PHYSICAL MODELLING INVESTIGATION FOR DIKKOWITA FISHERY HARBOUR
|
|
- Asher McBride
- 6 years ago
- Views:
Transcription
1 8 th INTERNATIONALCONFERENCEONCOASTALANDPORT ENGINEERINGINDEVELOPINGCOUNTRIES COPEDEC2012,IITMadras,Chennai,INDIA. 2024Feb.2012 PHYSICAL MODELLING INVESTIGATION FOR DIKKOWITA FISHERY HARBOUR I. G. I. Kumara 1, K. Benders 2, T. D. T. Pemasiri 3, D. P. L. Ranasinghe 4 and K. Raveenthiran 5 Abstract: Dikkowita, which is located approximately 10km North of Colombo. It was a famous site which being used as a fishing anchorage for a long time. This usage lead for a proposal of develop this site as a commercial fishery harbour with all facilities like ice plant, cold storage, fish handling equipment, etc. in early 1990s. The present study discussed in this paper depicts physical modelling carried out for the detailed design of XBLOC armoured breakwater. The 3D (basin) model covers a part of the harbour centred on the harbour entrance with a width of 500m and consisting of the southern reef breakwater, main breakwater and northern reef breakwater. The model is tested for two directions for several representative wave climates. Stability of front, crest and rear armour on breakwater trunks and heads, toe stability, stability of groynes and spending beach, wave overtopping over the breakwater and wave calmness inside of the harbour were also tested in physical modelling. Slight damage level was noticed at rear armour at main breakwater trunk section and toe berm at main breakwater head section. After made a trench cut to place the X-bases, the toe of the southern reef breakwater was stabilized. Keywords:physicalmodelling;breakwaterstability;wavedisturbance;XBLOC. 1. INTRODUCTION 1.1 Background The proposal of developing the Dikkowita as a commercial fisher harbour in early 1990s, lead to carry out a feasibility study, numerical modelling and 2D and 3D physical modelling of the proposed harbour layout. Dikkowita Sitelocation Colombo Figure.1.LocationMapofDikkowita 1 Research Engineer, Lanka Hydraulic Institute Ltd, Sri Lanka, E mail: indika.kumara@lhi.lk 2 Design Engineering Manager, BAM International, Sri Lanka, E mail: k.benders@bamsrilanka.com 3 PhD Student, University of Western Australia, Australia, E mail: thotagam@sese.uwa.edu.au 4 PhD Student, Tohoku University, Japan, E mail: prasanthiranasinghe@gmail.com 5 Senior Engineering Manger, Lanka Hydraulic Institute, Sri Lanka, E mail: ravi@lhi.lk 1868
2 ProceedingsofCOPEDEC2012,2024February2012 PhysicalModellingInvestigationforDikkowitaFisheryHarbour The Initial feasibility study was carried out by Lanka Hydraulic Institute Ltd (LHI) in association with Niras Port consult, DHI Water and Environment, and Associated Management Services Ltd (AMS) for Ministry of Fisheries and Aquatic Resources during The harbour site is sheltered by the natural reef system. The coastal stretch of Dikkowita at the vicinity is almost straight and vulnerable to continuous erosion especially during the south-west monsoons (May September). Hence, at the present, it is protected by several anti-erosion measures such as beach nourishment, groynes and detached rubble breakwater system, under the Coastal Resources Management Project (CRMP) Coastal Stabilisation Component (CSC). Location of the site is shown in Figure Present Study Lanka Hydraulic Institute Ltd (LHI) has carried out field investigations including topographic and bathymetric survey, CPT investigations and borehole investigations. Wave climate and water circulation were established through numerical modelling whilst the cross sections of the breakwaters were optimized through a 2D (flume) physical model. Figure 2 depicts the layout of the fishery harbour. Figure.2.ProposedHarbourLayout The layout of the fishery harbour (Figure.2) was designed by Delta Marine Consultants (DMC). The proposed harbour basin which will be dredged to 3.0 to 3.5 m below Mean Sea Level (MSL), is about 900 m long and 200 m wide. The basin will be partly dredged up to 5.0 m below MSL in the future. Part of the breakwaters will be located in the shallow reef area, and the deeper seabed sections of the breakwater are in the order of 6.0 to 7.0 m below MSL whilst the crest of the breakwater is about 5.0 m above MSL. The present study discusses physical modelling carried out for the detailed design of XBLOC armoured breakwater. The harbour layout with harbour entrance, breakwater roundheads, part of breakwater trunks, and groynes enclosing the spending beach are tested in the 3D (basin) physical modelling based on the optimized harbour entrance in the mathematical modelling and optimum breakwater sections in the 2D (flume) modelling. 1.3 Objectives The main objectives of these hydraulic physical modelling tests were to verify the design as determined 1869
