DOCSLIB.ORG

Hydraulic Structures General

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read 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 ..................................................................................................................................... 1-6 1.4 Soil retaining structures.................................................................................................................... 1-7 1.4.1 Gravity structures ...................................................................................................................... 1-7 1.4.2 Wall structures ........................................................................................................................ 1-10 1.4.3 Composite structures .............................................................................................................. 1-11 1.5 Quays............................................................................................................................................. 1-13 1.6 Jetties............................................................................................................................................. 1-14 1.7 Breasting & mooring dolphins, Approach walls.............................................................................. 1-16 1.7.1 Breasting and Mooring dolphins.............................................................................................. 1-16 1.7.2 Approach walls ........................................................................................................................ 1-19 1.7.3 Fender ..................................................................................................................................... 1-20 1.8 Building pit, cofferdam and construction dock ...............................................................................1-21 1.8.1 Building pit ............................................................................................................................... 1-21 1.8.2 Cofferdam................................................................................................................................ 1-21 1.8.3 Construction dock.................................................................................................................... 1-22 1.9 Dry dock, floating dock................................................................................................................... 1-23 1.10 Road in continuous cut, approach road ....................................................................................... 1-23 1.11 Tunnel, aqueduct and culvert....................................................................................................... 1-25 1.11.1 In situ tunnel .......................................................................................................................... 1-26 1.11.2 Cut and cover tunnel ............................................................................................................. 1-26 1.11.3 Immersed tunnel.................................................................................................................... 1-27 1.11.4 Bored tunnel .......................................................................................................................... 1-29 1.11.5 Aqueduct ............................................................................................................................... 1-29 1.11.6 Culvert ................................................................................................................................... 1-31 1.12 Dewatering gate, stop lock, siphons and pumping-stations......................................................... 1-31 1.12.1 Dewatering gate .................................................................................................................... 1-31 1.12.2 Stop lock................................................................................................................................ 1-32 1.12.3 Siphon ................................................................................................................................... 1-33 1.12.4 Pumping stations................................................................................................................... 1-33 1.13 Navigation lock, inclined plane and ship-lift ................................................................................. 1-34 1.13.1 Navigation lock ...................................................................................................................... 1-34 1.13.2 Inclined plane ........................................................................................................................ 1-35 1.13.3 Ship-lift................................................................................................................................... 1-36 1.14 Storm-surge barriers .................................................................................................................... 1-37 1.15 Water retaining structures: dams and weirs ................................................................................ 1-39 ©Department of Hydraulic Engineering Faculty of Civil Engineering iii Nov 2009 Delft University of Technology CT3330 Hydraulic Structures 1 2. Design of hydraulic structures in general......................................................................................... 2-1 2.1 Position of design in the whole life cycle.......................................................................................... 2-1 2.2 The importance of a structured design approach ............................................................................ 2-1 2.3 Design as an iterative process......................................................................................................... 2-3 2.4 Subdividing the design stage ........................................................................................................... 2-4 2.5 Design issues or aspects ................................................................................................................. 2-4 2.5.1 Problem analysis - present and future problems:...................................................................... 2-5 2.5.2 System, sub-system, element: .................................................................................................. 2-6 2.5.3 Systems engineering and concurrent engineering: ................................................................... 2-6 2.5.4 Stakeholders: ............................................................................................................................ 2-7 2.5.5 First plans / sketch design / preliminary design:........................................................................ 2-8 2.5.6 Selection of a location: .............................................................................................................. 2-8 2.5.7 Generalities on requirements and starting-points:..................................................................... 2-9 2.5.8 Requirements & Boundary conditions: .................................................................................... 2-10 2.5.9 Starting-points / Assumptions:................................................................................................. 2-11 2.5.10 Basis of Design, Design Criteria:........................................................................................... 2-12 2.5.11 Development of alternatives:................................................................................................. 2-12 2.5.12 Technical analyses:............................................................................................................... 2-14 2.5.13 Structural design:................................................................................................................... 2-16 2.5.14 Multi Criteria Analysis or Evaluation, MCA or MCE:.............................................................. 2-20 2.5.15 Cost-Benefit Analysis, CBA: .................................................................................................. 2-21 2.5.16 Risk analysis:........................................................................................................................
