INVESTIGATION OF WAVE AGITATION INSIDE THE NEW FISHERY PORT (CASE STUDY: NEW MRZOUKA FISHERY PORT, LIBYA)
|
|
- Ashley Eustace Harris
- 5 years ago
- Views:
Transcription
1 INVESTIGATION OF WAVE AGITATION INSIDE THE NEW FISHERY PORT (CASE STUDY: NEW MRZOUKA FISHERY PORT, LIBYA) Abdelazim M. Ali Researcher, The Hydraulics Research Institute, National Water Research Center, Ministry of Water Resources and Irrigation, P.O. Box 13621, Delta Barrages, Egypt ABSTRACT This paper presents the physical modeling of a new fishing port required to be constructed at Mrzouka, Libya along the Mediterranean coast. The modeling was set and the experimental work was carried out. The aim of the experiments was to check the proposed design of the protecting elements (two breakwaters) of the new port in order to ensure that the wave heights (0.30m), currents and water levels do not exceed the permissible values. A fixed bed model with a scale of 1:60 was constructed in the wave basin of the Hydraulics Research Institute, Delta Barrages, Egypt. The designed significant wave height H s (3.5m) was used in the model tests and the JONSWAP spectrum was prescribed in the physical model operation. The original design of the new port was tested. It was found that the wave heights inside the new port exceeded the permissible values. Three modified layouts (I, II and III) for the two breakwaters were designed and tested. For each case, the wave heights, currents and the water levels were measured. The results were analyzed and plotted, from which the third layout (III) produced wave heights, currents and water levels within the permissible range. Keywords: new port, waves, water level, currents, physical model, wave basin. 1. INTRODUCTION In order to increase the fish production capacity in Libyan Arab Jamahiriya, several new fishing ports along the Mediterranean Sea are planned to be constructed. One of these ports is Mrzouka Port. The proposed port is located at the western side of the Gulf of Sirt, at Mrzouka area, 50 km East of Misratah City, Figure (1). Along this reach the coast is North West to South East oriented. The coast is almost straight with some headlands. The new port location is completely protected from the North Western waves. The coastal length of the project is 1.5 km and the South
2 boundary of the new port is a steep hill of a maximum height of 2.0m. The North boundary of the new port is relatively flat with an average slope of 1:1000. The beach slope ranges between 1:30 and 1:75 up to depth 7m after which the slope flattens to be 1:250. The new port is protected by two offshore breakwaters one located at the North with a length of 770m and the second is located at the South with a length of 578m. The new port consists of three fishing basins for different types of fishing boats with water depths of 6m, 4m and 2m. The maximum permissible wave heights inside the fishing ports (according to the types of the fishing boats) should not exceed 0.3m and the water level inside the port should not exceed the crest level of the quay walls. Figure 1 Location of Mrzouka Port along the Mediterranean Coast of Libya Also, the mid depth and surface currents, inside the port, should be investigated in order to ensure safe maneuvering for fishing boats. At the location of the port, the predominant wave height is NEE with an angle of 22.5º to the East. The 50 years return period significant height H s is 3.5m. Breakwaters provide protection to the interior channels, moorage areas, and other basin elements. The permissible wave heights within these elements differ from one place to another (for example a 60 cm wave height is acceptable in the moorage areas for large fishing vessels while a 30 cm wave height should not to be exceeded for small fishing boats. Breakwater layout and its associated cost are usually needed to indicate the optimum arrangement. From the literature, it was found that the acceptable wave heights, within a port basin, depend on the vessel size, type and its moorage (piers or anchorage).
3 Model studies are thus required to investigate the expected wave conditions that could result from refraction, diffraction and breakwater overtopping and/or transmission in the different basin areas. They are also required in order to determine the optimum entrance configuration and wave heights inside the basin. Consequently, a physical model (1:60) was tooled to simulate the fishing port of Mrzouka. The model was constructed in the Hydraulics Research Institute (HRI) laboratory. It was meant by the model construction to test and optimize the alignment of the proposed design of Mrzouka port. Figure 2 shows the bathymetric map of the site and the original design of the new port with the two proposed breakwaters together with the internal fishing basins arrangements. Figure 2 The bathymetric map and the new port layout 2. PHYSICAL MODEL A physical model was constructed with a scale ratio of 1:60. The scale of the model was determined based on the available wave basin space and the limitation of the wave generator. This scale allows simulating the required area of 1.4km parallel to the shoreline and 1.0km offshore (area of the port). Froude criterion model similarity was adopted in the physical model as inertia and gravity forces are dominant. This implies that Froude number in the physical model is equal to that of the prototype, i.e. Froude number ratio equals unity.
4 in which: ( F ) = ( F ) r V gh P P = r m V gh m F r = Froude number V = average flow velocity (m/s) h = local characteristic water depth (m) g = acceleration of gravity (m/s 2 ) m = denotes the model p = denotes the prototype (1) This implies that the scale ratios of the different parameters are as follows: Length (horizontal and vertical) scale ratio = L r = 60 Velocity scale ratio = V r = (L r ) 0.5 = 7.75 Time scale ratio = T r = (L r ) 0.5 = WAVE BASIN FACILITIES The experimental facilities, made available to the present investigation, were the wave basin; wave generator and measuring instruments. They are described as follows: 3.1. Wave basin The existing wave basin of the HRI is 34m x 31m measured from the external boundaries. The maximum water depth in front of the wave generator is 0.80 m. Rip rap is placed at the two boundary walls behind and in front of the wave generator to absorb the waves and minimize the wave reflection. The floor is made of isolated plain concrete to avoid seepage Wave generator A 25 m long hydraulic-type wave generator is installed in the wave basin. It is manufactured by Delft Hydraulics, Holland. The wave generator consists of 96 paddles (26.5 cm wide and 40 cm high). These paddles are connected with joints to the hydraulic-type piston. The wave generator comprises of an electric control and switch unit control panel. The signal for the wave generator is controlled by a PC and the CED 1401 converter control interface. The wave generator could generate 2.0 cm to 15.0 cm wave heights. The wave generator produces unidirectional regular or irregular waves, Fig. (3).
