Contents -- Preface -- The Editor -- Contributors -- 1. Impact of the Delta Works on the Recent Developments in Coastal Engineering Krystian W. Pilarczyk -- 1.1. Introduction -- 1.2. History -- 1.3. Delta Works -- 1.3.1. The Delta Project -- 1.3.2. The Eastern Scheldt (Oosterschelde) -- 1.3.3. The Storm-Surge Barrier -- 1.3.3.1. Eastern scheldt project -- 1.3.3.2. Significance of the delta works -- 1.3.3.3. Maeslant barrier: New storm-surge barrier at Rotterdam -- 1.4. Contribution Delta Works to Developments in Hydraulic and Coastal Engineering -- 1.4.1. Design Methodology and Innovative Execution -- 1.4.2. Closure Techniques: Sand Closures -- 1.4.3. Scour and Bottom Protection -- 1.4.4. Stability of Cover Layers -- 1.4.4.1. Rubble structures and riprap -- 1.4.4.2. Block revetments -- 1.4.5. Filters -- 1.4.6. Navigation Channels and Bank Protection -- 1.4.7. Freshwater-Saltwater Separation Systems -- 1.4.8. Materials and Systems -- 1.4.8.1. Waste and industrial by-products as alternative materials -- 1.4.8.2. Geosynthetics and geosystems -- 1.5. Conclusions -- References -- 2. Coastal Structures in International Perspective Krystian W. Pilarczyk -- 2.1. Introduction -- 2.2. Problem Identification and Design Process -- 2.3. Developments and Future Needs in Polices and Design Philosophies -- 2.3.1. Level of Protection -- 2.3.2. Design Life -- 2.3.3. Failure Modes and Partial Safety Factors -- 2.3.4. Flood Protection and Management: Comparative Study for the North Sea Coast -- 2.4. Manuals and Codes -- 2.4.1. Future Design Requirements (Codes) -- 2.5. Design Techniques -- 2.5.1. Design Methodology -- 2.5.2. Level I Tools (Rules of Thumb) -- 2.5.3. Level III Tools (Models) and Input Parameters -- 2.5.3.1. Models for input parameters -- 2.5.4. Stability of Cover Layers: Some Examples -- 2.5.5. Verification of Design.

2.6. Developments in Materials and Systems: Some Examples -- 2.6.1. Wastes and Industrial by-Products as Alternative Materials -- 2.6.2. Geosynthetics and Durability -- 2.6.3. Geosystems -- 2.7. Technology Transfer, Capacity Building, and International Cooperation -- 2.8. Conclusions and Recommendations -- References -- 3. Coastal Structures: Action from Waves and Ice Alf Tørum -- 3.1. Introduction -- 3.2. Different Types of Breakwaters -- 3.3. Rubble-Mound Breakwater Hydraulics -- 3.3.1. General Discussion on Rubble-Mound Breakwater Stability -- 3.3.2. Conventional Rubble-Mound Breakwaters with Rock Armor -- 3.3.2.1. Derivation of some breakwater stability formulae -- 3.3.2.2. Stability of breakwater armor layers -- 3.3.2.2.1. Hudson Formula -- 3.3.2.2.2. van der Meer Formulae -- 3.3.2.2.3. van Gent et al.'s Formula -- 3.3.3. Oblique Wave Attack -- 3.3.4. Stability of Breakwater Head -- 3.3.5. Stability of the Breakwater Toe -- 3.3.6. Filter Layers -- 3.3.7. Wave Overtopping -- 3.3.8. Wave Forces on Wave Crest Screens -- 3.3.9. Conventional Rubble-Mound Breakwaters with Concrete Armor Units -- 3.3.9.1. Coreloc , one layer -- 3.3.9.2. Cubes and tetrapods in two layers -- 3.3.9.3. Accropodes R , one layer -- 3.3.10. Berm Breakwaters -- 3.3.10.1. Introduction to berm breakwaters -- 3.3.10.2. Stability and reshaping of berm breakwaters -- 3.4. Wave Overtopping -- 3.4.1. Wave Overtopping on Conventional Rubble-Mound Breakwaters -- 3.4.2. Wave Overtopping on Berm Breakwaters -- 3.4.3. Rear Side Stability of Berm Breakwaters -- 3.5. Caisson-Type Breakwaters -- 3.5.1. General on Caisson-Type Breakwaters -- 3.5.2. Extended Goda Formula73 for Wave Actions on Main Body of a Caisson Breakwater with Vertical Walls -- 3.5.3. Wave Forces on Caissons with Inclined Walls and with Circular Cylinders -- 3.5.3.1. Wave forces on caissons with inclined walls.