3 ProceedingsofCOPEDEC2012,2024February2012 PhysicalModellingInvestigationforDikkowitaFisheryHarbour during the 2D tests with respect to: Stability of front, crest and rear armour on breakwater trunks and heads Toe stability Stability of groynes and spending beach Wave overtopping over the breakwater Wave disturbance in the harbour 2. PHYSICAL MODELLING APPROACH 2.1 Scope of the Test The 3D model covers a part of the harbour centred on the harbour entrance with a width of 500 m. The model was tested only for two directions for several representative wave climates. Actual bathymetry was modeled only up to -7m MSL and then the bed is assumed to be having a slope of 1:100 from -7m MSL onwards. 2.2 Model Scale The same scale of 1:41.25 which was used for the 2D model testing is adopted for the 3D modelling as well. It facilitates to use the same Xbloc model sizes used in 2D modelling and hence easy to compare results of 2D versus 3D modelling. In general, there are some key points to be considered in deciding the model scale as follows; Size of the model basin (35m x 25m x 1m) Layout that should be enclosed in the model Wave conditions that should be tested Sufficient distance from the wave generator to the area of interest to ensure fully developed waves at the area of interest Sufficient distance from the model boundaries to the area of interest to avoid undesirable wave reflection Since the model scale has been already pre-defined, all the above points are restricted by the scale. Figure 3 shows the harbour layout within the model basin with bathymetry, wave gauge locations and the paddle positions. Applied model scales are included in Table 1. Parameter 1Table1.AppliedModelScales ModelScale Length 1 : Time and Velocity 1 : (41.25) 1/2 = 1 : Forces, Volume and Mass 1: (41.25) 3 = 1 :
4 Proceedings of COPEDEC 2012, 20Ͳ24 February 2012 Physical Modelling Investigation for Dikkowita Fishery Harbour Figure. 3. Port Layout on LHI Laboratory Wave Basin 2.3 Model Materials Two types of armour units, Xblocs and rock armours, were used for the breakwaters. Several Xbloc and 1871
5 ProceedingsofCOPEDEC2012,2024February2012 PhysicalModellingInvestigationforDikkowitaFisheryHarbour Xbase types were used and details of them are given in the Table 2. These model units were imported from DMC to LHI for the purpose of model testing and to be resent upon the completion of model testing. 2Table2.DetailsofXblocandXbaseUnits Section PlaceofAmour ArmourType Reef Breakwater Trunk Prototype Volume(m 3 ) Model Weight(g) Armour layer sea side Xbloc Armour bottom row Xbase Armour second row Xbloc Reef Breakwater Head Armour layer front + rear Xbloc Armour bottom row Xbase Armour second row Xbloc Main Breakwater Trunk Main Breakwater Head Armour layer sea side Xbloc Armour bottom row Xbase Armour layer front + rear Xbloc Armour bottom row Xbase Since fresh water was being used in the basin instead of sea water, the density difference was taken in to account in model unit weight calculation. This was considered in the calculation of model rock armour units. The corrected relative density for the Xbloc units is 2350kg/m 3. The following scale relationship, developed under Hudson's Stability Number Criterion (1979), was adopted in converting the unit weight of prototype to model. ( Wn50 ) ( W ) Where, m n50 p = ( H ) 3 s m ( H ) 3 s p ρ s ρs 1 m ρw ρ s ρs 1 p ρw 3 p 3 m (1) (W n50 ) m = weight of armour in the model (W n50 ) p = weight of armour in the prototype (H s ) m = significant wave height in the model (H s ) m = significant wave height in the prototype ρs m = density of armour in the model ρs p = density of armour in the prototype 1872
6 ProceedingsofCOPEDEC2012,2024February2012 PhysicalModellingInvestigationforDikkowitaFisheryHarbour ρ w = density of water in the model (Fresh Water) ρs = density of water in the prototype (Salt Water) Table 3 shows the scaled down values for rock materials. As the imported Xbloc units were not sufficient to cover the entire structure, it was decided to use equivalent rock armours for the rest of the model which is not used to get test measurements (The Rock Manual-The use of rock in Hydraulic Engineering, 2nd Edition, 2007). BreakwaterCross Section ReefBW Main BW Trunk at -2m MSL Head at -4m MSL Trunk at -6m MSL Head at -7m MSL Table3.DetailsofModelRockMaterials LayerType Wt.ofUnit Rock Armourin prototype (kg) Equivalent ModelUnit Diameter D n (mm) ModelParameters Armoursizes used(mm) Proportion % Filter layer Rear armour Core(Quarry run) Filter layer Core(Quarry run) Filter layer Rear armour * 40 Toe berm Core(Quarry run) Filter layer Toe berm Core(Quarry run) * - Only small fraction was used from this grading 2.4 Bathymetry Construction
