DOCSLIB.ORG

Building Materials in Dredging, Maritime and Waterfront Construction

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Building Materials in Dredging, Maritime and Waterfront Construction Building Materials in Dredging , Maritime and Waterfront Construction Ir. Bernard Malherbe Jan De Nul Group Maritime & Dredging 2010 1 Maritime & Dredging 2010 2 Types of Infrastructures & Constructions Breakwaters Seadikes & Riverdikes Bank- & Reclamation confinment/revetment Reclamations Quay-walls Locks Pumping culverts Berthing structures (dolphins,…) Sinkers Pipe – and cable-landfalls Beach & coastal protection structures Maritime & Dredging 2010 3 Port of IJmuiden (Nederland) Construction method for breakwater extension: North & South Pier (1965) Construction Stages of Rubble-Asphalt Breakwater Underpart BreakwaterMaritime & Dredging 2010Upperpart Breakwater 4 Construction Method of IJmuiden breakwaters 13. De twcc belangrijkStc conceptics van de Combinatie Ijmuiden : ondcr­ losscrs en hefpontons met kraan. beidc gcadvisccrd cn in opdracht van Rijkswatcrst3at ontworpcn. Maritime & Dredging 2010 5 TePoul.. ur{nabIJlu lk}al"I ••n1f11 ln¡er.edvoor\lervoervanatortaleen n.. , Umu lden. Construction method of IJmuiden’s breakwaters - Maritime & Dredging 2010 6 Port of Zeeebrugge (Belgium) 1903-2003 Anno 1976 Anno 1990 Maritime & Dredging 2010 Anno 2003 7 Construction sequence of Zeebrugge breakwaters J. De sJeu/ uitbaggeren met sJeepzuiger o/ cutterzuiger ----==_:_________ :_ "i_' :_" _,: __~_________________ ~ __~~-- 2. Grind storten op het gekJepte zand ~.............> i 3. Zínkstukken a/zinken _ª_=_______ :;; 4. Bermen voor de bescherming van de damteen storten = s. De darnkem opbouwen met T. V. o/ 1-3 ton = 6. De 1-3 ton secondaire bescherrnlaag plaatsen 1. 25-30 ton betonblokken plaatsen 8. De kruin a/werken en eventueel zandopspuitingMaritime uitvoeren. & Dredging 2010 8 Engineering design of Zeebrugge Rubble-Mound Breakwaters on soft soil: soil- replacement and erosion protection Maritime & Dredging 2010 9 Dredging of soft soil-replacement trench & Construction of breakwater’s core Maritime & Dredging 2010 10 Construction and placement of willow fascines for erosion protection of soft soil- replacement Maritime & Dredging 2010 11 Zeebrugge Port Extension: sequence of Rubble Mound Breakwater construction Maritime & Dredging 2010 12 Zeebrugge Port Extension: placement of 25t to 28 t concrete armour units of Rubble Mound Breakwaters Maritime & Dredging 2010 13 Melchorita Breakwater, PERU LNG (anno 2007) 6.50 +11.00mCD C 3.25 onc 3 3 re MLWS 0.00mCD -6.00mCD 2 te 2 1 R C .6 oc u 0 ks b 15.00 W e 1T 5 4 = 0= m Rocks W50= 1T 50 1 3 5.00 -7.50mCD W T s 3 ck 2 25.00 -10.00mCD -14.00mCD o CORE 0-500kg 1.60 R 3 1.80 2 -14.00mCD(varies) 2.00 4.20 CORE 0-500kg 1 1 1 2.00 1 5 5 5 5.00 5 5.00 5.00 20.00 SEABED BCR 4 m3 W50 = 0.75 t < 1 t Wave-FlumeMaritime Testing & Dredging of Breakwater 2010 14 First engineering rule in maritime construction: Terzaghi filter rules Armouring Layer Underlayer Filterlayer (mineral or geotextile) Geotextile: • woven fabric Seabed or reclaimed material,… •Non-woven fabric •Material: PP, HDPE,,.. Permeable but sand-tight construction: d15upperlayer / d85 underlayer < 5 (bulk of underlayer cannot migrate trough pores of upperlayer) d50 upperlayer/d50 underlayer = 15 ….60 d15uperlayer / d15 underlayer = 5…40 Layer thickness: Filter-layer (e.g. gravel-sand): > 0,10m Underlayer & Armour Layer: 3 … 5 x d50 Maritime & Dredging 2010 15 Gradation of Maritime Construction Materials CORE UNDERLAYER ARMOUR UNITS Maritime & Dredging 2010 16 Determining parameters for: • Non-cohesive grains: • grain-size distribution • volume-mass & specific density • permeability •Cohesive grains: • water content (w) & Atterberg Limits (SL, PL, LL) • Plasticity-Index : PI = LL – PL (PI = high > Clay; PI = low > Silt) • Liquidity Index: LI = (w-PL)/(LL-PL) • Activity : A = PI / (% < 0,075mm) (A < 0,75 Inactief; A 0,75-1,25: Normal; A > 1,25: Active) • shear resistance, cohesion • deformation properties (compressibility,…) • permeability Maritime & Dredging 2010 17 A. Natural Building Materials Clay • What is Clay ? For geologists, Clay is a fine-grained sediment, constituted of mainly alumino- silicate minerals (> 45 %), that are plate or flake-like grains with equivalent Stoke’s diameters of 0,020 mm en 0,0001 mm. For geotechnicians, Clays are soils constituted of particles with equivalent Stoke’s diameters lesser than 0,002mm. Geotechnicians distinguish between under- normal or over-consolidated Clays, depending upon their consolidation degree as a function of their overburden history. • Typical geotechnical propertes of Cllays Low water-content : w < 35 % Low permeability : k < 10-11 m/sec High cohesion : cu = 10 tot 150 kPa Maritime & Dredging 2010 18 Electronic microscope shots of Clay Minerals Illite & Kaolinite 1000m I IO."n Maritime & Dredging 2010 19 Clay as Building Material • Domain of application of Clays • Impermeable cores of dikes HW Clay Sand • Impermeable revetment of water-retention dikes • Colmatation layer of upland disposal facilities, ponds,... • Workability of Clay depends upon Plasticity Natural water-content close to PL Maritime & Dredging 2010 20 Waterfront-dikes as water-retention structures: body of sand with clay-core • Deltaplan (Netherlands) • Sigma Plan (Belgium) Maritime & Dredging 2010 21 Waterfront Engineering : Risks (of failure·induced damage) =Probability (of failure ) x Damage (resulting from failure) ~~~'''''''''''''''''''''''''--------''''''''''''''''''''''''''''''~ 1.E+10 ,-~""'''''''''''''''''''''~--~--'''''''''''''''''''''''''-- 1.E+09 e " :¡u. 1.E+08 ~ ~ D = 872144. RpO.8174 " ~~~-----------+----------------~------------------ 1 el~ 1.E+07~-----------------~ '"E Q.. 1.E+06 + 1.E+05+------------------.-----------------+-----------------.----------------~ 1 10 100 1,000 10,000 Return Perlod of Failure-causing event (years) Water·retention dikes Maritime & Dredging 2010 22 Ref after data contained in MKBA Rapport Sigma Plan, 2002 Mud • What is Mud ? Mud is a mixture-sediment : a mixture of fine sand,silt - particles (0,063mm to 0,002mm) and clay-minerals. Generally Mud has a high content in organic fractions (2 to 10 %) and CaCo3 (till 35 %). Mud is the typical sediment for estuaria, shallow seas and sheltered deposition areas. Mud has generally a high water-content. Mud is the building material for what will become Clay after consolidation. Mud is a cohesive sediment with low shear-strenght. Till recently, Mud was considered as inappropriate for recycling or re-use. • Geotechnical properties of Mud: High water- content : w = 100 to 250 %, , beyond LL Medium to high cohesion: cu = 1 tot 30 kPa Flocculation (aggregation to larger particles, called Flocks) Sand-admixture (co-precipitation in flocks) Transition sediment between suspensions and soil: classic geotechnical laws do not apply…rheology is the science of stress-strain behaviour for such Non- Newtonian Fluids. Parameters influencing shear-strength: initial rigidity (yield stress) , dynamic viscosity and thixotropy ( typical for Bingham fluids, a particular form of Non-Newtonian fluids) Maritime & Dredging 2010 23 Mud as Building Material After dewatering (accelerated consolidation by lagooning, sun-drying, filter- pressing, chemical dewatering,.