3.5.3.2. Wave forces on caisson with circular cylinders -- 3.5.4. Formulae for Minimum Mass of Armor Units of Rubble Foundation for a Caisson Breakwater -- 3.6. Floating Breakwaters -- 3.7. Wave Screens -- 3.7.1. Wave Damping E.ects of Wave Screens -- 3.7.2. Wave Forces on Wave Screens -- 3.8. Wave Forces on Circular Cylinders -- 3.8.1. Wave Forces on Slender Circular Cylinders -- 3.8.2. Wave Forces on Large Diameter Cylinders -- 3.8.3. Slamming Wave Forces on Slender Circular Cylinder Structures -- 3.9. Wave-Induced Pore Pressures in the Sea Bed and Geotechnical Stability -- 3.9.1. General on Geotechnical Stability Analysis -- 3.9.2. Wave-Induced Pore Pressures -- 3.9.2.1. De Rouck's109 investigations on wave-induced pore pressures -- 3.9.2.2. Mei and Foda's theory -- 3.9.2.3. Variation of bulk modulus with air/gas content -- 3.9.3. Comparison between Theoretical and Pore Pressure Measurement Results -- 3.9.4. Discussions on Wave-Induced Pore Pressures -- 3.10. Ice Interaction with Breakwaters -- 3.10.1. General on Ice Interaction with Breakwaters -- 3.10.2. Ice Properties in Arctic Areas -- 3.10.3.1. Port at Nome, Alaska -- 3.10.3.2. Breakwaters at North Bay, Lake Nipissing, Ontario, Canada -- 3.10.3.3. Ice action on Riprap: CRREL report 96-12 -- 3.10.3.4. Ice action on revetments/breakwaters -- 3.10.3.5. Comparison between the results of Sodhi et al.,148 Ettema et al.,144 and Daly et al. -- 3.10.4. Interaction between Breakwaters and Drifting Ice Set in Motions by Waves -- 3.10.5. Design of Ice Protection Rock Rubble-Mound Barriers in the Caspian Sea -- 3.10.6. Ice Pile-Up -- 3.10.7. Ice Plucking -- 3.10.8. Ice and Wave Forces on a Specially Designed Caisson -- 3.10.8.1. General -- 3.10.8.2. Design basis -- 3.10.8.3. Ice conditions in the Caspian sea -- 3.10.8.4. Ice force tests -- 3.10.8.5. Ice force test results.