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]
  • 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]
  • 67Th International Sachsensymposion
    67th International Sachsensymposion Arbeitsgemeinschaft zur Archäologie der Sachsen und ihrer Nachbarvölker in Nordwesteuropa – IvoE Antwerp, 17th-21st of September 2016 Early medieval waterscapes. Risks and opportunities for (im)material cultural exchange 1 67th International Sachsensymposion Antwerp 2 67th International Sachsensymposion Antwerp IMPRESSUM - IMPRESSUM EDITOR/HERAUSGEBER Rica Annaert (Flemish Heritage Agency/ Agentur für das Kulturerbe Flanderns) CONFERENCE BINDER/TAGUNGSMAPPE Texts Field Trip/ Texte Exkursion : Robert van Dierendonck (Zeeland Foundation for Cultural Heritage), Pieterjan Deckers & Dries Tys (Free University Brussels - VUB). Design and realization/Layout und Umsetzung: Rica Annaert CONFERENCE OFFICE/TAGUNGSBÜRO Gerda Vercammen (City of Antwerp/Stadt Antwerpen) Rone Fillet (Free University Brussels – VUB) SCIENTIFIC COMMITTEE/WISSENSCHAFTLICHES KOMITEE Rica Annaert Dries Tys Johan Veeckman Tim Bellens Pieterjan Deckers Robert van Dierendonck Luc Van Impe Laurent Verslype Wim De Clercq Frans Theuws THANKS FOR THE SUPPORT TO/DANK FÜR UNTERSTÜTZUNG AN Flemish Heritage Agency/ Agentur für das Kulturerbe Flanderns City of Antwerp/Stadt Antwerpen Free University Brussels/Freie Universität Brüssel (VUB) Zeeland Foundation for Cultural Heritage/Zeeland Stiftung für das Kulturerbe CONFERENCE LOGO Figurehead of an early medieval ship (late 4th-5th century AD) found in the Scheldt near Appels (prov. of East-Flanders) – ©OE – drawing M. Van Meenen. 3 67th International Sachsensymposion Antwerp A. Felix pakhuis, Oude Leeuwenrui 29: congress venue & conference bureau/ Vortragssaal &Tagungsbüro B. Antwerp City Hall/Rathaus Antwerpen C. Royal Palace on the Meir/Königspalastes auf der Meir. D. Central Railway Station/Hauptbahnhof (Antwerpen Centraal) 4 67th International Sachsensymposion Antwerp PROGRAMME - PROGRAMM All lectures will take place in the auditorium of the Felix Pakhuis, Oudeleeuwenrui 29 (main entrance), 2000 Antwerp.
    [Show full text]
  • Case Study of Flood Control in the Netherlands Natural Disasters Have
    Case Study of Flood Control in the Netherlands Natural disasters have become much more violent, causing excessive damage to humankind. Among the most common and frequent natural disasters are inundations or floods. Many countries lack the capacity to deal with the destructive power of overflowing water, but the Netherlands has managed to exert control over its flooding situations. In fact, this small country is known for having the world’s best flood control system, in which advanced technologies and innovations have been integrated into the fight against inundations. The name Netherlands—meaning low countries—is befitting, since most of its landmass is below sea level. More than 60% of the country’s surface area are at risk of being inundated, including its international airport, which is 5 meters below mean sea level. The region that is now the Netherlands has dealt with floods for more than 2,000 years, but the Dutch have never given up. Their saying “God created the world but the Dutch created the Netherlands” is exemplary of their ability to cope with natural disasters. Flooded Area in the Absence of All Water Defences Safety Standard per Dike-Ring Area Water Defenses Images depicting the Netherland’s flood-risk area and flood control solutions During the historic North Sea Flood of 1953, the storm and sea waves of 16 feet obliterated the shorelines of Scotland, Belgium, England, and the Netherlands. Among over 2,000 casualties were 1,835 Dutch citizens, and more than 70,000 people were displaced. About 150,000 hectares of the surface area or 9% of the entire country was under water.
    [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]