5 Figure 3 The wave generator used in this study 4. MEASURING DEVICES The measuring devices, made available to the present study, were the wave height meter (Whm) and the electromagnetic current meter (EMS). As for the wave height meter (Whm), it was designed for dynamic fluid level measurements, e.g. wave-height measurements in hydraulic models. Also, Electro- Magnetic Current meter (EMS) is used to measure continuously the average velocity components in the x- and the y-direction. Both devices Whm and EMS are manufactured by Delft Hydraulics, Holland. The accuracy of the current meter is ± 0.01 m/s ± 1 % of the measured value provided that tilts angle < 10 degree. Figure 4 shows the measuring devices. Figure 4 The Electro-magnetic Currentmeter (Left) and the Wave Height Meter (Right)
6 5. MODEL CONSTRUCTION AND SETUP The fishing port was modeled to a scale ratio of 1:60. The model construction and the undertaken measurements were carried out within a period of four months. The model was constructed in steps as follows: Step 1 The coastal area was divided into a series of parallel cross shore profiles. Step 2 For each cross shore profile, the distance from the shoreline and the water depth along its entire length were determined and scaled to the model scale. Step 3 The cross shore profiles were sent to the workshop to be manufactured. Step 4 The cross shore profiles were installed using the positioning device (Total Station) and were adjusted using a leveling device to level each point along the entire cross shore profile. Step 5 The cross shore profiles were filled with sand covered by a thin layer (5cm) of cement mortar. Step 6 The port (including the two breakwaters and the internal basins) was constructed according to the designed plan. Step 7 The measuring devices were placed inside the model after their calibration. Step 8 the basin was filled with water to the required water level. 6. MODEL OPERATION A test program was designed and the model was run. Each model run comprises three stages. These were preparation, steering/wave generation and data processing stages. In the preparation stage, all instruments (Whm, EMS) were connected to the data logger and were calibrated to produce the reference values for wave heights and current velocities. This was achieved in order to ascertain the allowed tolerance of each instrument. The required wave characteristics (significant wave height, type of wave spectrum and peak wave period) were also prescribed. This information is prearranged as input and output files. In the steering stage, the wave generation was set to be operated via a combination of software, hardware and intermediate files (created by the software). The prescribed wave spectrum is converted to a random voltage signal that is transferred to the amplifier and then to the piston to generate waves. In the present study, a JONSWAP spectrum was prescribed in the physical model operation. As for the data processing, the collected data was transferred via the data logger and stored in the computer automatically. Using a complete set of programs, these data were processed and presented as graphs and tables.
7 Figure (5) shows the model layout inside the wave basin and the location of the instruments. Two wave height meters (Whm1) and (Whm2) were placed in front of the wave generator in order to measure the incoming waves at deep water. In addition, four wave height meters were installed inside the port, (Whm3) at the mooring area, (Whm4), (Whm5) and (Whm6) at each basin. Moreover, the electromagnetic current meters (EMS) were installed inside the port as shown in Figure (5). The EMS1 was installed at the mooring area and the other two currentmeters were installed at the entrance of the basins with water depths of 4m and 2m. Figure 6 shows the model after completion. N EMS2&3 Vx Vy Southen Breakwater Whm6 EMS3 Whm5 EMS2 EMS1 Vy Vx Access Channel EMS1 Whm3 Whm4 Northern Breakwater Whm1 Whm1 Figure 5 Model layout and locations of the instruments
8 Figure 6 Model layout and Wave Basin 7. TEST PROGRAMME The study went through two phases. The first was to test the original design of Mrzouka fishery Port and the second was to test the suggested modification to the breakwaters alignment of new port. The following are the proposed alternatives, waves, and sea water level conditions that were applied during the two phases. 7.1 The proposed alternatives Three alternatives were proposed for the alignment of the two breakwaters of the new fishing port in order to ensure safe wave conditions inside the port. Figures 7 and 8 show the alignment of the proposed breakwater alternatives. The first alternative (I), the length of the North breakwater was increased by 60m and the South breakwater was reoriented to protect the two basins of small boats. In the second alternative (II), the length of the North breakwater was kept the same as alternative (I) but the last 200m was reoriented and the South breakwater was kept as alternative (I).In the third alternative (III), the North breakwater was increased by 108m, its head was reoriented and the South breakwater was not changed.
9 Figure 7 Alternatives (I) and (II) Figure 8 Alternative (III) 7.2 Wave Condition and water level The wave height was modeled to propagate from NEE with an angle of 22.5º to the East with a significant height H s of 3.5m. This is equivalent to 50 years return period. The wave heights in the model were taken as 40%, 60%, 80% and 100% of the significant wave height (H s ) at deep water. The peak period for each wave height was calculated using the following formula: T p = 4.5 H s (2) in which: T p : the peak period, (s) H s : the significant wave height, (m) The water level of the model was varied from (0.0) m+msl to (0.70) m+msl.
10 During the first phase, the total tests were six. In addition, 18 tests were applied to the three modified designs. Table (1) represents the model test program during the first and second phases. Test Number Table (1) Model Test Program Significant Wave Height at Deep Water H s (m) Peak Period T p (s) Sea Water Level (m)+msl EXECUTED MEASUREMENTS In order to test and optimize the proposed design of Mrzouka fishery port the wave heights, mid depth currents, surface currents were measured. Also, particle tracking and visual observations were carried out for all the executed tests. Wave height The wave heights were measured in the model at different locations. Two wave height meters (Whm1 and Whm2) were installed in front of the wave generator to measure the incoming waves at deep water. One wave height meter (Whm3) was installed at the location of the mooring area at the entrance of the port. The other three wave height meters (Whm4, Whm5 and Whm6) were installed inside the port, one in each basin. Mid depth current The mid depth currents were measured inside the port in two directions using an electromagnetic current meter. The currents were measured at three stations; one station was at the mooring area and the other two stations were in the two basins with water depths 4 and 2 meters, respectively. Surface currents The surface currents were observed using small pieces of papers. Their movements were recorded by a photo camera with ten second time period for each photo. This method shows the area of circulation inside the port and the direction of the surface currents at the mooring area and in the three basins.