3.10.8.6. Wave force tests on SIB -- 3.11. Feasibility Study for a Breakwater/Arti.cial Island Under Arctic Conditions -- 3.11.1. General -- 3.11.2. Wave and Ice Conditions at the Proposed Island for the Pechora Sea -- 3.11.3. Stability of Armor Layer of the Proposed Arti.cial Island -- 3.11.4. Stability of a Berm Breakwater Concept Alternative -- 3.11.5. Wave and Ice Forces on a Vertical Wall Caisson-Type Breakwater -- 3.12. Rock Properties Requirements for Berm Breakwater Designs -- 3.12.1. General on Rock Properties for Berm Breakwater Construction -- 3.12.2. Requirements of Stone Breaking Strength for Berm Breakwaters -- 3.12.2.1. General -- 3.12.2.2. Drop tests on quarried stones -- 3.12.2.3. Combining results of stone velocity results and drop test results -- 3.12.2.4. Conclusions of the breaking strength evaluation method -- 3.12.3. Abrasion -- 3.13. Construction of Berm Breakwaters -- 3.14. Evaluation of the Probability of Failure of Berm Breakwaters by Monte Carlo Simulations -- 3.14.1. Risk Levels -- Acknowledgments -- References -- 4. Kaumalapa'u Harbor: Design and Construction Challenges of an Exposed Deepwater Breakwater Scott P. Sullivan -- 4.1. Introduction and General Description -- 4.2. Oceanographic Design Parameters -- 4.3. Breakwater Improvement Design -- 4.3.1. Initial Design -- 4.3.2. Detailed Design -- 4.3.2.1. Breakwater stability study -- 4.3.2.2. Core-Loc strength investigation -- 4.3.3. Final Design Elements -- 4.3.3.1. General breakwater configuration -- 4.3.3.2. Toe depth and configuration -- 4.3.3.3. Armor layer -- 4.3.3.4. Concrete crest cap -- 4.3.3.5. Breakwater plan and section -- 4.4. Core-Loc Design Considerations -- 4.4.1. Core-Loc Design Guidelines -- 4.4.2. Core-Loc Shape -- 4.4.3. Packing Density and Placement -- 4.4.4. Construction Specifications -- 4.4.4.1. Formwork for concrete Core-Loc units.

4.4.4.2. Concrete for Core-Loc units -- 4.4.4.3. Placing Core-Loc armor units -- 4.5. Core-Loc Related Construction Highlights -- 4.5.1. Contractor's General Methodology -- 4.5.2. Core-Loc Handling and Placement -- 4.5.3. Concrete Crest Cap Construction -- 4.5.4. Toe Trench Construction -- 4.5.5. Core-Loc Placement Modifications -- 4.6. Lessons Learned -- 4.7. Post-Construction Monitoring -- References -- 5. Waterfront Developments in Harmony with Nature Karsten Mangor, Ida Brøker, Peter Rand, and Dan Hasløv -- 5.1. Introduction -- 5.2. The Characteristics of Natural Landscape Elements -- 5.2.1. Characteristics of Natural Beaches -- 5.2.2. Characteristics of Natural Lagoons -- 5.3. Design Guidelines for Arti.cial Beaches -- 5.3.1. Exposure to Waves -- 5.3.2. Minimum Wave Exposure -- 5.3.3. Exposure in Relation to Tidal Range -- 5.3.4. Beach Plan Form -- 5.3.5. Beach Profile Form -- 5.3.6. Design Level for Coastal Areas -- 5.3.7. Beach Fill Material -- 5.4. Design Guidelines for Arti.cial Lagoons -- 5.5. Landscape Elements of Waterfront Developments -- 5.6. An Example of a Successful Beach Park Development -- 5.7. New Concept for an O.shore Development Scheme -- 5.8. Investigation Methodology -- 5.8.1. General Requirements -- 5.8.2. Hydraulic Studies -- 5.9. Conclusions and Recommendations -- References -- 6. Risk-Based Channel Depth Design Using Cadet Michael J. Briggs, Andrew L. Silver and Paul J. Kopp -- 6.1. Introduction -- 6.2. CADET Theory -- 6.2.1. Background -- 6.2.2. Vertical UKC Calculation -- 6.2.3. Uncertainty and Risk Analysis -- 6.3. CADET Organization -- 6.3.1. Ship Parameters -- 6.3.1.1. Draft and ship speed -- 6.3.1.2. Loading -- 6.3.1.3. Motion risk parameter α -- 6.3.1.4. Sinkage and trim -- 6.3.1.5. Critical point locations -- 6.3.1.6. Wave frequencies -- 6.3.1.7. Ship motion transfer functions -- 6.3.2. Project Parameters.

6.3.2.1. Reaches.