Engineering and Design of Military Ports - index
Engineering and Design of Military Ports - ufc_4_159_020001
Unified Facilities Criteria (UFC) - ufc_4_159_020002
Foreword - ufc_4_159_020003
Engineering and Design of Military Ports - ufc_4_159_020006
Figures - ufc_4_159_020008
Tables - ufc_4_159_020009
Chapter 1 Introduction - ufc_4_159_020010
Chapter 2 Port Site Selection
Physical and topographical features
Table 2-1. Diameter of Berth (in Yards) Using Ship's Anchor and Chain
Table 2-2. Diameter of Berth (in Yards) Using Standard Fleet Moorings, Telephone Buoy
Table 2-3. Diameter of Berth (in Yards) Using Standard Fleet Moorings, Riser Chain
Chapter 3 Layout of Harbor Facilities
Breakwaters
Figure 3-1. Use of offset breakwater heads to shelter entrance.
Berthing basins
Chapter 4 Site Investigation
Hydrographic and topographic surveys.
Figure 4-1. Unified soil classification.
Topographic surveys
Chapter 5 Coastal Protection
Waves and wave pressures
Design wave calculation
Figure 5-1. Wave Characteristics.
Figure 5-2. Deepwater wave forecasting curves (for fetches of 1 to 1,000 miles).
Figure 5-3. Deepwater wave forecasting curves (for fetches of 100 to more than 1,000 miles)
Figure 5-4. Forecasting curves for shallow-water waves (constant depth = 5 feet).
Figure 5-5. Forecasting curves for shallow-water waves (constant depth = 10 feet).
Figure 5-6. Forecasting curves for shallow-water waves (constant depth = 15 feet).
Figure 5-7. Forecasting curves for shallow-water waves (constant depth = 20 feet).
Figure 5-8. Forecasting curves for shallow-water waves (constant depth = 25 feet).
Figure 5-9. Forecasting curves for shallow-water waves (constant depth = 30 feet).
Figure 5-10. Forecasting curves for shallow-water waves (constant depth = 35 feet).
Figure 5-11. Forecasting curves for shallow-water waves (constant depth = 40 feet).
Figure 5-12. Forecasting curves for shallow-water waves (constant depth = 45 feet).
Figure 5-13. Forecasting curves for shallow-water waves (constant depth = 50 feet).
Chapter 6 Pier and Wharf Layout
Transit shed.
Roll-on/roll-off ramps.
Highway facilities. The port should have access
Figure 6-1. Types of pier and wharf layouts.
Figure 6-2. Various widths of apron for different operating conditions.
Chapter 7 Live-Load Requirements
Longitudinal loads.
Chapter 8 Structural Design
Substructure design
Future expansion - ufc_4_159_020050
Figure 8-1. Open Type Wharf Construction with Concrete Relieving Platform on Timber Piles.
Figure 8-2. Open-Type Wharf Construction with Concrete Relieving Platform on Steel Pipe Piles.
Figure 8-3. Open-Type Wharf Construction with Concrete Relieving Platform on Concrete Pile.
Figure 8-4. Open-Type Wharf Construction with Concrete Relieving Platform on Caisson Piles.
Figure 8-5. High Level Open-Type Wharf Construction with Concrete Deck on Timber Piles.
Figure 8-6. High-Level Open-Type Wharf Construction with Concrete Flat Slab Deck on Steel Pipe Piles.
Figure 8-7. High-Level Open-Type Wharf Construction with Concrete Deck on Steel Pipe Piles.
Figure 8-8. High-Level Open-Type Wharf Construction with Concrete Deck on Precast Prestressed Concrete Caissons.
Figure 8-9. High-Level Open-Type Wharf Construction with Precast Concrete Deck on Concrete Piles.
Figure 8-10. High-Level Open-Type Wharf Construction with Concrete Deck on Prestressed Concrete Beams-Steel Pipe Piles.
