periods of storm wave attack incident from deep water. (D.) The second phase of construction (Plan 14) will provide adequate wave protection to the berthing areas during periods of storm wave attack incident from deep water.

Source: https://erdc-library.erdc.dren.mil/jspui/ The purpose of the study described in this report was to determine the impact of Phase 1 of three different plans (Schemes A, C, and D) for the Ports of Los Angeles and Long Beach on three-dimensional (3-D) hydrodynamics and water quality. This objective was accomplished by applying a 3-D numerical hydrodynamic model called CH3D in conjunction with a modified version of a water quality model called WASP. In a previous study under the Harbor Model Enhancement Program, the two models were calibrated and verified for the harbors using field data collected in the summer of 1987, and their use was demonstrated for Phase 1 of Plan B. The present study follows the same methodology as the previous study. Study results showed that in an overall sense, no single plan was significantly better or worse than the others. The landfill of the plans did not alter the tidal range and phase significantly. The greatest change in velocity occurred at the entrances to the harbors. Net circulation in the Inner Harbor areas showed a strong tendency to reverse under all four plan conditions. The plans will result in less rapid flushing in the Inner Harbor-Back Channel-Middle Harbor of the Port of Long Beach and impact dissolved oxygen in the same areas. However, dissolved oxygen concentrations for plan simulations were above 6.0 g/m^3. NOTE: This file is large. Allow your browser several minutes to download the file.

Source: https://erdc-library.erdc.dren.mil/jspui/ To meet future needs, the Ports of Los Angeles and Long Beach have undertaken a long-range cooperative planning effort known as the 2020 Plan. Under this master plan, a number of phased plans have been determined to accommodate future needs. These plans involve deepening of ship channels and harbors and creation of new landfills. The purpose of the study described in this report was to determine three-dimensional (3-D) hydrodynamics of tidal and wind-driven circulation for existing conditions as well as a plan condition selected by the ports. This goal was accomplished by applying a state-of-the-art, 3-D numerical hydrodynamic model called CH3D. The model results also were used to drive a separate water quality model. In order to calibrate and verify the CH3D model, comprehensive field data were collected in the summer of 1987. These included surface elevation data measured at eight locations, current measurements with in situ current meters deployed at nine stations, current velocity profile measurements taken at major entrances to the harbors and interior channels, and a drogue study. For the numerical simulation, a variable, rectilinear grid containing 12,032 cells was used in the horizontal. In the vertical, a stretching mechanism was used to represent the bathymetry smoothly. Several sensitivity tests were conducted to determine model response to variation of key model parameters. On the basis of the tests, three cells were used in the vertical. The period from 7 to 11 August 1987 representing a large spring tide was used for model calibration, and the period from 19 to 23 August 1987 representing a mean tide was used for verification. In each case, the model was started from rest and forced with measured surface elevations at the open boundary and wind stresses, computed from measured wind data, at the free surface. Comparison of model results with observed surface elevations and currents indicated the model reproduced prototype behavior throughout the harbor complex and overall calibration and verification were successful. In order to demonstrate model use in investigating plan conditions, a plan condition known as Scheme B, Phase 1 was tested in the model. Model bathymetry was modified to represent plan conditions. Base conditions adopted for comparing the plan with existing conditions were the two periods used for model calibration and verification. Comparison of model results for plan with existing conditions indicated tidal ranges were maintained and there were no noticeable differences in phase. Discharge into the system was reduced by an amount equivalent to the reduced harbor surface area (about 10 percent). Velocity magnitude and direction were changed at specific locations. Peak flood and ebb velocities at Angel's and Queen's Gates were reduced up to 50 and 40 percent, respectively, for a large spring tide condition . Net circulation in the Inner Harbor showed a tendency to reverse under plan conditions. NOTE: This file is large. Allow your browser several minutes to download the file.

Source: https://erdc-library.erdc.dren.mil/jspui/ The potential for a hazardous chemical leak into the Nanticoke River from a chemical storage facility at Sharptown, Maryland, prompted the State of Maryland to request a study to assess the movement of waterborne contaminants in the Nanticoke River. Thus a test was conducted to monitor the movement of a dye tracer in the existing physical model of Chesapeake Bay.