…), Mud can reach dry-volume-masses of 500 to 600 kgds/m3 (bulk-densities of order of 1,45 to 1,60). Dewatered Mud can be re-used as an impermeable, cohesive, shapeable building-material with low-permeability: landscaping voor sight or sound- screen, fill-material with high deformation properties,…… Gravitational dewatering by lagooning (load : 400 to 600 kgds/m2) Mechanical dewatering by chamber filter-pressses. Chemical dewatering by admixture of CaO (8 to 16 %): exothermic reaction (evaporation) and water-adsorption. Maritime & Dredging 2010 24 Lagooning of Dredged mud, Ring-canal in Ghent, Belgium ENVISAN Grondverwerkingscentrum Hulsdonk Day 100: After crust- revolving Day 1: just after filling the experimental lagoon with fresh Mud Day 36: Crust-drying with superficial cracks Maritime & Dredging 2010 25 Decantation and Consolidation Properties of Mud Sedimentation/Consolidation Experiment 100 90 80 70 Sedimentaton 60 50 Compression - Point Height Ratio 40 30 Primary Consolidation 20 10 0 0 10 20 30 40 50 60 70 80 90 100 Time Axis (T0 + x minutes) Decantation Ratio Hd/Hinit Kallo Slib Sedimentation Ratio Kallo Slib Sedimentation Ratio Hs/Hinit Dr Bath Decantation Ratio Hd/Hinit Dr Bath Maritime & Dredging 2010 26 Sand • What is Sand ? Sand is typically a detrital sediment, constituted of individual particles and with a relitavely low intergranular cohesion.The particles have equivalent Stoke’s diameters of 0,063 mm to 2 mm. Sand-grains are generally mono-mineral particles of Quartz (Si O2), Feldspars (Al, Mg Si O4) or of organic origin: these latter are generally coral-fragments, shell-fragments,…constituted of Calcite, Aragonite,.(Ca Co3). • Geotechnical properties of sands are: Low in-situ water-content : w < 35 % High permeability : k > 10-6 m/sec Subrounded or rounded grains of 0,063 mm to 2,0 mm Sorting degree, d50, d90,….of grain-size distribution Compaction properties with generally a rapid compaction and a maximum compaction-density corresponding to a typical water-content (Proctor-density) Angle of Internal Friction (varying between 27°and 40°) , determining shear- strength, equilibrium inflow-slope, active/passive soil stresses,… Maritime & Dredging 2010 27 Quartz sand (S Afrika) d50 = 0,700mm Carbonate sand (Dubai) d50 = 0,654 mm Maritime & Dredging 2010 28 Grain-size distribution of Carbonate Sand • " • , , • , • . ., . • .• - • .. í f Maritime & Dredging 2010 29 Sand as
Load more

Recommended publications
  • Α Ρ Α Ρ Ρ Ρ Cot Cot 1 K H K H M ∆ = ⌋ ⌉
    ARMOR POROSITY AND HYDRAULIC STABILITY OF MOUND BREAKWATERS Josep R. Medina1, Vicente Pardo2, Jorge Molines1, and M. Esther Gómez-Martín3 Armor porosity significantly affects construction costs and hydraulic stability of mound breakwaters; however, most hydraulic stability formulas do not include armor porosity or packing density as an explicative variable. 2D hydraulic stability tests of conventional randomly-placed double-layer cube armors with different armor porosities are analyzed. The stability number showed a significant 1.2-power relationship with the packing density, similar to what has been found in the literature for other armor units; thus, the higher the porosity, the lower the hydraulic stability. To avoid uncontrolled model effects, the packing density should be routinely measured and reported in small-scale tests and monitored at prototype scale. Keywords: mound breakwater; armor porosity; packing density; armor damage; armor unit; cubic block. INTRODUCTION When quarries are not able to provide stones of the adequate size and price, precast concrete armor units (CAUs) are required for the armor layer protecting large mound breakwaters. The first CAUs, introduced in the 19th century, were massive cubes and parallelepiped blocks with a very simple geometry. Since the invention of the Tetrapod in 1950, numerous precast CAUs with complex geometries have been invented to reduce the cost and to improve the armor layer performance. The overall breakwater construction cost depends on a variety of design and logistic factors, like armor material (reinforced concrete, quality of unreinforced concrete, granite rock, sandstone rock, etc.), armor unit geometry (cube, Tetrapod, etc.), armor unit mass (3, 10, 40, 150-tonne, etc.), casting, handling and stacking equipment, transportation and placement equipment, energy, materials and personnel costs.