7 ProceedingsofCOPEDEC2012,2024February2012 PhysicalModellingInvestigationforDikkowitaFisheryHarbour The structure and its immediate vicinity and sufficient seaward distance to allow for generated waves to fully develop were represented within the basin. The bathymetry was constructed by laying metal strips with wooden pegs at the contour heights and area between the strips was filled with sand, compacted and covered with a thin layer of cement mortar. The wave conditions specified were at the -7 m MSL contour, which was located at the main breakwater head. From the -7 m contour to the offshore reef, the seabed was gently sloping to -8 m MSL. (almost horizontal seabed). In order to achieve sufficient depth at the wave paddles, a slope of 1:100 has been assumed from -7 m MSL contour to -12m MSL contour where the paddles were to be placed. 2.5 Model Calibration For this purpose, three paddles combination was used and the output wave heights were measured by three wave gauges placed in front of the paddles. The wave climate in the 3D basin has to be calibrated for the -7 m MSL contour. Calibration runs, 20 minutes each, were performed for different wave conditions so that input wave heights for the actual model testing could be derived by using these calibration results. 2.6 Model Construction Breakwater construction The breakwater sections provided by DMC and were scaled down to give correct representation of hydraulic characteristics of the structure such as stability, permeability and porosity. Model structure is then constructed according to the scaled down dimensions, in the sequence of bed preparation, placing of core, placing of filter layer, toe and Xbloc layer. Number of available Xbloc and Xbase units specified for the Main Breakwater Trunk section (1.5m 3 Xbolc and 1.35m 3 Xbase units), were not sufficient during the construction. Hence some modified armour units had to be used. 2.0m 3 Xbolc and 1.8m 3 Xbase (modified by breaking one arm of 2.0m 3 Xbloc unit) units were used instead of 1.5m 3 Xbolc and 1.35m 3 Xbase units respectively (Figure. 4). This part of the main breakwater is however not considered as critical. Special attention will be given to the transition between the 2.0 m 3 and 1.5m 3 section during damage assesment after each test. 1.5m 3 Xblocs 2m 3 Xblocs 1.8m 3 Xbases Towards BW head 1.35m 3 Xbases Towards Southern Reef BW Figure.4.ModifiedArmourUnitsatMainBreakwaterTrunkSection 1874
8 ProceedingsofCOPEDEC2012,2024February2012 PhysicalModellingInvestigationforDikkowitaFisheryHarbour Xbloc Armour Units and Placement Technique In the physical model construction, Xbloc units were placed on top of filter layer freely with random orientations after placing one line of Xbases. First Xbases were placed as a line with a small space of 1.3 times of overall height / width of a unit and Xblocs were then freely placed in between them with different orientations one step inwards slope allowing them to interlock without pressing by hand, since Xbloc units naturally find a stable position on the slope ( The Xbloc units are simple to place and taken a less time duration as no specific orientation of the individual units are required. 3. MODEL TESTING AND RESULTS 3.1 Test conditions Model testing was carried out to meet up the main objectives of structural stability and the wave penetration in to the harbour.the tests were carried out in test series composed of a number of individual test runs with increasing wave heights from one to another. Test series of extreme wave conditions were carried out to check the structural stability of the breakwaters, overtopping and wave penetration in to the harbour. Main purpose of doing the test series for operational condition is to check the wave penetration into the harbour. Wave heights were measured through the wave gauges located as indicated in the Figure 3. for each test of both extreme and operational test series. Each test run was representing the duration of more than 1000 waves in prototype. ttable4.waveconditionsformodeltest Test Condition Extreme Operational Test Series Test Case 1B (80%) 1C (100%) 1D (120%) 2A (80%) 2B (100%) 2C (120%) 3B (100%) 4B (100%) 5B (100%) Aim of test case Check Structural Stability, Overtopping and Wave Penetration Check Structural Stability, Overtopping and Wave Penetration Check Overtopping Check Overtopping Check Toe Stability Prototype Parameters at -7 m MSL contour Water Level (m to MSL) DWL DWL Hs (m) Tp (Sec) Wave Direction N Model Duration (min) N 50 MSL N 35 MSL N DLWL N 6 Check Sea Wave N 35 7 Penetration N 35 MHWS Check Swell N 9 Wave Penetration N
9 3.2 Test results ProceedingsofCOPEDEC2012,2024February2012 PhysicalModellingInvestigationforDikkowitaFisheryHarbour Model testing was starting with extreme test cases. At the commencement of the test, instability of the Xbloc armour was observed at the southern reef breakwater section. It was figureout that instability has occurred due to the unsteady Xbases over the steep (around 1:10) bed slope. Hence, the needness of model modifications in order to improve the stability of the structure was identified. As a first solution for that instability, the steep bed slope section was trimmed at the toe level, in order to make the bed horizontal, so that it provided more steady position for Xbases. This modification could only be made at the two steepest parts of the reef breakwater. It was found impossible to scratch a trench at the correct location without changing the structure cross section to a large extent. The toe extended originally to the white line