Figure 8-11. Solid fill-type wharf construction with steel sheet pile bulkhead.
Figure 8-12. Solid fill type wharf construction with steel sheet pile bulkhead and relieving platform anchor.
Figure 8-13. Solid fill-type wharf construction with circular steel sheet pile cells.
Figure 8-14. Solid fill-type wharf construction with cellular steel bulkhead
Figure 8-15. Solid fill-type wharf construction with reinforced concrete crib wharf.
Figure 8-16. Timber deck structure.
Figure 8-17. Typical expansion joint detail.
Chapter 9 Fender Systems
Rubber-in-compression
Table 9-1. Pneumatic Fenders for Military Uses
Selection of fender system type.
Design procedure. - ufc_4_159_020072
Design procedure. - ufc_4_159_020073
Table 9-3. Energy to be Absorbed by Fenders
Pile fenders
Table 9-4. Comparative Merits of Different Construction Materials in Energy-Absorption Capacity
Figure 9-1. Timber pile-fender systems.
Figure 9-2. Energy-absorption characteristics of conventional timber pile fenders.
Figure 9-3. Hung timber fender system.
Figure 9-4. Typical retractable fender systems.
Figure 9-5. Resilient Fender System (spring rubber bumper).
Figure 9-6. Resilient Fender System (rubber-in-compression).
Figure 9-7. Load-Deflection and Energy-Absorption Characteristics
Figure 9-8. Load-Deflection and Energy-Absorption Characteristics
Figure 9-9. Load-Deflection and Energy-Absorption Characteristics
Figure 9-10. Resilient fender system (rubber in shear) by Raykin
Figure 9-11. Load-deflection and energy-absorption characteristics - ufc_4_159_020087
Figure 9-11. Load-deflection and energy-absorption characteristics - ufc_4_159_020088
Figure 9-12. Typical Lord flexible fender systems.
Figure 9-13. Load-deflection and energy-absorption characteristics of Lord flexible fender.
Figure 9-14. Rubber-in-torsion fender.
Figure 9-15. Yokohama Pneumatic Rubber Fenders (jetty and quay use).
Figure 9-16. Yokohama Pneumatic Rubber Fenders
Figure 9-17. Yokohama Pneumatic Rubber Fender
Figure 9-18. Yokohama Pneumatic Rubber Fenders
Figure 9-19. Suspended fender.
Figure 9-20. Resilient fender system (dashpot).
Figure 9-21. Floating camel fenders.
Chapter 10 Mooring Devices
Figure 10-2. Plan and elevation views of a corner mooring past.
Figure 10-4. Typical chocks.
Figure 10-6. Typical power capstan.
Figure 10-8. Typical layout of mooring devices.
Chapter 11 Dockside Utilities for Ship Service
Figure 11-1. Typical water-supply connection in deck of pier
Chapter 12 Cargo Handling Facilities
Using floating equipment
Table 12-1. Characteristics of Various Commercially Available Cranes.
Figure 12-1. Burton system.
Figure 12-2. Typical heavy duty, rubber-tired gantry crane.
Figure 12-3. Typical rail-mounted gantry crane.
Figure 12-4. Fixed derrick.
Figure 12-5. Container off-loading through the use of crawler-mounted craw
Figure 12-6. Crane capacity.
Chapter 13 Container Ports
Types of container operations.
Figure 13-1. Recommended container storage and marshaling area
Appendix A References - ufc_4_159_020118
Appendix B Surfacing Requirements for Container Storage and Marshaling Areas
Container handling vehicles.
Thickness requirements for flexible pavements.
Table B-1. Design Criteria Restrictions (200-10,000 Passes)
Table B-2. CBR and Thickness Requirements for 200 and 10,000 Passes
Table B-3. Design Criteria Restrictions (200-50,000 Passes)
Table B-4. CBR and Thickness Requirements for 200, 10,000, and 50,000 Passes
Figure B-1. LARC LX.
Figure B-3. Clark 512.