    [Show full text]
  • Feasibility Study of an Artifical Sandy Beach at Batumi, Georgia
    FEASIBILITY STUDY OF AN ARTIFICAL SANDY BEACH AT BATUMI, GEORGIA ARCADIS/TU DELFT : MSc Report FEASIBILITY STUDY OF AN ARTIFICAL SANDY BEACH AT BATUMI, GEORGIA Date May 2012 Graduate C. Pepping Educational Institution Delft University of Technology, Faculty Civil Engineering & Geosciences Section Hydraulic Engineering, Chair of Coastal Engineering MSc Thesis committee Prof. dr. ir. M.J.F. Stive Delft University of Technology Dr. ir. M. Zijlema Delft University of Technology Ir. J. van Overeem Delft University of Technology Ir. M.C. Onderwater ARCADIS Nederland BV Company ARCADIS Nederland BV, Division Water PREFACE Preface This Master thesis is the final part of the Master program Hydraulic Engineering of the chair Coastal Engineering at the faculty Civil Engineering & Geosciences of the Delft University of Technology. This research is done in cooperation with ARCADIS Nederland BV. The report represents the work done from July 2011 until May 2012. I would like to thank Jan van Overeem and Martijn Onderwater for the opportunity to perform this research at ARCADIS and the opportunity to graduate on such an interesting subject with many different aspects. I would also like to thank Robbin van Santen for all his help and assistance for the XBeach model. Furthermore I owe a special thanks to my graduation committee for the valuable input and feedback: Prof. dr. ir. M.J.F. Stive (Delft University of Technology) for his support and interest in my graduation work; Dr. ir. M. Zijlema (Delft University of Technology) for his support and reviewing the report; ir. J. van Overeem (Delft University of Technology ) for his supervisions, useful feedback and help, support and for reviewing the report; and ir.
    [Show full text]
  • Capability Statement Coastal Engineering Delta Marine Consultants Delta Marine Consultants
    Capability Statement Coastal Engineering Delta Marine Consultants Delta Marine Consultants Delta Marine Consultants (DMC) was founded in 1978 for the purpose of providing consultancy, project management and engineering design services to clients on a worldwide basis. The company has expertise in the fields of urban infrastructure, large-scale transport infrastructure, ports and harbour development and coastal engineering. The company holds strong links with the construction industry through its parent company, the Royal BAM Group. This contributes to the ability to provide solutions to practical problems and to blend innovation with reliability in design. DMC has been rebranded into ‘BAM Infraconsult’ and is working under that name in the home market. DMC is still used as a trade name for international projects and referred to as such in this Design Capability Statement. DMC has well over 300 employees working in various offices worldwide. The head office is in Gouda (the Netherlands) and apart from several other offices in the Netherlands, local offices are also located in Singapore, Dubai, Jakarta and Perth. DMC is or has been active in a great number of other countries on project basis, often together with BAM contracting companies. Our Core Business Coastal engineering, is one of the core expertise areas of DMC. The interaction between land and water creates complex environments. Coastal areas and river banks have always been important to trade and are therefore vital links in the economic chain. Coastal works, just like ports, are very much influenced by natural phenomena such as tidal change, wave action and extreme weather conditions, which is why they call for specialized expertise.