in Figure 5. However, stability was not that improved as expected and not in a satisfactory level. Horizontal bed at toe Rigid Concrete ridge Figure.5.Modificationforthebreakwater Secondly, it was decided to construct a rigid ridge from cement mortar to see the effectiveness of stabilizing the toe units. Figure 5 shows the breakwater section after the modification. The model rigid concrete ridge represent measures such as pilling or trenching in the prototype. The highest extreme wave (120% extreme swell) was performed and the structure was found completely stable. All other test scenarios were then carried out with this toe solution for the southern reef breakwater. No damage was observed in Northern Reef Breakwater for any test run except some displacement of rear armour whereas some damage of the rear armour at the main breakwater head was observed. Toe stability was specially assessed during low water level of -0.6m MSL. The stability of the structure was assessed by counting the displaced number of units and its percentages. Displacement was considered for particular section and the percentage was then calculated with respect to the total number of units at that section. The damage level is then decided according to the proportion of total number of armour units in particular area as described below; 1% of units displaced Slight damage 2% of units displaced Little damage 3% of units displaced Moderate damage 1876
10 ProceedingsofCOPEDEC2012,2024February2012 PhysicalModellingInvestigationforDikkowitaFisheryHarbour 5% of units displaced Severe damage t3table5.damagelevels Toe Rear Xbloc Test1B Test1C Test1D Test2A Test2B Test2C Test3B Test4B Test5B No Slight Little Slight Moderate Little Slight Slight Slight damage damage damage damage damage damage damage damage damage No No No Slight Slight Slight No No No damage damage damage damage damage damage damage damage damage No No No No No No No No No damage damage damage damage damage damage damage damage damage Overtopping during the testing was collected at two trays (Figure 3) in the reef breakwater sections. The prototype overtopping values (l/s per m run) shown in Table 6. NBW Northern breakwater; SBW Sothern breakwater Table6.ResultsofOvertopping Test1B Test1C Test1D Test2A Test2B Test2C Test3B Test4B Test5B NBW SBW Model was tested for all the scenarios in test series for operational conditions and wave heights were measured at locations as in the Figure 3. Main objective of this test series was to assess the wave penetration in to the harbour and to check whether penetrated wave heights are in the allowable range and results are shown in Table 7. Table6.ResultsofWaveDisturbance Test Outsideofharbour Inchannel Spendingbeach Infrontofquaywall no WHM1 WHM2 WHM3 WHM4 WHM5 WHM9 WHM DISCUSSION OF THE MODEL RESULTS 4.1 Stability of breakwater The stability of above structure components were assessed during the extreme wave condition. For the all wave conditions displacement of armour units were below than 5% with respect to the total number of units at that section. For most test cases, the displacement of rear armour, percentage unit displacements are less than 1% and hence can be considered as slight damage level. Before the stability measures toe has being moderately damage after performed the test 2B. There were no damage of Xbloc after contrustion of rigid concrete berm. No displacements can be seen of the Xbloc at the crest. 4.2 Overtoppping of the breakwater The maximum overtopping occurred in 1D test case, which is having the highest water level and the 1877
11 ProceedingsofCOPEDEC2012,2024February2012 PhysicalModellingInvestigationforDikkowitaFisheryHarbour wave climate with 120%. The overtopped amounts for northern and southern breakwaters are 5.12 and 9.57 l/s per m run respectively. 4.3 Wave disturbances in side of the harbor The allowable maximum wave height in front of quay wall for loading-unloading and mooring is m (Wave Agitation Criteria For Fishing Harbours In Atlantic Canada, Proceedings of the International Conference on Coastal Engineering, 1992). All the wave hieghts have being obesrved infront of quay wall were less than or within the accepctble limit. 5. CONCLUSIONS The following conclusions can be made based on the test results; The Xbases were not stable where local conditions are as such that the bed is hard and sloping steeper than 1:10. It can concluded that Xbases have actually been stabilized by means of pilling base or trenching. The wave height infornt of the southern quey wall was m for highest wave condition in mean high water spring (operational test 9). It is possible to increase the calmness by extending the southern groyne. 6. REFERENCES CIRIA, CUR, CETMEF, The Rock Manual-The use of rock in Hydraulic Engineering, 2nd Edition, 2007, London Hughes, Steven A., Physical Model and Laboratory Techniques in Coastal Engineering, Advanced Series of Ocean Engineering.vol.7, 1993, World Scientific: Singapore LHI, Design and Construction of Dikkowita Fishery Harbour Field Investigation Final Report, 2009 LHI, Old-Elkala Fishing port, Algeria, 3D Basin Stability and Wave Agitation Modelling Final Report, 2008 Charles C.P., Michael M.W., Wave Agitation Criteria For Fishing Harbours In Atlantic Canada, Proceedings of the International Conference on Coastal Engineering, 1992 Pope J., Lockhart J., Coastal Engineering Manual: Part VI, Design of coastal project Elements, 2001, U.S.Army Corps of Engineers: Washington Technical information.< 1878