11 Particle Tracking Particle tracking technique was used in order to investigate the surface currents at a certain locations inside the port.their directions were defined so as their area of circulation. This technique was carried out using circular floating pieces of wood with diameter of 7cm that were recorded using a photo camera and a video camera, as well. Visual Observation During each test run, the wave height, water level, the area of circulation and the wave transmission were monitored visually. 9. RESULTS AND ANALYSIS In this section, the results of both study phases are displayed. The results cover the wave heights, mid depth currents, particle tracking and visual observations. 9.1 Results of First Phase (Testing the Original Design) Prior to the executed test program, comprehensive tests were conducted to determine waves and currents conditions for the original design of the new port. It was found that after testing the proposed design of Mrzouka fishery port the wave heights inside the port (1.43m) were higher than the permissible wave height (0.3m), Table (2). In addition, the water surface inside the port was found to be extremely fluctuating where the water level exceeded the crest level of the quay wall, Figure 9. Also, the mid depth current, at the mooring area, was found to range between 1.13m/s and 1.34 m/s, Table (3). These values are higher than the permissible values. Based on the measured results, it was clear that there is a need to modify the alignment of the two breakwaters in order to reach a safe condition inside the port. Table (2) Measured Wave Heights during the First Phase Test No. Sign. Wave Height at Sign. Wave Height inside the Port Deep Water (m) (m) Whm1 Whm2 Whm3 Whm4 Whm5 Whm6 Test Test Test Test Test Test
12 Table (3) Mid Depth Currents during the First Phase Test Number 5 6 Current Index Current at Station one Current at Station two Current at Station three Vx Vy Vx Vy Vx Vy Max. Negative (m/s) Max. Positive (m/s) Average Negative (m/s) Average Positive (m/s) Max. Negative (m/s) Max. Positive (m/s) Average Negative (m/s) Average Positive (m/s) Figure 9 the surface currents at the Port entrance (Left) and inside the Port (Right) 9.2 Results of Second Phase (Testing the Alternatives) During the second phase, three alternatives were tested in order to fulfill safe conditions inside the new port. The obtained wave height at the mooring area and inside the port using alternative (I) was found to be 0.51m and 0.48m, respectively. During testing alternative (II), the wave height was found to be 0.33m and 0.32m at the mooring area and inside the port, respectively. At the mooring area, the reduction percentage of the wave height using alternatives (I) and (II) were found to be 45% and 65%, respectively. Also, the reduction percentage in the mid depth currents at the mooring area was found to be 60%.In addition, circulation zones were formed inside the port. Moreover, the water level fluctuated and exceeded the quay wall crest. Alternative three (III) was tested and the wave height at the mooring area and inside the port was found to be within the permissible value (0.30m). Table (4) shows the measured wave heights at the different location inside the new port.
13 The wave height was reduced by 70% with respect to the original design. In addition, the mid depth current at the mooring area and inside the port was reduced by 75% compared to the original design, Figure (10). Table (5) shows the obtained mid depth currents inside the new port. Also, it was found that the circulation zones were considerably reduced and the water level was calm. Table (4) Measured Wave Heights, First Phase, Alternative III Test No. Sign. Wave Height at Deep Water (m) Sign. Wave Height inside the Port (m) Whm1 Whm2 Whm3 Whm4 Whm5 Whm6 Test Test Test Test Test Test Table (5) Measured Mid Depth Currents, Second Phase, Alternative III Test No. 5 6 Current Index Current at Station one Current at Station two Current at Station three Vx Vy Vx Vy Vx Vy Max. Negative (m/s) Max. Positive (m/s) Average Negative (m/s) Average Positive (m/s) Max. Negative (m/s) Max. Positive (m/s) Average Negative (m/s) Average Positive (m/s) Figure 10 the surface currents at the Port entrance (Left) and inside the Port (Right), Alternative III
14 10. CONCLUSIONS AND RECOMMENDATIONS 10.1 Conclusions Based on the obtained results, alternative (III) proved to satisfy the required safe conditions and was therefore chosen to be the layout of the new fishing port at Mrzouka, Libya. It fulfilled the following: The wave heights at the mooring area and inside the port did not exceed the permissible wave height (0.30m). The average mid depth currents at the port entrance was found to be safe for boats navigation in and out of the port. The surface currents and circulation zones were reduced and were found to be safe for boats maneuvering. The water levels inside the port did not exceed the crest level of the quay wall. No overtopping was observed Recommendations The following recommendations are suggested for optimizing the design of the new port. Alternative (III) is recommended to be the final design for the new fishing port. The entrance width of the third basin for small boats should be widened to reduce the mid depth currents. The access channel should be tested qualitatively against sedimentation. Stability tests for the armour layer of the Northern and Southern breakwaters are required to be executed Bathymetrical surveys should be executed periodically in order to execute any remedial action in the proper time. REFERENCES 1. Lesser, G., De Vroeg, J.H., Roelvink, J.A., Geroloni, M., Ardone, V., 2003 Modelling the orphological impact of submerged offshore breakwaters, Proc. 5th Internat. Symposium on Coastal Engineering and Science of Coastal sediment Processes, May 1823, Florida, USA 2. Physical Model Tests for Coastal Protection Works at Rosetta and Damietta Promontories, Denmark, Hydraulics Research Institute Integrated Development of Egypt's Northern Coastal Zone "Hydraulic Model Study of Protection Scheme for Pilot Area 1&2" HRI, Egypt 2003.
15 4. WL Delft Hydraulics, Integrated Development of Egypt's Northwestern Coastal Zone, Development of nearshore water condition, interim report 1, February Engineer Manual EM Hydraulic Design of Small Boat Harbors U.S. Army Corps of engineers, USACE Engineering and Design, Design of Breakwaters and Jetties, EM USACE Engineering and Design, Coastal Engineering Manual, EM
Available online at ScienceDirect. Procedia Engineering 116 (2015 )
Available online at www.sciencedirect.com ScienceDirect Procedia Engineering 116 (2015 ) 320 325 8th International Conference on Asian and Pacific Coasts (APAC 2015) Department of Ocean Engineering, IIT
More informationShoreline Evolution Due to Oblique Waves in Presence of Submerged Breakwaters. Nima Zakeri (Corresponding Author), Mojtaba Tajziehchi
Shoreline Evolution Due to Oblique Waves in Presence of Submerged Breakwaters Nima Zakeri (Corresponding Author), Mojtaba Tajziehchi Department of Civil Engineering, Faculty of Engineering, University
More informationIMPACTS OF COASTAL PROTECTION STRATEGIES ON THE COASTS OF CRETE: NUMERICAL EXPERIMENTS
IMPACTS OF COASTAL PROTECTION STRATEGIES ON THE COASTS OF CRETE: NUMERICAL EXPERIMENTS Tsanis, I.K., Saied, U.M., Valavanis V. Department of Environmental Engineering, Technical University of Crete, Chania,
More informationMIKE Release General product news for Marine software products, tools & features. Nov 2018
MIKE Release 2019 General product news for Marine software products, tools & features Nov 2018 DHI 2012 MIKE 3 Wave FM New advanced phase-resolving 3D wave modelling product A MIKE 3 FM Wave model - why?