    [Show full text]
  • Adapting to Climate Change in Coastal Communities of the Atlantic Provinces, Canada: Land Use Planning and Engineering and Natural Approaches
    ADAPTING TO CLIMATE CHANGE IN COASTAL COMMUNITIES OF THE ATLANTIC PROVINCES, CANADA: LAND USE PLANNING AND ENGINEERING AND NATURAL APPROACHES PART 3 ENGINEERING TOOLS ADAPTATION OPTIONS INCENT EYS NG V L , P.E . DANIEL BRYCE ATLANTIC CLIMATE ADAPTATION SOLUTIONS ASSOCIATION SOLUTIONS D'ADAPTATION AUX CHANGEMENTS CLIMATIQUES POUR L'ATLANTIQUE March 2016 Prepared by ISO 9001 Registered Company ADAPTING TO CLIMATE CHANGE IN COASTAL COMMUNITIES OF THE ATLANTIC PROVINCES, CANADA: LAND USE PLANNING AND ENGINEERING AND NATURAL APPROACHES Prepared for ACASA (Atlantic Climate Adaptation Solutions Association) No. AP291: Coastal Adaptation Guidance – Developing a Decision Key on Planning and Engineering Guidance for the Selection of Sustainable Coastal Adaptation Strategies. PART 1 GUIDANCE FOR SELECTING ADAPTATION OPTIONS Saint Mary’s University Lead: Dr. Danika van Proosdij Research Team and Authors: Danika van Proosdij, Brittany MacIsaac, Matthew Christian and Emma Poirier Contributor: Vincent Leys, P Eng., CBCL Limited PART 2 LAND USE PLANNING TOOLS ADAPTATION OPTIONS Dalhousie University Lead: Dr. Patricia Manuel, MCIP LPP Research Team and Authors: Dr. Patricia Manuel, MCIP LPP, Yvonne Reeves and Kevin Hooper Advisor: Dr. Eric Rapaport, MCIP LPP PART 3 ENGINEERING TOOLS ADAPTATION OPTIONS CBCL Limited Lead: Vincent Leys, P Eng. Research Team and Authors: Vincent Leys, P Eng. and Daniel Bryce (formerly CBCL) Reviewers: Alexander Wilson, P Eng., Archie Thibault, P Eng. and Victoria Fernandez, P Eng., CBCL Limited Editing Team: Dr. Patricia Manuel, MCIP, LPP and Penelope Kuhn, Dalhousie University ADAPTING TO CLIMATE CHANGE IN COASTAL COMMUNITIES OF THE ATLANTIC PROVINCES, CANADA: LAND USE PLANNING AND ENGINEERING AND NATURAL APPROACHES PART 3 ENGINEERING TOOLS ADAPTATION OPTIONS CBCL Limited Lead: Vincent Leys, P Eng.
