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Coastal and Hydraulics Laboratory Fact Sheets
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> TR-01-22
Introduction - TR-01-220017
Introduction (cont.) - TR-01-220018
Overview of the Laboratory Facilty
Concrete fixed bed
Sand moveable bed
Coordinate system
Wave Generators
Instrumentation Bridge
Wave gauges - TR-01-220025
Acoustic-doppler velocitimeters
Figure 8. Beach profile indicator resting on sand beach with facility drained
Lateral Boundaries
Figure 9. View of the LSTF from inside the data acquisition and control room
Longshore Current Recirculation System
Figure 10. Seven types of longshore current recirculation systems
System Requirements
Numerical Simulation of Longshore Current
Validation using dye measurements
Influence of wave height
Figure 11. Influence of wave height on required longshore current distribution
Design Parameters - TR-01-220037
Design wave condition
Allowance for variable water level
Design Pumping Capacity
Design of System Components
Vertical turbine pumps and motors
Variable speed motor controllers
Piping system
Flow measurement system
Flow channel and intake system
Calibration and Testing
Figure 19. System No. 10: Relationship between pump discharge and frequency of the motor controller
Pumping steadiness and measurement repeatability
Summary - TR-01-220050
Sediment Trapping and Dredging Systems
Design of Sediment Trapping System
Trap support frames and degrees of freedom
Load cells and design capacities
Figure 22. Stainless steel, splash-proof load cells are bolted to the bottom of the support frames to support the sediment traps
Sealing the perimeter of the traps
Dredging System
Figure 24. Statistical parameters normalized by the average value in the time series, obtained from each load cell during tare-weight tests conducted with the traps empty and the facility drained
Figure 25. Standard deviation of load cell readings measured during tare-weight tests conducted with the traps empty and the facility drained
Tests with the facility full of water
Summary - TR-01-220061
Figure 26. Standard deviation of load cell readings measured during dynamic performance tests with empty traps using both regular and irregular waves
Beach Morphology Control
Figure 27. Sand is removed from a temporary storage area, located in the updrift, offshore corner of the facility
Figure 29. Stainless steel rods are permanently installed every 1.0 m along the updrift side of the bridge
Figure 31. Fine-tuning of the initial beach profile is achieved using a hand held shovel and rake, especially in regions where it is difficult to use the tractor, such as the steep front slope of the foreshore berm
Adjustable Boundary Elevation
Figure 34. The elevation of the lateral boundaries is adjusted using bricks.
Summary - TR-01-220069
Experiment Control, Data Acquisition, and Analysis Packages
Figure 35. Main panel of the MTS control software (Permission to reprint granted by MTS Systems Corp.)
GEDAP Synthesis and Analysis Package
GEDAP Synthesis and Analysis Package (Cont.)
Figure 36. Block diagram of the GEDAPTM system of the Canadian Hydraulics Centre (Miles 1997) (Permission to reprint granted by Canadian Hydraulics Centre)
Display System for ADV Digital Data
Figure 37. On-line documentation listing the program classes and subroutine libraries of GEDAPTM system of the Canadian Hydraulics Centre (Miles 1997) (Permission to reprint granted by Canadian Hydraulics Centre)
Control System for Vertical Turbine Pumps
Data Acquisition System for Flow Meters
Summary - TR-01-220079
Wave Generation and Current Recirculation
Synthesis of regular wave drive signals
Synchronization of wave generators
Generating waves
Current Recirculation
Table 3. Calculation of Discharge Rates for 20 Vertical Turbine Pumps
Setting the speed of the pumps
Summary - TR-01-220087
Sensor Calibration, Measurement, and Data Analysis
Figure 40. Measurement of wave, current, and sediment concentration data
Calibration of wave gauges
Measurement of waves
Figure 42. Data recorder panel in the MTS control software (Permission to reprint granted by MTS Systems Corp.)
Analysis of waves
Calibration of ADVs
Figure 43. Relationship between the output voltage range from the ADVs and the range of the A/D converters with respect to engineering units
Measurement of currents
Quality of current data
Analysis of currents
Analysis of currents (Cont.)
Sediment Concentration Data
Figure 47. Calibration results for FOBS No. 1 on Vertical Array No. 1
Measurement of sediment concentration
Analysis of sediment concentration
Calibration of beach profile indicator
Figure 49. Calibration of beach profiler indicator is verified on benchmark
Measurement of beach profiles
Figure 51. Operation panel in the MTS control software for the fully automated bathymetric survey system (Permission to reprint granted by MTS Systems Corp.
Analysis of beach profiles
Sediment Trap Data
Measurement of sediment trap data
Measurement of sediment trap data (Cont.)