More informationGreenup Lock Filling and Emptying System Study
Fourth LACCEI International Latin American and Caribbean Conference for Engineering and Technology (LACCET 2006) Breaking Frontiers and Barriers in Engineering: Education, Research and Practice 21-23 June
More informationLABORATORY EXPERIMENTS FOR WAVE RUN-UP ON THE TETRAPOD ARMOURED RUBBLE MOUND STRUCTURE WITH A STEEP FRONT SLOPE
Proceedings of the 6 th International Conference on the Application of Physical Modelling in Coastal and Port Engineering and Science (Coastlab16) Ottawa, Canada, May 10-13, 2016 Copyright : Creative Commons
More informationBEACH NOURISHMENT COMBINED WITH SIC VERTICAL DRAIN IN MALAYSIA. Claus Brøgger 1 and Poul Jakobsen 2
BEACH NOURISHMENT COMBINED WITH SIC VERTICAL DRAIN IN MALAYSIA. Claus Brøgger 1 and Poul Jakobsen 2 The present paper presents measurements and results from a three year full scale Pilot Project with the
More informationPHYSICAL REQUIREMENTS FOR A TAKEOFF IN SURFING. Akihiko Kimura 1 and Taro Kakinuma 2
PHYSICAL REQUIREMENTS FOR A TAKEOFF IN SURFING Akihiko Kimura 1 and Taro Kakinuma 2 The conditions required for a takeoff in surfing, are discussed, with the waves simulated numerically, considering two
More informationMONITORING SEDIMENT TRANSPORT PROCESSES AT MANAVGAT RIVER MOUTH, ANTALYA TURKEY
COPEDEC VI, 2003 in Colombo, Sri Lanka MONITORING SEDIMENT TRANSPORT PROCESSES AT MANAVGAT RIVER MOUTH, ANTALYA TURKEY Isikhan GULER 1, Aysen ERGIN 2, Ahmet Cevdet YALCINER 3 ABSTRACT Manavgat River, where
More informationModel Test Setup and Program for Experimental Estimation of Surface Loads of the SSG Kvitsøy Pilot Plant from Extreme Wave Conditions
Model Test Setup and Program for Experimental Estimation of Surface Loads of the SSG Kvitsøy Pilot Plant from Extreme Wave Conditions according to Co-operation Agreement (phase 4) between WAVEenergy (Norway)
More informationDETRMINATION OF A PLUNGER TYPE WAVE MAKER CHARACTERISTICE IN A TOWING TANK
The 9 th International Conference on Coasts, Ports and Marine Structures (ICOPMAS 2010) 29 Nov.-1 Dec. 2010 (Tehran) DETRMINATION OF A PLUNGER TYPE WAVE MAKER CHARACTERISTICE IN A TOWING TANK sayed mohammad
More informationHARBOUR SEDIMENTATION - COMPARISON WITH MODEL
HARBOUR SEDIMENTATION - COMPARISON WITH MODEL ABSTRACT A mobile-bed model study of Pointe Sapin Harbour, in the Gulf of St. Lawrence, resulted in construction of a detached breakwater and sand trap to
More informationPHYSICAL AND NUMERICAL MODELLING OF WAVE FIELD IN FRONT OF THE CONTAINER TERMINAL PEAR - PORT OF RIJEKA (ADRIATIC SEA)
PHYSICAL AND NUMERICAL MODELLING OF WAVE FIELD IN FRONT OF THE CONTAINER TERMINAL PEAR - PORT OF RIJEKA (ADRIATIC SEA) DALIBOR CAREVIĆ (1), GORAN LONČAR (1), VLADIMIR ANDROČEC (1) & MARIN PALADIN (1) 1.
More informationUndertow - Zonation of Flow in Broken Wave Bores
Nearshore Circulation Undertow and Rip Cells Undertow - Zonation of Flow in Broken Wave Bores In the wave breaking process, the landward transfer of water, associated with bore and surface roller decay
More informationAppendix E Cat Island Borrow Area Analysis
Appendix E Cat Island Borrow Area Analysis ERDC/CHL Letter Report 1 Cat Island Borrow Area Analysis Multiple borrow area configurations were considered for Cat Island restoration. Borrow area CI1 is located
More informationStudy of Passing Ship Effects along a Bank by Delft3D-FLOW and XBeach1
Study of Passing Ship Effects along a Bank by Delft3D-FLOW and XBeach1 Minggui Zhou 1, Dano Roelvink 2,4, Henk Verheij 3,4 and Han Ligteringen 2,3 1 School of Naval Architecture, Ocean and Civil Engineering,
More informationOECS Regional Engineering Workshop September 29 October 3, 2014
B E A C H E S. M A R I N A S. D E S I G N. C O N S T R U C T I O N. OECS Regional Engineering Workshop September 29 October 3, 2014 Coastal Erosion and Sea Defense: Introduction to Coastal/Marine Structures
More informationTechnical Brief - Wave Uprush Analysis Island Harbour Club, Gananoque, Ontario
Technical Brief - Wave Uprush Analysis RIGGS ENGINEERING LTD. 1240 Commissioners Road West Suite 205 London, Ontario N6K 1C7 October 31, 2014 Table of Contents Section Page Table of Contents... i List
More informationThe construction of Deepwater Navigation Channel (DNC) in the Bystry arm of the Danube Delta has started in The whole project provides the
Annex 45 Numerical Studies of Waves, Currents and Sediment Transport at the Marine Part of Deepwater Navigation Channel through the Bystry Arm of the Danube Delta and Model Verification based on Laboratory
More informationUsing sea bed roughness as a wave energy dissipater
Island Sustainability II 203 Using sea bed roughness as a wave energy dissipater T. Elgohary 1, R. Elgohary 1 & M. Hagrass 2 1 Department of Civil Engineering (Irrigation and Hydraulic), The Tenth of Ramadan
More informationMECHANISM AND COUNTERMEASURES OF WAVE OVERTOPPING FOR LONG-PERIOD SWELL IN COMPLEX BATHYMETRY. Hiroaki Kashima 1 and Katsuya Hirayama 1
MECHANISM AND COUNTERMEASURES OF WAVE OVERTOPPING FOR LONG-PERIOD SWELL IN COMPLEX BATHYMETRY Hiroaki Kashima 1 and Katsuya Hirayama 1 Recently, coastal disasters due to long-period swells induced by heavy