    [Show full text]
  • Coastal and Ocean Engineering
    May 18, 2020 Coastal and Ocean Engineering John Fenton Institute of Hydraulic Engineering and Water Resources Management Vienna University of Technology, Karlsplatz 13/222, 1040 Vienna, Austria URL: http://johndfenton.com/ URL: mailto:[email protected] Abstract This course introduces maritime engineering, encompassing coastal and ocean engineering. It con- centrates on providing an understanding of the many processes at work when the tides, storms and waves interact with the natural and human environments. The course will be a mixture of descrip- tion and theory – it is hoped that by understanding the theory that the practicewillbemadeallthe easier. There is nothing quite so practical as a good theory. Table of Contents References ....................... 2 1. Introduction ..................... 6 1.1 Physical properties of seawater ............. 6 2. Introduction to Oceanography ............... 7 2.1 Ocean currents .................. 7 2.2 El Niño, La Niña, and the Southern Oscillation ........10 2.3 Indian Ocean Dipole ................12 2.4 Continental shelf flow ................13 3. Tides .......................15 3.1 Introduction ...................15 3.2 Tide generating forces and equilibrium theory ........15 3.3 Dynamic model of tides ...............17 3.4 Harmonic analysis and prediction of tides ..........19 4. Surface gravity waves ..................21 4.1 The equations of fluid mechanics ............21 4.2 Boundary conditions ................28 4.3 The general problem of wave motion ...........29 4.4 Linear wave theory .................30 4.5 Shoaling, refraction and breaking ............44 4.6 Diffraction ...................50 4.7 Nonlinear wave theories ...............51 1 Coastal and Ocean Engineering John Fenton 5. The calculation of forces on ocean structures ...........54 5.1 Structural element much smaller than wavelength – drag and inertia forces .....................54 5.2 Structural element comparable with wavelength – diffraction forces ..56 6.
    [Show full text]
  • Hydraulic Structures General
    Course CIE3330 Hydraulic Structures General November 2009 Faculty of Civil Engineering and Faculty Geosciences Contributions to these lecture notes were made by: dr. ir. S. van Baars ir. K.G. Bezuyen ir. W.Colenbrander ir. H.K.T. Kuijper ir. W.F. Molenaar ir. C. Spaargaren prof. ir. drs. J.K. Vrijling Delft University of Technology Artikelnummer 06917290037 CT3330 Hydraulic Structures 1 (empty page) ©Department of Hydraulic Engineering Faculty of Civil Engineering ii Nov 2009 Delft University of Technology CT3330 Hydraulic Structures 1 TABLE OF CONTENTS PREFACE..................................................................................................................................................... v READER TO THESE LECTURE NOTES .................................................................................................... v THE COURSE HYDRAULIC STRUCTURES 1 – CT3330 ......................................................................... vi 1. Introduction to Hydraulic Structures................................................................................................. 1-1 1.1 Piers ................................................................................................................................................. 1-2 1.2 Artificial islands ................................................................................................................................ 1-5 1.3 Breakwaters ....................................................................................................................................
    [Show full text]
  • Offshore Wind Farms: Their Impacts, and Potential Habitat Gains As Artificial Reefs, in Particular for Fish
    THE UNIVERSITY OF HULL Offshore wind farms: their impacts, and potential habitat gains as artificial reefs, in particular for fish being a dissertation submitted in partial fulfilment of the requirements for the Degree of MSc In Estuarine and Coastal Science and Management By Jennifer Claire Wilson BSc (Hons) Marine and Freshwater Biology, University of Hull September 2007 1 Abstract Due to both increased environmental concern and an increased reliance on energy imports, there has been a significant increase in investment in, and the use of, wind energy, including offshore wind farms, with twenty-nine developments built or proposed developments off the United Kingdom’s coastline alone. Despite the benefits of cleaner energy generation, since the earliest planning stages there have been concerns about the environmental impacts of wind farms, including fears for bird mortalities and noise affecting marine mammals. Many of these impacts have now been shown to have fewer detrimental effects that originally expected, and therefore the aim of this report is to try and determine whether another environmental concern – that of a loss of seabed due to turbine installation – is as significant as originally predicted. Using details of the most commonly used turbine foundation, the monopile, and the methods of scour protection used around their bases – gravel, boulders and synthetic fronds – calculations for net changes in the areas and types of habitat were produced. It was found that gravel and boulder protection provide the maximum increase in habitat surface area (650m2 and 577m2 respectively), and although the use of synthetic fronds results in a loss of surface area of 12.5m2, it would be expected that the ecological usefulness and carrying capacity of the area would increase, therefore it would still be environmentally beneficial.