OECS 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 informationINVESTIGATION OF WAVE AGITATION INSIDE THE NEW FISHERY PORT (CASE STUDY: NEW MRZOUKA FISHERY PORT, LIBYA)
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,
More informationPresent Practices in Design of Rubblemound Breakwaters for Coastal Harbours-A Review
International Journal of Current Engineering and Technology E-ISSN 2277 4106, P-ISSN 2347 5161 2018 INPRESSCO, All Rights Reserved Available at http://inpressco.com/category/ijcet Review Article Present
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 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 informationPHYSICAL MODELLING OF EMERGENCY REPAIRS TO THE MAIN BREAKWATER OF CALSHOT HARBOUR ON TRISTAN DA CUNHA ISLAND
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 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 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 132. Roundhead Stability of Berm Breakwaters
CHAPTER 132 Roundhead Stability of Berm Breakwaters Jergen Juhl 1, Amir Alikham, Peter Sloth, Renata Archetti Abstract Three-dimensional (3D) model tests were carried out for studying the stability of
More informationmethods and construction sequences for the modifications and
CONSTRUCTION SEQUENCE MODELLING FOR HARBOUR BREAKWATER ROGER W HENDRY* Pr Eng BSc MICE MSAICE Abstract Gansbaai fishing and pleasure craft harbour is situated approximately 160km east of Cape Town. Modifications
More informationA: Formalities. DELOS WP 1.1 Inventory on LCS, questionnaire, detailed description, revision D AUTH GR. Participant code and who to contact.
A: Formalities Participant code and who to contact. AUTH GR J. Avgeris E-mail iavgeris@civil.auth.gr This date (today, mm:dd:yyyy) and revision number (A..Z). 17/09/01 Rev A Location of LCS. Patras Gulf,
More informationAvailable 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 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 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 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 informationHydrodynamic and hydrological modelling to support the operation and design of sea ports
Hydrodynamic and hydrological modelling to support the operation and design of sea ports Data needs and examples Martijn de Jong (port/nautical requirements, waves, currents) Sofia Caires (mean and extreme
More informationPhysical Modelling of A-Jacks Units in Wave Flume Stage 2
Physical Modelling of A-Jacks Units in Wave Flume Stage 2 Report MHL1901 March 2009 PHYSICAL MODELLING OF A-JACKS UNITS IN WAVE FLUME STAGE 2 Report No. MHL1901 Department of Commerce Manly Hydraulics
More informationPHYSICAL MODELING SUPPORTING DESIGN AND CONSTRUCTION OF LOW CRESTED BREAKWATER FOR THE AYIA NAPA MARINA, CYPRUS
PHYSICAL MODELING SUPPORTING DESIGN AND CONSTRUCTION OF LOW CRESTED BREAKWATER FOR THE AYIA NAPA MARINA, CYPRUS M. WESSON 1, M. PROVAN 2, J. COX 3,P. KNOX 4 1 SmithGroupJJR, Madison, USA, Mauricio.Wesson@SmithgroupJJR.com
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 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 information+)) Lower Churchill Project RIPRAP DESIGN FOR WIND-GENERATED WAVES SNC LAVALIN. SLI Document No HER
+)) SNC LAVALIN Lower Churchill Project RIPRAP DESIGN FOR SLI Document No. 505573-3001-4HER-0011-00 Nalcor Reference No. MFA-SN-CD-0000-CV-RP-0006-01 Rev. 81 Date: 07 -Dec-2012 Prepared by: Checked by:
More information(Refer Slide Time: 1:01)
Port and Harbour Structures. Professor R. Sundaradivelu. Department of Ocean Engineering. Indian Institute of Technology, Madras. Module-3. Lecture-11. Breakwater. So we have so far discussed 5 lectures,
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 informationStructure Failure Modes
US Army Corps Monitoring and Maintenance of Coastal Infrastructure Structure Failure Modes Steven A. Hughes, PhD, PE Coastal and Hydraulics Laboratory US Army Engineer Research and Development Center Waterways
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 informationAPPLICATION OF MATHEMATICAL MODELING IN OPTIMIZING LAYOUT OF A LARGE INDUSTRIAL FISHERY HARBOUR
APPLICATION OF MATHEMATICAL MODELING IN OPTIMIZING LAYOUT OF A LARGE INDUSTRIAL FISHERY HARBOUR P.P. Gunaratna, 1 Member, ASCE, P. Justesen 2, D.S. Abeysirigunawardena 3, and H-J, Scheffer 4 Abstract Mathematical