More informationMODELING OF CLIMATE CHANGE IMPACTS ON COASTAL STRUCTURES - CONTRIBUTION TO THEIR RE-DESIGN
Proceedings of the 14 th International Conference on Environmental Science and Technology Rhodes, Greece, 3-5 September 2015 MODELING OF CLIMATE CHANGE IMPACTS ON COASTAL STRUCTURES - CONTRIBUTION TO THEIR
More informationPARAMETRIZATION OF WAVE TRANSFORMATION ABOVE SUBMERGED BAR BASED ON PHYSICAL AND NUMERICAL TESTS
Proceedings of the 6 th International Conference on the Application of Physical Modelling in Coastal and Port Engineering and Science (Coastlab16) Ottawa, Canada, May 10-13, 2016 Copyright : Creative Commons
More informationThe development of the historical harbour of Paphos, Cyprus H.J. van Wijhe*, M. Meletiou^ Division, P.O. Box 152, 8300 AD Emmeloord, The Netherlands
The development of the historical harbour of Paphos, Cyprus H.J. van Wijhe*, M. Meletiou^ Division, P.O. Box 152, 8300 AD Emmeloord, The Netherlands Abstract The harbour of Paphos originates from ancient
More informationTHE WAVE CLIMATE IN THE BELGIAN COASTAL ZONE
THE WAVE CLIMATE IN THE BELGIAN COASTAL ZONE Toon Verwaest, Flanders Hydraulics Research, toon.verwaest@mow.vlaanderen.be Sarah Doorme, IMDC, sarah.doorme@imdc.be Kristof Verelst, Flanders Hydraulics Research,
More informationWAVE OVERTOPPING AND RUBBLE MOUND STABILITY UNDER COMBINED LOADING OF WAVES AND CURRENT
WAVE OVERTOPPING AND RUBBLE MOUND STABILITY UNDER COMBINED LOADING OF WAVES AND CURRENT Sepehr Eslami A. and Marcel R.A. van Gent Coastal structures such as breakwaters are usually studied under wave loading
More informationPhysical Modeling of Nearshore Placed Dredged Material Rusty Permenter, Ernie Smith, Michael C. Mohr, Shanon Chader
Physical Modeling of Nearshore Placed Dredged Material Rusty Permenter, Ernie Smith, Michael C. Mohr, Shanon Chader Research Hydraulic Engineer ERDC-Coastal Hydraulics Laboratory October 25,2012 Study
More informationINCLINOMETER DEVICE FOR SHIP STABILITY EVALUATION
Proceedings of COBEM 2009 Copyright 2009 by ABCM 20th International Congress of Mechanical Engineering November 15-20, 2009, Gramado, RS, Brazil INCLINOMETER DEVICE FOR SHIP STABILITY EVALUATION Helena
More informationTRANSPORT OF NEARSHORE DREDGE MATERIAL BERMS
Proceedings of the 6 th International Conference on the Application of Physical Modelling in Coastal and Port Engineering and Science (Coastlab16) Ottawa, Canada, May 10-13, 2016 Copyright : Creative Commons
More informationOECS Regional Engineering Workshop September 29 October 3, 2014
B E A C H E S. M A R I N A S. D E S I G N. C O N S T R U C T I O N. OECS Regional Engineering Workshop September 29 October 3, 2014 Coastal Erosion and Sea Defense: Introduction to Coastal Dynamics David
More informationUnderstanding the Tsunami Wave
The First Tsunami attack on Sri Lanka Krakatoa Island 27 th August 1883 Understanding the Tsunami Wave Generation Propagation Nearshore Transformation Shoreline Entry Inland Dissipation 1 Generation and
More informationNearshore Placed Mound Physical Model Experiment
Nearshore Placed Mound Physical Model Experiment PURPOSE: This technical note describes the migration and dispersion of a nearshore mound subjected to waves in a physical model. The summary includes recommendations
More informationSTUDIES ON THE TRANQUILITY INSIDE THE GOPALPUR PORT
STUDIES ON THE TRANQUILITY INSIDE THE GOPALPUR PORT INTRODUCTION Sundar. V 1, Sannasiraj. S. A 2 and John Ashlin. S 3 Gopalpur port is an artificial harbor located in Odisha state. The geographical location
More informationCHAPTER 134 INTRODUCTION
CHAPTER 134 NEW JETTIES FOR TUNG-KANG FISHING HARBOR, TAIWAN Chi-Fu Su Manager Engineering Department Taiwan Fisheries Consultants, Inc. Taipei, Taiwan INTRODUCTION Tung-Kang Fishing Harbor, which is about
More informationBILLY BISHOP TORONTO CITY AIRPORT PRELIMINARY RUNWAY DESIGN COASTAL ENGINEERING STUDY
Bâtiment Infrastructures municipales Transport Industriel Énergie Environnement BILLY BISHOP TORONTO CITY AIRPORT PRELIMINARY RUNWAY DESIGN COASTAL ENGINEERING STUDY N. Guillemette 1, C. Glodowski 1, P.
More informationPHYSICAL MODELLING INVESTIGATION FOR DIKKOWITA FISHERY HARBOUR
8 th INTERNATIONALCONFERENCEONCOASTALANDPORT ENGINEERINGINDEVELOPINGCOUNTRIES COPEDEC2012,IITMadras,Chennai,INDIA. 2024Feb.2012 PHYSICAL MODELLING INVESTIGATION FOR DIKKOWITA FISHERY HARBOUR I. G. I. Kumara
More informationShorelines Earth - Chapter 20 Stan Hatfield Southwestern Illinois College
Shorelines Earth - Chapter 20 Stan Hatfield Southwestern Illinois College The Shoreline A Dynamic Interface The shoreline is a dynamic interface (common boundary) among air, land, and the ocean. The shoreline
More informationITTC Recommended Procedures and Guidelines
Page 1 of 6 Table of Contents 1. PURPOSE...2 2. PARAMETERS...2 2.1 General Considerations...2 3 DESCRIPTION OF PROCEDURE...2 3.1 Model Design and Construction...2 3.2 Measurements...3 3.5 Execution of
More informationWave Breaking and Wave Setup of Artificial Reef with Inclined Crown Keisuke Murakami 1 and Daisuke Maki 2
Wave Breaking and Wave Setup of Artificial Reef with Inclined Crown Keisuke Murakami 1 and Daisuke Maki 2 Beach protection facilities are sometimes required to harmonize with coastal environments and utilizations.