    [Show full text]
  • Stability Design of Coastal Structures (Seadikes, Revetments, Breakwaters and Groins)
    Note: Stability of coastal structures Date: August 2016 www.leovanrijn-sediment.com STABILITY DESIGN OF COASTAL STRUCTURES (SEADIKES, REVETMENTS, BREAKWATERS AND GROINS) by Leo C. van Rijn, www.leovanrijn-sediment.com, The Netherlands August 2016 1. INTRODUCTION 2. HYDRODYNAMIC BOUNDARY CONDITIONS AND PROCESSES 2.1 Basic boundary conditions 2.2 Wave height parameters 2.2.1 Definitions 2.2.2 Wave models 2.2.3 Design of wave conditions 2.2.4 Example wave computation 2.3 Tides, storm surges and sea level rise 2.3.1 Tides 2.3.2 Storm surges 2.3.3 River floods 2.3.4 Sea level rise 2.4 Wave reflection 2.5 Wave runup 2.5.1 General formulae 2.5.2 Effect of rough slopes 2.5.3 Effect of composite slopes and berms 2.5.4 Effect of oblique wave attack 2.6 Wave overtopping 2.6.1 General formulae 2.6.2 Effect of rough slopes 2.6.3 Effect of composite slopes and berms 2.6.4 Effect of oblique wave attack 2.6.5 Effect of crest width 2.6.6 Example case 2.7 Wave transmission 1 Note: Stability of coastal structures Date: August 2016 www.leovanrijn-sediment.com 3 STABILITY EQUATIONS FOR ROCK AND CONCRETE ARMOUR UNITS 3.1 Introduction 3.2 Critical shear-stress method 3.2.1 Slope effects 3.2.2 Stability equations for stones on mild and steep slopes 3.3 Critical wave height method 3.3.1 Stability equations; definitions 3.3.2 Stability equations for high-crested conventional breakwaters 3.3.3 Stability equations for high-crested berm breakwaters 3.3.4 Stability equations for low-crested, emerged breakwaters and groins 3.3.5 Stability equations for submerged breakwaters
    [Show full text]
  • Guidance for Coastal Protection Works in Pacific Island Countries
    Guidance for coastal protection works in Pacific island countries DESIGN GUIDANCE REPORT This report is published by the Pacific Region Infrastructure Facility (PRIF). PRIF is a multi-development partner coordination, research and technical assistance facility that supports infrastructure development in the Pacific. PRIF member agencies include the Asian Development Bank (ADB), Australian Department of Foreign Affairs and Trade (DFAT), European Investment Bank (EIB), European Union (EU), Japan International Cooperation Agency (JICA), New Zealand Ministry of Foreign Affairs and Trade (NZMFAT), and the World Bank. The views expressed in this report are those of the authors and do not necessarily reflect the views and policies of ADB, its Board of Governors, the governments they represent, or any of the other PRIF member agencies. Furthermore, the above parties neither guarantee the accuracy of the data included in this publication, nor do they accept responsibility for any consequence of their application. The use of information contained in this report is encouraged, with appropriate acknowledgement. The report may only be reproduced with the permission of the PRIF Coordination Office on behalf of its members. Acknowledgements The report, based on a research study published by PRIF in February 2017 – Affordable Coastal Protection in the Pacific islands - was prepared by Dr Tom Shand, Coastal Engineer, Tonkin and Taylor and Matt Blacka, Water Research Laboratory, University of New South Wales, under the guidance of Lorena Estigarribia, Technical Assistance Officer, PRIF Coordination Office, and Oliver Whalley, Transport Analyst, World Bank. The Asian Development Bank provided administrative support. The authors thank the PRIF project team, members of the PRIF committees and working groups, external technical reviewers and editors.
