Chapter II-7. Harbor Hydrodynamics
Figure II-7-1. Harbor siting classifications
Wave Diffraction
Figure II-7-2. Wave diffraction, definition of terms
Figure II-7-3. Wave diffraction diagram - 600 wave angle
Waves passing through a structure gap
Figure II-7-5. Contours of equal diffraction coefficient gap width = 0.5 wavelength (B/L = 0.5)
Figure II-7-7. Diffraction for a breakwater gap of one wavelength width where φ = 0 deg
Irregular wave diffraction.
Figure II-7-9. Diffraction for a breakwater gap of one wavelength width where φ = 30 deg
Figure II-7-10. Diffraction for a breakwater gap of one wavelength width where φ = 45 deg
Combined refraction-diffraction in harbors.
Combined diffraction - reflection in harbors.
Figure II-7-13. Diffraction diagram of a semi-infinite breakwater for directional random waves of normal incidence (Goda 2000)
Figure II-7-14. Diffraction diagrams of a breakwater gap with B/L = 1.0 for directional random waves of normal incidence (Goda 2000)
Figure II-7-15. Diffraction diagrams of a breakwater gap with B/L = 2.0 for directional random waves of normal incidence (Goda 2000)
Figure II-7-16. Diffraction diagrams of a breakwater gap with B/L = 4.0 for directional random waves of normal incidence (Goda 2000)
Figure II-7-17. Diffraction diagrams of a breakwater gap with B/L = 8.0 for directional random waves of normal incidence (Goda 2000)
Wave Transmission
Figure II-7-18. Schematic breakwater profile and definition of terms
Permeable rubble-mound structures.
Figure II-7-19. Wave transmission for a low-crested breakwater (modified from Van der Meer and Angremond (1992))
Floating breakwaters.
Figure II-7-20. Common types of floating breakwaters
Figure II-7-21. Wave transmission coefficient for selected floating breakwaters (Giles and Sorensen 1979; Hales 1981)
Wave Reflection
Figure II-7-23. Complete and partial reflection
Table II-7-1. Wave Reflection Equation Coefficient Values Structure
Reflection from beaches
Figure II-7-24. Reflected wave crest pattern
Harbor Oscillations
Table II-7-2. Harbor Oscillation Characteristics
Mechanical analogy.
Figure II-7-27. Behavior of an oscillating system with one degree of freedom
Basins are generally shallow relative to their length
Figure II-7-28. Behavior of an oscillating system with one degree of freedom
Figure II-7-29. Motions in a standing wave
Figure II-7-30. Theoretical response curves of symmetrical, narrow, rectangular harbor (Raichlen (1968); after Ippen and Goda (1963))
Figure II-7-31. Resonant length and amplification factor of symmetrical rectangular harbor
Open basins - complex shapes.
Figure II-7-32. Node locations for a dominant mode of oscillation in a square harbor
Figure II-7-33. Response curves for rectangular harbor with flat and sloping bottom (Zelt 1986)
Figure II-7-34. Resonant response of idealized harbors with different geometry (Zelt 1986)
Figure II-7-35. Photograph of physical model, Barbers Point Harbor, HI (Briggs et al. 1994)
Figure II-7-36. Numerical model grid for Barbers Point Harbor, HI (Briggs et al. 1994)
Figure II-7-37. Amplification factors for five resonant periods, Barbers Point Harbor, HI (Briggs et al. 1994)
Figure II-7-38. Phases for five resonant periods, Barbers Point Harbor, HI (Briggs et al. 1994)
Flushing/Circulation
Wind effects.
Figure II-7-39. Exchange coefficients - rectangular harbor, TRP = 0.4 (modified from Falconer (1980))
River discharge.
Physical model studies.
Table II-7-4. Advantages of Physical and Numerical Models
Vessel Interactions
Vessel-generated waves.
Figure II-7-41. Typical vessel-generated wave record
Vessel motions.
Response to currents
Vessel sinkage and trim
Figure II-7-42. Definition of terms, vessel drawdown
Figure II-7-43. Vessel sinkage prediction
Ship maneuverability in restricted waterways.
Figure II-7-44. Pressure fields for moving vessels (vessels moving left to right)
Mooring.
Mooring lines.
Surge natural period.
Figure II-7-45. Mooring fiber rope elongation curves
EXAMPLE PROBLEM II-7-7
EXAMPLE PROBLEM II-7-7 (cont)
Table II-7-6. Drag Coefficients for Wind Force
EXAMPLE PROBLEM II-7-8
Mooring forces.
References - Part-II-Chap70079
References (cont) - Part-II-Chap70080
References (cont) - Part-II-Chap70081
References (cont) - Part-II-Chap70082
References (cont) - Part-II-Chap70083
References (cont) - Part-II-Chap70084
References (cont) - Part-II-Chap70085
References (cont) - Part-II-Chap70086
References (cont) - Part-II-Chap70087
References (cont) - Part-II-Chap70088
References (cont) - Part-II-Chap70089
References (cont) - Part-II-Chap70090
References (cont) - Part-II-Chap70091
References (cont) - Part-II-Chap70092
Definitions of Symbols - Part-II-Chap70093
Definitions of Symbols (cont) - Part-II-Chap70094
Definitions of Symbols (cont) - Part-II-Chap70095
Definitions of Symbols (cont) - Part-II-Chap70096
Acknowledgments - Part-II-Chap70097
Part-II-Chap7
Figure II-7-1. Harbor siting classifications
Wave Diffraction
Figure II-7-2. Wave diffraction, definition of terms
Figure II-7-3. Wave diffraction diagram - 600 wave angle
Waves passing through a structure gap
Figure II-7-5. Contours of equal diffraction coefficient gap width = 0.5 wavelength (B/L = 0.5)
Figure II-7-7. Diffraction for a breakwater gap of one wavelength width where φ = 0 deg
Irregular wave diffraction.