More informationBEACH EROSION COUNTERMEASURE USING NEW ARTIFICIAL REEF BLOCKS
BEACH EROSION COUNTERMEASURE USING NEW ARTIFICIAL REEF BLOCKS Kyuhan Kim 1, Sungwon Shin 1, Chongkun Pyun 2, Hyundong Kim 3, and Nobuhisa Kobayashi 4 Two-dimensional and three-dimensional laboratory experiments
More informationUnsteady Wave-Driven Circulation Cells Relevant to Rip Currents and Coastal Engineering
Unsteady Wave-Driven Circulation Cells Relevant to Rip Currents and Coastal Engineering Andrew Kennedy Dept of Civil and Coastal Engineering 365 Weil Hall University of Florida Gainesville, FL 32611 phone:
More informationUndertow - Zonation of Flow in Broken Wave Bores
Lecture 22 Nearshore Circulation Undertow - Zonation of Flow in Broken Wave Bores In the wave breaking process, the landward transfer of water, associated with bore and surface roller decay within the
More informationAnalysis of Packery Channel Public Access Boat Ramp Shoreline Failure
Journal of Coastal Research SI 59 150-155 West Palm Beach, Florida 2011 Analysis of Packery Channel Public Access Boat Ramp Shoreline Failure Christopher W. Reed and Lihwa Lin URS Corporation 1625 Summit
More informationA New Strategy for Harbor Planning and Design
A New Strategy for Harbor Planning and Design Xiuying Xing, Ph.D Research Associate Sonny Astani Department of Civil and Environmental Engineering University of Southern California Los Angeles, CA 90089-2531
More informationWAVE OVERTOPPING OF RUBBLE MOUND BREAKWATERS
WAVE OVERTOPPING OF RUBBLE MOUND BREAKWATERS Mogens Hebsgaard 1, Peter Sloth 1, and tegen Juhl 2 Abstract A general expression for the overtopping discharge of a rubble mound breakwater has been derived
More informationSPH applied to coastal engineering problems
2 nd Iberian Workshop Ourense, 3 rd and 4 th December 2015 SPH applied to coastal engineering problems (validating the SPH concept) ALTOMARE, CRESPO, DOMINGUEZ, SUZUKI http://www.flandershydraulicsresearch.be/
More information/50. Physical Geology Shorelines
Physical Geology Shorelines Multiple Guess: (You know the drill 2 points each) 1. The path of movement of a water particle in a wave at sea is 1. circular 2. horizontal 3. vertical 4. elliptical 5. none
More informationThomas Lykke Andersen, Morten Kramer, Peter Frigaard November 2003
Thomas Lykke Andersen, Morten Kramer, Peter Frigaard November 2003 HYDRAULICS & COASTAL ENGINEERING LABORATORY AALBORG UNIVERSITY DEPARTMENT OF CIVIL ENGINEERING SOHNGAARDSHOLMSVEJ 57 DK-9000 AALBORG DENMARK
More informationINTRODUCTION TO COASTAL ENGINEERING
The University of the West Indies Organization of American States PROFESSIONAL DEVELOPMENT PROGRAMME: COASTAL INFRASTRUCTURE DESIGN, CONSTRUCTION AND MAINTENANCE A COURSE IN COASTAL DEFENSE SYSTEMS I CHAPTER
More informationCHAPTER 68. RANDOM BREAKING WAVES HORIZONTAL SEABED 2 HANS PETER RIEDEl. & ANTHONY PAUL BYRNE
CHAPTER 68 RANDOM BREAKING WAVES HORIZONTAL SEABED 2 HANS PETER RIEDEl. & ANTHONY PAUL BYRNE ABSTRACT According to wave theories the depth limited wave height over a horizontal seabed has a wave height
More informationSHORE PROTECTION AND HABITAT CREATION AT SHAMROCK ISLAND, TEXAS ABSTRACT
SHORE PROTECTION AND HABITAT CREATION AT SHAMROCK ISLAND, TEXAS M. Cameron Perry, P.E., and Daniel J. Heilman, P.E. Coastal Engineer Shiner Moseley & Associates., Inc. 555 N. Carancahua Corpus Christi,
More informationINTRODUCTION TO COASTAL ENGINEERING AND MANAGEMENT
Advanced Series on Ocean Engineering Volume 16 INTRODUCTION TO COASTAL ENGINEERING AND MANAGEMENT J. William Kamphuis Queen's University, Canada World Scientific Singapore New Jersey London Hong Kong Contents
More informationOceans and Coasts. Chapter 18
Oceans and Coasts Chapter 18 Exploring the oceans The ocean floor Sediments thicken and the age of the seafloor increases from ridge to shore The continental shelf off the northeast United States Constituent
More informationAalborg Universitet. Published in: Proceedings of Offshore Wind 2007 Conference & Exhibition. Publication date: 2007
Aalborg Universitet Design Loads on Platforms on Offshore wind Turbine Foundations with Respect to Vertical Wave Run-up Damsgaard, Mathilde L.; Gravesen, Helge; Andersen, Thomas Lykke Published in: Proceedings
More informationLABORATORY EXPERIMENTS ON EROSION CONTROL PERFORMANCE OF AN L- SHAPED PERMEABLE STRUCTURE. Abstract
LABORATORY EXPERIMENTS ON EROSION CONTROL PERFORMANCE OF AN L- SHAPED PERMEABLE STRUCTURE Yuuji Maeda 1, Masayuki Unno 2, Masafumi Sato 2, Takao Kurita 2, Takaaki Uda 3 and Shinji Sato 4 Abstract A new
More informationCurrents measurements in the coast of Montevideo, Uruguay
Currents measurements in the coast of Montevideo, Uruguay M. Fossati, D. Bellón, E. Lorenzo & I. Piedra-Cueva Fluid Mechanics and Environmental Engineering Institute (IMFIA), School of Engineering, Research
More informationAalborg Universitet. Estimation of wave conditions at Liseleje location Bogarino, Bruno; Brorsen, Michael. Publication date: 2007
Aalborg Universitet Estimation of wave conditions at Liseleje location Bogarino, Bruno; Brorsen, Michael Publication date: 27 Document Version Publisher's PDF, also known as Version of record Link to publication
More informationWave Dragon A slack moored wave energy converter
Wave Dragon A slack moored wave energy converter J. P. KOFOED 1, P. FRIGAARD 1, H. C. SØRENSEN 2 and E. FRIIS-MADSEN 3 1 Hydraulics and Coastal Engineering Laboratory, Aalborg University, Aalborg, Denmark.