Figure 52. Average sediment trap weights for Test1H_Case2, showing the amount of sand that had accumulated on the neoprene rubber seals
Analysis of sediment trap data
Figure 54. Instantaneous submerged weight of Sediment Trap No. 2 during the first 2 hr of test segment Test1H_Case2
Water Level Control
Summary - TR-01-220116
Establishing Uniform Longshore Currents
Figure 55. Oblique view of the Large-scale Sediment Transport Facility (regular wave experiment)
Measurement Methodology
Procedure for Tuning the Longshore Current - TR-01-220120
Iterative examination of the longshore current distribution
Figure 57. Progression of pump settings for regular wave experiments
Figure 58. Test 6D under-pumping: Measured longshore current distirbution at Y 19, 27, and 35 m
Figure 60. Test 6N proper pumping: Measured longshore current distribution at Y = 19, 27, and 35 m
Verification using minimum Qr concept
Figure 61. Surf zone and internal recirculation flow rates at Y27 for 15 regular wave experiments
Verification using gradient in Qs concept
Figure 64. Irregular wave test series: Longshore variation in surf zone flow rates, Qs
Longshore Uniformity
Figure 65. Regular wave Test 6N: Longshore uniformity of hydrodynamics vs length of surf zone
Figure 66. b. Regular wave Test 6N: Cross-shore distribution of mean water surface elevation (Part 2 of 3)
Longshore Uniformity (Cont.)
Figure 67. Irregular wave Test 8E: Longshore uniformity of hydrodynamics vs length of surf zone
Figure 68. b. Irregular wave Test 8E: Cross-shore distribution of mean water surface elevation (Part 2 of 3)
Longshore Current Steadiness and Repeatability
Application to Sediment Transport Experiments
Figure 70. Irregular wave Test 8E: Distribution of mean longshore current at downstream boundary
Longshore Sediment Transport Experiments
Issue of Sand Recharging
Procedures for Executing Experiments
Instrumentation and measurement scheme
Complexities of pumping the proper longshore current
Figure 71. Evolution of beach profile shape for the plunging-breaker case
Steadiness and repeatability of measurements
Figure 72. Repetitive measurements of mean longshore current during a single-wave run
Figure 74. Measurements of significant wave height for successive wave runs at the same cross-shore transect for the plunging-breaker case
Figure 76. Measurements of mean longshore current for successive wave runs at the same cross-shore transect for the plunging-breaker case
Figure 77. Measurements of sediment concentration for successive wave runs at the same cross-shore transect for the spilling-breaker case ( top panel shows measurements from incipient breaker zone; bottom panel shows measurements from midsurf zone)
Observed Beach Response
Figure 79. Beach morphology after 6 hr of wave activity for the spilling-breaker case (elevations are in meters)
Spilling-breaker case
Figure 80. Beach morphology after nearly 10 hr of wave activity for the spilling- breaker case (elevations are in meters)
Plunging-breaker case
Figure 82. Beach morphology after nearly 10 hr of wave activity for the plunging- breaker case (elevations are in meters)
Alongshore Uniformity of Processes
Figure 83. Alongshore variation in beach profile shape for the spilling-breaker case (in the upper panel, still-water level is at an elevation of 0.9 m)
Figure 84. Alongshore variation in beach profile shape for the plunging-breaker case (in upper panel, still-water level is at an elevation of 0.9 m)
Figure 85. Alongshore variation in significant wave height for the spilling-breaker case
Figure 86. Alongshore variation in significant wave height for the plunging- breaker case
Sediment concentration
Figure 89. Alongshore variation in time-averaged mean sediment concentration or the spilling-breaker case (top panel shows results from the incipient breaker zone; bottom panel shows results from the midsurf zone )
Performance of the Sand Traps
Performance of the Sand Traps (Cont.)
Figure 92. Volume change computed for each profile
Figure 93. Total LST rates computed with and without corrections to account for anomalous volume change adjacent to the downdrift boundary for the spilling-breaker case
Figure 94. Total LST rates computed with and without corrections to account for anomalous volume change adjacent to the downdrift boundary for the plunging-breaker case
Figure 95. Cross-shore distribution of the LST rate for the spilling-breaker case
Figure 96. Cross-shore distribution of the LST rate, for the plunging-breaker case
Conclusions - TR-01-220169
Conclusions (Cont.) - TR-01-220170
Conclusions (Cont.) - TR-01-220171
References - TR-01-220172
References (Cont.) - TR-01-220173
References (Cont.) - TR-01-220174
Appendix A: Hydrodynamic Data from Fixed-bed Experiments
Table 2. Primary Data Set from Irregular Wave Test 8E
Figure A1. Test 6N: Vertical structure of the mean longshore current at Y27
Figure A2. Test 8E: Vertical structure of the mean longshore current at Y27
Appendix B: Photographs of the Large- scale Sediment Transport Facility
Figure B2. Four piston-type wave generators are shown with the facility drained.
Figure B4. Wave gauges and current meters are co-located at various distributions across the width of the surf zone
Figure B6. The 20 vertical turbine pumps are mounted inside of the 20 independent sumps to ensure vortex free operation at maximum discharge
Figure B8. Pump No. 10 forces through either a 50- or a 100-mm-diam in-line flow sensor
Figure B10. View of the wave guide at upstream end of the beach
Figure B13. An overall view of the facility after the sand beach has been graded o have straight and parallel depth contours
REPORT DOCUMENTATION PAGE - TR-01-220186
14. (continued)
TR-01-22
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