    [Show full text]
  • 2006 Bruce Vandermeer.Pdf
    A COMPARISON OF OVERTOPPING PERFORMANCE OF DIFFERENT RUBBLE MOUND BREAKWATER ARMOUR Tom Bruce1, Jentsje van der Meer2, Leopoldo Franco3 and Jonathan M. Pearson4 This paper describes a major programme of tests to establish better the influence of armour roughness and permeability on overtopping. Specifically, the tests determined the relative difference in overtopping behaviour for various types of armour units. Roughness factors γf for the database and for use in the neural network prediction of overtopping were determined for rock (two layers), cubes (single-layer and two-layers), Tetrapod, Antifer, Haro, Accropode, Core-Loc and Xbloc. INTRODUCTION The overtopping database of the CLASH project (Steendam et al., 2004) contains more than 10000 test results on wave overtopping at coastal structures worldwide and is therefore considerably larger than initially foreseen. The database was used as input for a neural network which resulted in a generic prediction method for overtopping at coastal structures (Pozueta et al., 2004, Van der Meer et al., 2005). Interim analysis of the overtopping database indicated that there were some “white spots” where further model tests would be advantageous. Test programmes to fill these “white spots” were devised. This paper describes a major programme of 2D model tests to better establish the influence of roughness or permeability on overtopping. Specifically, the objective was to determine the relative difference in overtopping behaviour for various types of armour units leading to roughness factors γf for the database and for use in the neural network prediction of overtopping. TECHNICAL BACKGROUND Run-up on sloping structures What is a good definition of relative overtopping? A complete smooth structure could be considered as a structure giving maximum overtopping (no friction, no porosity).
    [Show full text]
  • Set-Up to Design Guidance for the Crablock Armour Unit Comparison of Single Layer Armour Units Investigation
    Set-up to design guidance for the Crablock armour unit Comparison of single layer armour units investigation The Netherlands, 26/09/2014 Dutch Professor: J.W Van der Meer Tutor: Ali Dastgheib Student: Flavia Bonfantini Design guidance for a new single layer armour unit as result of a comparison in previous investigation on Accropode and Xbloc. Contents 1 Introduction .................................................................................................................................. 7 1.1 General .................................................................................................................................. 7 1.2 Objectives .............................................................................................................................. 8 1.3 Approach ............................................................................................................................... 8 2 Existing knowledge .................................................................................................................... 10 2.1 History of types ................................................................................................................... 10 2.2 Single layer units ................................................................................................................. 11 2.3 Xbloc as lead for Crablock .................................................................................................. 13 2.3.1 Introduction of Crablock .............................................................................................
    [Show full text]
  • Simulation and Experimental Studies of a Multi-Tubular Floating Sea Wave Damper
    energies Article Simulation and Experimental Studies of a Multi-Tubular Floating Sea Wave Damper Leszek Chybowski ID , Zenon Grz ˛adzieland Katarzyna Gawdzi ´nska* ID Faculty of Marine Engineering, Maritime University of Szczecin, 70-500 Szczecin, Poland; [email protected] (L.C.); [email protected] (Z.G.) * Correspondence: [email protected]; Tel.: +48-914-809-941 Received: 26 March 2018; Accepted: 11 April 2018; Published: 20 April 2018 Abstract: This article explores the issue of shore protection from sea waves and has presented the main methods used for coastal protection. It discusses the construction and operation of the multi-tubular floating sea wave damper that has been developed at the Maritime University of Szczecin by Professor Bolesław Ku´zniewski.This paper presents the results of the research project aimed at creating and examining a prototype of the device. The research aimed to confirm the two hypotheses: “the largest damping force should occur when the damping units are placed at an optimal distance equal to half the length of the wave to be damped” and “a compensation of the horizontal forces caused by the rippling of water should occur in the damping device”. Simulation studies of the behaviour of the device’s buoyancy elements when floating on waves were performed using the ANSYS AQWAWB and AQWA software. The buoyancy components were modelled as TUBE elements with a diameter of 0.11 m and a length of 1.5 m and as triangular and square surface elements. The results of the experimental research and the computer simulation of the operation of the prototype device have also been presented.
    [Show full text]