More informationDESIGN OPTIMIZATION FOR A PASSIVE MESH SCREEN WAVE ABSORBER FOR THE CCOB
DESIGN OPTIMIZATION FOR A PASSIVE MESH SCREEN WAVE ABSORBER FOR THE CCOB Christian Klinghammer 1, Pedro Lomónaco Tonda 1 and Pablo Higuera Caubilla 1 A new passive wave absorber, consisting of multiple
More informationLow-crested offshore breakwaters: a functional tool for beach management
Environmental Problems in Coastal Regions VI 237 Low-crested offshore breakwaters: a functional tool for beach management K. Spyropoulos & E. Andrianis TRITON Consulting Engineers, Greece Abstract Beach
More informationDeep-water orbital waves
What happens when waves approach shore? Deep-water orbital waves Fig. 9.16, p. 211 Wave motion is influenced by water depth and shape of the shoreline wave buildup zone surf zone beach Wave base deepwater
More informationCoastal Wave Energy Dissipation: Observations and Modeling
Coastal Wave Energy Dissipation: Observations and Modeling Jeffrey L Hanson US Army Corps of Engineers Field Research Facility USACE Field Research Facility Kent K. Hathaway US Army Corps of Engineers
More informationShoreline Response to an Offshore Wave Screen, Blairgowrie Safe Boat Harbour, Victoria, Australia
Shoreline Response to an Offshore Wave Screen, Blairgowrie Safe Boat Harbour, Victoria, Australia T.R. Atkins and R. Mocke Maritime Group, Sinclair Knight Merz, P.O. Box H615, Perth 6001, Australia ABSTRACT
More informationNumerical modeling of refraction and diffraction
Numerical modeling of refraction and diffraction L. Balas, A. inan Civil Engineering Department, Gazi University, Turkey Abstract A numerical model which simulates the propagation of waves over a complex
More informationSELECTION OF THE PREFERRED MANAGEMENT OPTION FOR STOCKTON BEACH APPLICATION OF 2D COASTAL PROCESSES MODELLING
SELECTION OF THE PREFERRED MANAGEMENT OPTION FOR STOCKTON BEACH APPLICATION OF 2D COASTAL PROCESSES MODELLING C Allery 1 1 DHI Water and Environment, Sydney, NSW Abstract This paper presents an approach
More informationHYDRODYNAMICS AND MORPHODYNAMICS IN THE SURF ZONE OF A DISSIPATIVE BEACH
HYDRODYNAMICS AND MORPHODYNAMICS IN THE SURF ZONE OF A DISSIPATIVE BEACH Leo C. van Rijn, Dirk Jan R. Walstra, Bart T. Grasmeijer and Kees Kleinhout Abstract: Two profile models have been compared with
More informationSimulating Long Waves in a Coffs Harbour 3D Physical Model Using Short Wave Spectra
Journal of Shipping and Ocean Engineering 6 (2016) 15-21 doi 10.17265/2159-5879/2016.01.002 D DAVID PUBLISHING Simulating Long Waves in a Coffs Harbour 3D Physical Model Using Short Wave Spectra Indra
More informationStability of Cubipod Armoured Roundheads in Short Crested Waves Burcharth, Hans Falk; Andersen, Thomas Lykke; Medina, Josep R.
Aalborg Universitet Stability of Cubipod Armoured Roundheads in Short Crested Waves Burcharth, Hans Falk; Andersen, Thomas Lykke; Medina, Josep R. Published in: Coastal Engineering 2010 Publication date:
More informationPassage Key Inlet, Florida; CMS Modeling and Borrow Site Impact Analysis
Passage Key Inlet, Florida; CMS Modeling and Borrow Site Impact Analysis by Kelly R. Legault and Sirisha Rayaprolu PURPOSE: This Coastal and Hydraulics Engineering Technical Note (CHETN) describes the
More informationTechnical Brief - Wave Uprush Analysis 129 South Street, Gananoque
Technical Brief - Wave Uprush Analysis 129 South Street, Gananoque RIGGS ENGINEERING LTD. 1240 Commissioners Road West Suite 205 London, Ontario N6K 1C7 June 12, 2013 Table of Contents Section Page Table
More informationThe Hydraulic Design of an Arced Labyrinth Weir at Isabella Dam
Utah State University DigitalCommons@USU International Symposium on Hydraulic Structures Jun 28th, 1:30 PM The Hydraulic Design of an Arced Labyrinth Weir at Isabella Dam E. A. Thompson Sacramento District
More informationChapter 10 Lecture Outline. The Restless Oceans
Chapter 10 Lecture Outline The Restless Oceans Focus Question 10.1 How does the Coriolis effect influence ocean currents? The Ocean s Surface Circulation Ocean currents Masses of water that flow from one
More informationModelling of Extreme Waves Related to Stability Research
Modelling of Extreme Waves Related to Stability Research Janou Hennig 1 and Frans van Walree 1 1. Maritime Research Institute Netherlands,(MARIN), Wageningen, the Netherlands Abstract: The paper deals
More informationVolume and Shoreline Changes along Pinellas County Beaches during Tropical Storm Debby
Volume and Shoreline Changes along Pinellas County Beaches during Tropical Storm Debby Ping Wang and Tiffany M. Roberts Coastal Research Laboratory University of South Florida July 24, 2012 Introduction
More informationWaves. Types of Waves. Parts of a wave. Insert wind_wave.wmv. Shark attack
Waves Recall: Waves = transmitted energy What causes waves? Wind gravity Earthquakes We will talk about all of these, but first Insert wind_wave.wmv Shark attack Types of Waves Body waves transmit energy
More informationWAVE PRESSURE DISTRIBUTION ON PERMEABLE VERTICAL WALLS
Abstract WAVE PRESSURE DISTRIBUTION ON PERMEABLE VERTICAL WALLS Hendrik Bergmann, Hocine Oumeraci The pressure distribution at permeable vertical walls is investigated within a comprehensive large-scale
More informationEvaluation of Unstructured WAVEWATCH III for Nearshore Application
Evaluation of Unstructured WAVEWATCH III for Nearshore Application Jane McKee Smith, Tyler Hesser, Mary Anderson Bryant USACE Research and Development Center, Coastal and Hydraulics Lab Aron Roland BGS
More informationLarge-scale Field Test
Vaskinn 1 Large-scale Field Test Kjetil Arne Vaskinn kav@trh.statkraftgroner.no Statkraft Grøner AS SUMMARY The objective the controlled failure of large-scale embankment is to monitor and record the failure
More informationWAVE IMPACTS DUE TO STEEP FRONTED WAVES
WAVE IMPACTS DUE TO STEEP FRONTED WAVES Bas Buchner and Arjan Voogt Maritime Research Institute Netherlands (MARIN) b.buchner@marin.nl, a.j.voogt@marin.nl INTRODUCTION It is the question whether Rogue
More informationSpecial edition paper
Development of Train Nose Shape for Reducing Micro-pressure Waves Takeshi Kurita*, Yoichi Okumura* and Tsuyoshi Ichigi** To ensure that the micro-pressure waves generated during high speed running are
More informationFINAL-REPORT for the M.Sc.Thesis. Influence of foreshore steepness on wave velocity and acceleration at the breakwater interface
FINAL-REPORT for the M.Sc.Thesis Influence of foreshore steepness on wave velocity and acceleration at the breakwater interface Student: Supervisors: N.J.Oortman prof.dr.ir.m.j.f.stive ir.h.j.verhagen
More informationBeach Wizard: Development of an Operational Nowcast, Short-Term Forecast System for Nearshore Hydrodynamics and Bathymetric Evolution
Beach Wizard: Development of an Operational Nowcast, Short-Term Forecast System for Nearshore Hydrodynamics and Bathymetric Evolution Ad Reniers Civil Engineering and Geosciences, Delft University of Technology
More informationMIAMI BEACH 32ND STREET HOT SPOT: NUMERICAL MODELING AND DESIGN OPTIMIZATION. Adam Shah - Coastal Engineer Harvey Sasso P.E.