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 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 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 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 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 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 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 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 informationImplications of proposed Whanganui Port and lower Whanganui River dredging
PO Box 637 Wanganui 4540 Attention: Rowan McGregor Dear Rowan 1 Summary We understand that it has been proposed to bring large vessels into the Port at Whanganui requiring the excavation of a channel up
More informationBeach profile surveys and morphological change, Otago Harbour entrance to Karitane May 2014 to June 2015
Beach profile surveys and morphological change, Otago Harbour entrance to Karitane May 2014 to June 2015 Prepared for Port Otago Ltd Martin Single September 2015 Shore Processes and Management Ltd Contact
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 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 informationAustralian Journal of Basic and Applied Sciences
AENSI Journals Australian Journal of Basic and Applied Sciences ISSN:1991-8178 Journal home page: www.ajbasweb.com Developing a Stability Formula for Breakwater-An Overview 1,2 Nur Aini Mohd Arish, 2 Othman
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 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 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 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 informationComparisons of Physical and Numerical Model Wave Predictions with Prototype Data at Morro Bay Harbor Entrance, California
Comparisons of Physical and Numerical Model Wave Predictions with Prototype Data at Morro Bay Harbor Entrance, California by Robert R. Bottin, Jr. and Edward F. Thompson PURPOSE: This Coastal and Hydraulics
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 informationCOFFS HARBOUR SEDIMENT MODELLING AND INVESTIGATION
COFFS HARBOUR SEDIMENT MODELLING AND INVESTIGATION Luke McAvoy Undergraduate Engineer (Civil) Griffith School of Engineering, Griffith University, Gold Coast, Australia Daniel Rodger Senior Engineer Water
More informationCOMBINED PHYSICAL AND NUMERICAL MODELLING TO INFORM OPTIMAL MARINA DESIGN
COMBINED PHYSICAL AND NUMERICAL MODELLING TO INFORM OPTIMAL MARINA DESIGN Vincenzo Albanese 1, Keith Powell 2 and Giovanni Cuomo 3 A new Marina, capable of hosting up to 1,000 boats, is being constructed
More informationPort of Zeebrugge: Upgrading the Brittannia Dock
ABSTRACT Port of Zeebrugge: Upgrading the Brittannia Dock by L. Missinne 1 and L. Van Damme 2 The Flemish authority started with the upgrading of the Brittannia Dock in the port of Zeebrugge. The Brittannia
More informationPHYSICAL MODELLING AND DESIGN FOR A NEW MEGA-YACHT MARINA
PHYSICAL MODELLING AND DESIGN FOR A NEW MEGA-YACHT MARINA S. BAKER (1), G. FRANK (2), D.WILLIAMSON (2), K. MACINTOSH (2) & A. CORNETT (1) (1) Ocean, Coastal and River Engineering, National Research Council
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 informationCOST EFFECTIVE STORAGE CAPACITY INCREASE FOR ALUMINA TAILINGS DISPOSAL AREA THROUGH SPILLWAY OPTIMISATION
COST EFFECTIVE STORAGE CAPACITY INCREASE FOR ALUMINA TAILINGS DISPOSAL AREA THROUGH SPILLWAY OPTIMISATION Abstract Lonie I * Tailings and Dams, GHD Brisbane, QLD, Australia Queensland Alumina Limited operates
More informationArtificial headlands for coastal restoration
Artificial headlands for coastal restoration J. S. Mani Professor, Department of Ocean Engineering, Indian Institute of Technology Madras, Chennai 636, India Abstract Construction of a satellite harbour
More informationPHYSICAL MODELLING AND DESIGN FOR SHORELINE REDEVELOPMENT ON THE SOUTH COAST OF BARBADOS
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 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 LIGHTS GO OUT The Ultimate Protection Technology for Protecting Submarine Cables
THE LIGHTS GO OUT The Ultimate Protection Technology for Protecting Submarine Cables Rene van Kessel, Cor-Jan Stam (Van Oord Offshore) Email: Van Oord Offshore, 2 Jan Blankenweg, 4207HN
More informationCHAPTER 135. Influence of the core configuration on the stability of berm breakwaters. Nikolay Lissev 1 AlfT0rum 2
CHAPTER 135 Influence of the core configuration on the stability of berm breakwaters Nikolay Lissev 1 AlfT0rum 2 Abstract An experimental study has been carried out to investigate the concept of extending
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 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 informationAD-A II~lllII I I 7
AD-A284 157 II~lllII CONSTRUCTION OF BREAK WATERS AND BEACEFILL AT THE NAVAL AIR STATION, PATUXENT RIVER, MARYLAND C D.W.Yang, J.McWilliams 2, S.Ming 2 ABSTRACT Construction of the breakwaters and beach
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 informationDERIVATION OF A SIGNAL TIMING SCHEME FOR AN EXTERNALLY SIGNALIZED ROUNDABOUT
DERIVATION OF A SIGNAL TIMING SCHEME FOR AN EXTERNALLY SIGNALIZED ROUNDABOUT Paper Presented at the Annual Sessions of the Institute of Engineers, Sri Lanka Dr. Amal S. Kumarage, Senior Lecturer Dr. J.M.S.J.