Source: https://erdc-library.erdc.dren.mil/jspui/ The Port of Los Angles has embarked upon a program to improve wave and current conditions at Fish Harbor, Los Angeles, California . To achieve this, field measurements (both wave heights and currents) for the existing harbor were obtained and analyzed and a physical hydraulic model for short-period wave tests and numerical models for harbor oscillation and tidal circulation were used to investigate the effects of proposed harbor improvements. The proposed improvements consisted of dredging deeper channels and berthing areas to accommodate the larger, deeper draft vessels using the harbor and the creation of landfills to provide for expansion of local industry. The physical model was constructed to an undistorted scale of 1:60, model to prototype, and included the entire harbor and approximately 1,500 ft of underwater contours to the south and east of the entrance. A 30-ft-long wave generator and an Automated Data Acquisition and Control System were utilized in model operation. A hybrid finite element numerical model (capable of calculating forced harbor oscillations for harbors of arbitrary shape and variable depth) was used to calculate harbor resonance at Fish Harbor. Four numerical finite element grids were used to compute wave-height amplification factors and normalized maximum current velocities associated with the harbor's response to incident waves ranging from 20 to 160 sec. A two-dimensional depth-averaged formulation of the hydrodynamic equations was used in the tidal circulation model, and an implicit-explicit finite difference scheme was used to numerically solve the equations. An optimum improvement plan was developed during the physical model wave tests which met the established wave-height criteria and provided increased area for mooring small craft in the lee of the harbor breakwater. The results of the long-period prototype data analysis and numerical harbor oscillation study indicated a decrease in long-period wave energy for this optimum plan. The tidal circulation study indicated that changes in tidal circulation characteristics were limited to the vicinity of Fish Harbor and included a slight shift in flood and ebb flow patterns due to the breakwater location for the optimum plan. Tidal flushing in Fish Harbor was influenced by the optimum plan but was similar to existing conditions for successive low waters. NOTE: This file is large. Allow your browser several minutes to download the file.

Source: https://erdc-library.erdc.dren.mil/jspui/ An existing comprehensive physical model that correctly reproduced tides, tidal currents, and density currents throughout the Charleston Harbor was used to determine what quantity, if any, of effluents discharged into Cooper River would be transported from three proposed discharge points (located between miles 30 and 37 on Cooper River) to the mouth of the freshwater intake canal for the reservoir (located at mile 43) and subsequently through the intake canal into the reservoir proper. In addition to travel times of the effluents to critical locations, it was desired to determine the maximum concentrations of the effluents in Cooper River and Back River Reservoir. It was desired to know the rates of increases of effluent concentrations at critical locations should the freshwater discharge from Pinopolis reduce to zero. It was also desired to know if there would be saltwater intrusion into Back River Reservoir during operation of the Schedule C and Schedule E hydrographs. Based on the results of the model tests, the following conclusions were reached : (A.) For the Schedule C hydrograph and continuous dye release at Cooper River mile 37 (sta 37C) , measurable concentrations reached the Back River Reservoir (sta BR1) within four tidal cycles after the release (Test 1). (B.) For the Schedule C hydrograph and the dye released at Cooper River mile 37 (sta 37C) at the rate of 30 cfs during each ebb phase of the tide and 0 cfs during each flood phase, measurable dye concentrations reached the Back River Reservoir (sta BR1) within four tidal cycles after the release (Test 2). (C.) For the Schedule C hydrograph and continuous dye release at Cooper River mile 33 (sta 33C) , measurable dye concentrations reached the Back River Reservoir (sta BR1) within five tidal cycles after the release (Test 3). (D.) For the Schedule C hydrograph and continuous dye released at Cooper River mile 33 (sta 33C) at the rate of 30 cfs during each ebb phase of the tide and 0 cfs during each flood phase, measurable dye concentrations reached the Back River Reservoir (sta BR1) within five tidal cycles after the release (Test 4). (E.) For the Schedule C hydrograph and continuous dye release at Cooper River mile 30 (sta 30C), measurable dye concentrations reached the Back River Reservoir (sta BR1) within 25 tidal cycles after the release (Test 5). During the period of zero flow (cycles 56-68), dye moved into the Back River Reservoir with maximum concentrations of about 0.09 to 0.13 percent of initial concentration. After resuming the Schedule C hydrograph, the dye was flushed from sta BR1 with about 0.02 to 0.05 percent still remaining at sta BR2, BR3, and BR4 when the test was terminated. (F.) For the Schedule E hydrograph and continuous dye release at Cooper River mile 37 (sta 37C) , measurable dye concentrations reached the Back River Reservoir (sta BR1) within three tidal cycles after the release (Test 6). (G.) For the Schedule C hydrograph, maximum salinities in the Back River Reservoir varied from 15 ppm total salt at sta BR1 to 46 ppm at sta BR2. For the Schedule E hydrograph, the maximum salinities varied from 10 ppm at sta BR1 to 15 ppm at sta BR2 and BR3. (H.) The upstream limit of intrusion (100 ppm) of ocean salt water (high-water slack, bottom) was approximately Cooper River mile 43 (sta 43C) for Schedule C and approximately Cooper River mile 41 (sta 41C) for Schedule E.

Source: https://erdc-library.erdc.dren.mil/jspui/ In order to provide information on channel location and configuration and assist in planning of dredging operation, the geometry of Fire Island Inlet, New York, is analyzed. Using the 18 sets of aerial photographs taken between April 1962 and April 1972, the locations of shoals, beaches, and channels were determined, digitized for computer analysis, and displayed on drum plots. One of two channel locations proposed by the New York District is considered more appropriate in terrns of matching the average channel location.