ABSTRACT MIAMI BEACH 32ND STREET HOT SPOT: NUMERICAL MODELING AND DESIGN OPTIMIZATION Adam Shah - Coastal Engineer Harvey Sasso P.E. - Principal Coastal Systems International, Inc. 464 South Dixie Highway
More informationAnalysis and Research of Mooring System. Jiahui Fan*
nd International Conference on Computer Engineering, Information Science & Application Technology (ICCIA 07) Analysis and Research of Mooring System Jiahui Fan* School of environment, North China Electric
More informationWaves. G. Cowles. General Physical Oceanography MAR 555. School for Marine Sciences and Technology Umass-Dartmouth
Waves G. Cowles General Physical Oceanography MAR 555 School for Marine Sciences and Technology Umass-Dartmouth Waves Sound Waves Light Waves Surface Waves Radio Waves Tidal Waves Instrument Strings How
More informationCROSS-SHORE SEDIMENT PROCESSES
The University of the West Indies Organization of American States PROFESSIONAL DEVELOPMENT PROGRAMME: COASTAL INFRASTRUCTURE DESIGN, CONSTRUCTION AND MAINTENANCE A COURSE IN COASTAL DEFENSE SYSTEMS I CHAPTER
More informationLecture Outlines PowerPoint. Chapter 15 Earth Science, 12e Tarbuck/Lutgens
Lecture Outlines PowerPoint Chapter 15 Earth Science, 12e Tarbuck/Lutgens 2009 Pearson Prentice Hall This work is protected by United States copyright laws and is provided solely for the use of instructors
More informationChapter. The Dynamic Ocean
Chapter The Dynamic Ocean An ocean current is the mass of ocean water that flows from one place to another. 16.1 The Composition of Seawater Surface Circulation Surface Currents Surface currents are movements
More informationBeach Nourishment Impact on Beach Safety and Surfing in the North Reach of Brevard County, Florida
Beach Nourishment Impact on Beach Safety and Surfing in the North Reach of Brevard County, Florida Prepared by John Hearin, Ph.D. Coastal Engineering Vice Chairman Cocoa Beach Chapter Port Canaveral Patrick
More informationAPPLICATION OF SOUND PROPAGATION (IN THE PERSIAN GULF AND OMAN SEA)
APPLICATION OF SOUND PROPAGATION (IN THE PERSIAN GULF AND OMAN SEA) Seyed Majid Mosaddad Department of Physics, Shoushtar Branch, Islamic Azad University, Shoushtar, Iran Email: mosaddad5@gmail.com Abstract
More informationSTUDY ON TSUNAMI PROPAGATION INTO RIVERS
ABSTRACT STUDY ON TSUNAMI PROPAGATION INTO RIVERS Min Roh 1, Xuan Tinh Nguyen 2, Hitoshi Tanaka 3 When tsunami wave propagation from the narrow river mouth, water surface is raised and fluctuated by long
More informationHydrographic Surveying Methods, Applications and Uses
Definition: Hydrographic Surveying Methods, Applications and Uses It is the branch of surveying which deals with any body of still or running water such as a lake, harbor, stream or river. Hydrographic
More informationMIKE 3 Wave Model FM. Hydrodynamic Module. User Guide
MIKE 3 Wave Model FM Hydrodynamic Module User Guide MIKE 2019 2 PLEASE NOTE COPYRIGHT LIMITED LIABILITY This document refers to proprietary computer software which is protected by copyright. All rights
More informationREVETMENTS. Purposes and Operational Constraints. Purposes Erosion control o o. Revetment Design 4/5/2016. CE A676 Coastal Engineering
REVETMENTS Ijsseldam, the Netherlands Orson P. Smith, PE, Ph.D. Instructor Purposes and Operational Constraints Purposes Erosion control o o Embankment Toe protection for a seawall, retaining wall or other
More informationCOASTAL ENVIRONMENTS. 454 lecture 12
COASTAL ENVIRONMENTS Repeated movement of sediment & water constructs a beach profile reflecting the balance between average daily or seasonal wave forces and resistance of landmass to wave action Coasts
More informationLAB: WHERE S THE BEACH
Name: LAB: WHERE S THE BEACH Introduction When you build a sandcastle on the beach, you don't expect it to last forever. You spread out your towel to sunbathe, but you know you can't stay in the same spot
More informationNearshore Sediment Transport What influences the loss of sediment on Beaches? - Waves - Winds - Tidal Currents - River discharge - Runoff
Tides & Beaches Nearshore Sediment Transport What influences the loss of sediment on Beaches? - Waves - Winds - Tidal Currents - River discharge - Runoff Oceans Ocean Topography Physical Structure of the
More informationPHYSICAL AND NUMERICAL MODELING OF THE WAVECAT WAVE ENERGY CONVERTER
PHYSICAL AND NUMERICAL MODELING OF THE WAVECAT WAVE ENERGY CONVERTER Hernán Fernández 1, Gregorio Iglesias 1, Rodrigo Carballo 1, Alberte Castro 1 and Pedro Bartolomé 1 Wave energy presents a great potential
More informationEXPERIMENTAL RESEARCH ON COEFFICIENT OF WAVE TRANSMISSION THROUGH IMMERSED VERTICAL BARRIER OF OPEN-TYPE BREAKWATER
EXPERIMENTAL RESEARCH ON COEFFICIENT OF WAVE TRANSMISSION THROUGH IMMERSED VERTICAL BARRIER OF OPEN-TYPE BREAKWATER Liehong Ju 1, Peng Li,Ji hua Yang 3 Extensive researches have been done for the interaction
More informationby *) Winfried Siefert
CHAPTER 16 SHALLOW WATER WAVE CHARACTERISTICS by *) Winfried Siefert Abstract Prototype data from 24 wave stations on and around the tidal flats south of the Elbe estuary enable us to elaborate special
More information