More informationThe Islands. Barbados. A prefeasibility study. R. Drieman M. Hinborch M. Monden E.A.J. Vendrik
The Islands Barbados A prefeasibility study R. Drieman M. Hinborch M. Monden E.A.J. Vendrik General notice to the reader: In the academic programme for Hydraulic Engineering we have in the 4th year (i.e.
More informationBYPASS HARBOURS AT LITTORAL TRANSPORT COASTS
BYPASS HARBOURS AT LITTORAL TRANSPORT COASTS by K. Mangor 1, I. Brøker 2, R. Deigaard 3 and N. Grunnet 4 ABSTRACT Maintaining sufficient navigation depth in front of the entrance at harbours on littoral
More informationImpact of Dredging the Lower Narrow River on Circulation and Flushing
Impact of Dredging the Lower Narrow River on Circulation and Flushing Craig Swanson Ph.D. Swanson Environmental Alex Shaw Ocean Engineering, URI Prof. Malcolm L. Spaulding Ocean Engineering, URI 29 January
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 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 informationWater Research Laboratory (WRL), School of Civil and Environmental Engineering, UNSW Australia, Manly Vale, NSW 2
Wave Forces and Overtopping on Stepped Seawalls B Modra, I Coghlan, J Carley, G Blumberg 2, W Boyd 3 Water Research Laboratory (WRL), School of Civil and Environmental Engineering, UNSW Australia, Manly
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 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 informationRESILIENT CITIES 2011
RESILIENT CITIES 2011 EKO ATLANTIC CITY PROJECT AS A CLIMATE CHANGE ADAPTATION STRATEGY Presentation by Prince Adesegun Oniru ( Honourable Commissioner, Lagos State Ministry of Waterfront Infrastructure
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 informationCOASTAL EROSION: INVESTIGATIONS IN THE SOUTHWEST COAST OF SRI LANKA
COASTAL EROSION: INVESTIGATIONS IN THE SOUTHWEST COAST OF SRI LANKA Wijayawardane I.S.K. 1, Ansaf K.M.M. 2, Ratnasooriya A.H.R. 3, Samarawickrama S.P. 4 1,2 Postgraduate Student, Department of Civil Engineering,
More information# Post Consultation and Submissions Resource Consent Conditions for Surfing Impact Mitigation August 2016
# Post Consultation and Submissions Resource Consent Conditions for Surfing Impact Mitigation August 2016 Surf Mitigation Management Plan 1 1 Not less than 6 months prior to the commencement of the construction
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 informationNearshore Morphodynamics. Bars and Nearshore Bathymetry. Sediment packages parallel to shore, that store beach sediment
Nearshore Morphodynamics http://coastal.er.usgs.gov/bier/images/chandeleur-xbeach-lg.jpg Bars and Nearshore Bathymetry Sediment packages parallel to shore, that store beach sediment Can be up to 50 km
More informationCoastal Sediment Transport Modeling Ocean Beach & San Francisco Bight, CA
1 Coastal Sediment Transport Modeling Ocean Beach & San Francisco Bight, CA Honghai Li and Lihwa Lin Engineering Research and Development Center U.S. Army Corps of Engineers Frank Wu, Lisa Andes, and James
More informationComparison of Predicted and Measured Shoaling at Morro Bay Harbor Entrance, California
Comparison of Predicted and Measured Shoaling at Morro Bay Harbor Entrance, California by Edward F. Thompson, Inocencio P. DiRamos, and Robert R. Bottin, Jr. PURPOSE: This Coastal and Hydraulics Engineering
More informationSTATUS REPORT FOR THE SUBMERGED REEF BALL TM ARTIFICIAL REEF SUBMERGED BREAKWATER BEACH STABILIZATION PROJECT FOR THE GRAND CAYMAN MARRIOTT HOTEL
August 23 STATUS REPORT FOR THE SUBMERGED REEF BALL TM ARTIFICIAL REEF SUBMERGED BREAKWATER BEACH STABILIZATION PROJECT FOR THE GRAND CAYMAN MARRIOTT HOTEL performed by Lee E. Harris, Ph.D., P.E. Consulting
More informationThe Challenge of Wave Scouring Design for the Confederation Bridge
13: Coastal and Ocean Engineering ENGI.8751 Undergraduate Student Forum Faculty of Engineering and Applied Science, Memorial University, St. John s, NL, Canada MARCH 2013 Paper Code. (13 - walsh) The Challenge
More informationINVESTIGATING STRATEGIES TO REPAIR HISTORIC TIDE WALLS ON THE CLARENCE RIVER AND ADJACENT BEACH AND RIVER BANK PROTECTION
INVESTIGATING STRATEGIES TO REPAIR HISTORIC TIDE WALLS ON THE CLARENCE RIVER AND ADJACENT BEACH AND RIVER BANK PROTECTION I Jayewardene 1, A Hartley 2, B Blumberg 1, E Couriel 1 1 NSW Water Solutions,