Figure II-7-9. Diffraction for a breakwater gap of one wavelength width where φ = 30 deg
Figure II-7-10. Diffraction for a breakwater gap of one wavelength width where φ = 45 deg
Combined refraction-diffraction in harbors.
Combined diffraction - reflection in harbors.
Figure II-7-13. Diffraction diagram of a semi-infinite breakwater for directional random waves of normal incidence (Goda 2000)
Figure II-7-14. Diffraction diagrams of a breakwater gap with B/L = 1.0 for directional random waves of normal incidence (Goda 2000)
Figure II-7-15. Diffraction diagrams of a breakwater gap with B/L = 2.0 for directional random waves of normal incidence (Goda 2000)
Figure II-7-16. Diffraction diagrams of a breakwater gap with B/L = 4.0 for directional random waves of normal incidence (Goda 2000)
Figure II-7-17. Diffraction diagrams of a breakwater gap with B/L = 8.0 for directional random waves of normal incidence (Goda 2000)
Wave Transmission
Figure II-7-18. Schematic breakwater profile and definition of terms
Permeable rubble-mound structures.
Figure II-7-19. Wave transmission for a low-crested breakwater (modified from Van der Meer and Angremond (1992))
Floating breakwaters.
Figure II-7-20. Common types of floating breakwaters
Figure II-7-21. Wave transmission coefficient for selected floating breakwaters (Giles and Sorensen 1979; Hales 1981)
Wave Reflection
Figure II-7-23. Complete and partial reflection
Table II-7-1. Wave Reflection Equation Coefficient Values Structure
Reflection from beaches
Figure II-7-24. Reflected wave crest pattern
Harbor Oscillations
Table II-7-2. Harbor Oscillation Characteristics
Mechanical analogy.
Figure II-7-27. Behavior of an oscillating system with one degree of freedom
Basins are generally shallow relative to their length
Figure II-7-28. Behavior of an oscillating system with one degree of freedom
Figure II-7-29. Motions in a standing wave
Figure II-7-30. Theoretical response curves of symmetrical, narrow, rectangular harbor (Raichlen (1968); after Ippen and Goda (1963))
Figure II-7-31. Resonant length and amplification factor of symmetrical rectangular harbor
Open basins - complex shapes.
Figure II-7-32. Node locations for a dominant mode of oscillation in a square harbor
Figure II-7-33. Response curves for rectangular harbor with flat and sloping bottom (Zelt 1986)
Figure II-7-34. Resonant response of idealized harbors with different geometry (Zelt 1986)
Figure II-7-35. Photograph of physical model, Barbers Point Harbor, HI (Briggs et al. 1994)
Figure II-7-36. Numerical model grid for Barbers Point Harbor, HI (Briggs et al. 1994)
Figure II-7-37. Amplification factors for five resonant periods, Barbers Point Harbor, HI (Briggs et al. 1994)
Figure II-7-38. Phases for five resonant periods, Barbers Point Harbor, HI (Briggs et al. 1994)
Flushing/Circulation
Wind effects.
Figure II-7-39. Exchange coefficients - rectangular harbor, TRP = 0.4 (modified from Falconer (1980))
River discharge.
Physical model studies.
Table II-7-4. Advantages of Physical and Numerical Models
Vessel Interactions
Vessel-generated waves.
Figure II-7-41. Typical vessel-generated wave record
Vessel motions.
Response to currents
Vessel sinkage and trim
Figure II-7-42. Definition of terms, vessel drawdown
Figure II-7-43. Vessel sinkage prediction
Ship maneuverability in restricted waterways.
Figure II-7-44. Pressure fields for moving vessels (vessels moving left to right)
Mooring.
Mooring lines.
Surge natural period.
Figure II-7-45. Mooring fiber rope elongation curves
EXAMPLE PROBLEM II-7-7
EXAMPLE PROBLEM II-7-7 (cont)
Table II-7-6. Drag Coefficients for Wind Force
EXAMPLE PROBLEM II-7-8
Mooring forces.
References - Part-II-Chap70079
References (cont) - Part-II-Chap70080
References (cont) - Part-II-Chap70081
References (cont) - Part-II-Chap70082
References (cont) - Part-II-Chap70083
References (cont) - Part-II-Chap70084
References (cont) - Part-II-Chap70085
References (cont) - Part-II-Chap70086
References (cont) - Part-II-Chap70087
References (cont) - Part-II-Chap70088
References (cont) - Part-II-Chap70089
References (cont) - Part-II-Chap70090
References (cont) - Part-II-Chap70091
References (cont) - Part-II-Chap70092
Definitions of Symbols - Part-II-Chap70093
Definitions of Symbols (cont) - Part-II-Chap70094
Definitions of Symbols (cont) - Part-II-Chap70095
Definitions of Symbols (cont) - Part-II-Chap70096
Acknowledgments - Part-II-Chap70097
Part-II-Chap7