More informationAspects related to design and construction of breakwaters in deep water by Hans F. Burcharth Aalborg University, Denmark
Aspects related to design and construction of breakwaters in deep water by Hans F. Burcharth Aalborg University, Denmark Contents of presentation Introductory characterization of the environment Rubble
More informationEnnore Coal Port Project: Port Basin and Entrance Channel
Ennore Coal Port Project: Port Basin and Entrance Channel André Luypaert Ennore Coal Port Project: Port Basin and Entrance Channel Abstract The Chennai Port on the eastern coast of India is the main port
More informationORAN HIGHWAY REVETMENT DESIGN
ORAN HIGHWAY REVETMENT DESIGN Dr. Işıkhan Güler 2, Erdinç Söğüt 1 (MSc), Deniz Velioğlu 2 (MSc), Dr. Hülya Karakuş Cihan 1, Dr. Mustafa Esen 1, Prof. Dr. Ayşen Ergin 2, Prof. Dr. Ahmet Cevdet Yalçıner
More informationPREDICTION OF BEACH CHANGES AROUND ARTIFICIAL REEF USING BG MODEL
PREDICTION OF BEACH CHANGES AROUND ARTIFICIAL REEF USING BG MODEL Hiroaki Fujiwara 1, Takaaki Uda 2, Toshiaki Onishi 1, Shiho Miyahara 3 and Masumi Serizawa 3 On the Kaike coast, one of the twelve detached
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 informationNORTHERN CELL OPTIONS SHORTLIST RECOMMENDATIONS
OPTIONS SHORTLIST RECOMMENDATIONS Coastal Unit C: Bayview Options recommended for MCDA scoring. Status quo. Planting 3. Renourishment (gravel) 6. Beach-scraping 7. Restore shingle crest. Inundation accommodation
More informationCHAPTER 25 AKMON ARMOUR UNIT FOR COVER LAYERS OF RUBBLE MOUND BREAKWATERS. A. Paape and A.W. Walther
CHAPTER 25 AKMON ARMOUR UNIT FOR COVER LAYERS A. Paape and A.W. Walther Hydraulics Laboratory Delft Netherlands k new specially shaped concrete block, the "Akmon", to be used as armour unit for protective
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 informationPier 8 Wave Overtopping Analysis (65 Guise Street East) Our File:
Shoreplan Engineering Limited 55 Eglinton Avenue E., Suite 800 Toronto, ON Canada M4P 1G8 T) 416.487.4756 F) 416.487.5129 E) mail@shoreplan.com March 31, 2016 Mr. Ed English Senior Project Manager Waterfront
More informationWIND SPEED LENGTH OF TIME WIND BLOWS (Duration) DISTANCE OVER WHICH IT BLOWS (Fetch)
WAVES Up and down movement of ocean surface Transportation of energy across the water over vast distances If not stopped by anything, waves can travel entire oceans Size and speed depend upon: WIND SPEED
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 informationRisk Awareness Key to a Sustainable Design Approach for Breakwater Armouring
Risk Awareness Key to a Sustainable Design Approach for Breakwater Armouring J.S. Reedijk, Delta Marine Consultants, Gouda, The Netherlands M. Muttray, Delta Marine Consultants, Gouda, The Netherlands
More informationLABORATORY STUDY ON TSUNAMI REDUCTION EFFECT OF TEIZAN CANAL
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 informationAtlantic Coast of Long Island, Jones Inlet to East Rockaway Inlet, Long Beach Island, NY Construction Update
Atlantic Coast of Long Island, Jones Inlet to East Rockaway Inlet, Long Beach Island, NY Construction Update June 2016 US Army Corps of Engineers Project Purpose Three specific damage mechanisms of coastal
More informationThe Failure of the Kamaishi Tsunami Protection Breakwater
PT-13: Coastal and Ocean Engineering ENGI.8751 Undergraduate Student Forum Faculty of Engineering and Applied Science, Memorial University, St. John s, NL, Canada March, 2013 Paper Code. (PT-13 - Tucker)
More informationCoastal Engineering xxx (2008) xxx-xxx. Contents lists available at ScienceDirect. Coastal Engineering
CENG-02240; No of Pages 12 ARTICLE IN PRESS Coastal Engineering xxx (2008) xxx-xxx Contents lists available at ScienceDirect Coastal Engineering journal homepage: www.elsevier.com/locate/coastaleng Prototype
More informationSteven A. Hughes. Ph.D., P.E. David R. Basco. Ph.D., P.E.
Steven A. Hughes. Ph.D., P.E. Coastal and Hydraulics Laboratory US Army Engineer Research and Development Center David R. Basco. Ph.D., P.E. Coastal Engineering Center Old Dominion University Overview
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 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 information