Figure B-5. Hyster H620B
Figure B-6. LeTro-Porter 2582.
Figure B-8. Travelift CH 1150.
Figure B-9. P&H 6250-TC.
Figure B-10. LeTro Crane GC-500.
Figure B-11. M52 Tractor-trailer.
Figure B-12. CBR required for operation of aircraft on unsurfaced soil.
Figure B-13. Flexible Pavement Design Curves for LARCLX (amphibian).
Figure B-14. Flexible Pavement Design Curves for Shoremaster (straddle carrier).
Figure B-15. Flexible Pavement design Curves for Clark 512 (straddle carrier).
Figure B-16. Flexible Pavement Design Curves for Belotti B67b (straddle carrier).
Figure B-17. Flexible Pavement Design Curves for Hyster H620B (front-loading forklift)
Figure B-18. Flexible Pavement design Curves for LeTro-Porter 2582 (front-loading forklift).
Figure B-19. Flexible Pavement Design Curves for Lancer 3500 (side-loading forklift).
Figure B-20. Flexible Pavement Design Curves for Travelift CH 1150 (yard gantry).
Figure B-21. Flexible Pavement Design Cure for P&H 6250- TC(mobile crane).
Figure B-22. Flexible Pavement Curves for LeTro Crane GC-500 (mobile gantry crane).
Figure B-23. Flexible Pavement Design Curves for M52 Tractor and Trailer (truck-trader combination)
Bibliography - ufc_4_159_020146
Engineering and Design of Military Ports - ufc_4_159_020001
Unified Facilities Criteria (UFC) - ufc_4_159_020002
Foreword - ufc_4_159_020003
Engineering and Design of Military Ports - ufc_4_159_020006
Figures - ufc_4_159_020008
Tables - ufc_4_159_020009
Chapter 1 Introduction - ufc_4_159_020010
Chapter 2 Port Site Selection
Physical and topographical features
Table 2-1. Diameter of Berth (in Yards) Using Ship's Anchor and Chain
Table 2-2. Diameter of Berth (in Yards) Using Standard Fleet Moorings, Telephone Buoy
Table 2-3. Diameter of Berth (in Yards) Using Standard Fleet Moorings, Riser Chain
Chapter 3 Layout of Harbor Facilities
Breakwaters
Figure 3-1. Use of offset breakwater heads to shelter entrance.
Berthing basins
Chapter 4 Site Investigation
Hydrographic and topographic surveys.
Figure 4-1. Unified soil classification.
Topographic surveys
Chapter 5 Coastal Protection
Waves and wave pressures
Design wave calculation
Figure 5-1. Wave Characteristics.
Figure 5-2. Deepwater wave forecasting curves (for fetches of 1 to 1,000 miles).
Figure 5-3. Deepwater wave forecasting curves (for fetches of 100 to more than 1,000 miles)
Figure 5-4. Forecasting curves for shallow-water waves (constant depth = 5 feet).
Figure 5-5. Forecasting curves for shallow-water waves (constant depth = 10 feet).
Figure 5-6. Forecasting curves for shallow-water waves (constant depth = 15 feet).
Figure 5-7. Forecasting curves for shallow-water waves (constant depth = 20 feet).
Figure 5-8. Forecasting curves for shallow-water waves (constant depth = 25 feet).
Figure 5-9. Forecasting curves for shallow-water waves (constant depth = 30 feet).
Figure 5-10. Forecasting curves for shallow-water waves (constant depth = 35 feet).
Figure 5-11. Forecasting curves for shallow-water waves (constant depth = 40 feet).
Figure 5-12. Forecasting curves for shallow-water waves (constant depth = 45 feet).
Figure 5-13. Forecasting curves for shallow-water waves (constant depth = 50 feet).
Chapter 6 Pier and Wharf Layout
Transit shed.
Roll-on/roll-off ramps.
Highway facilities. The port should have access
Figure 6-1. Types of pier and wharf layouts.
Figure 6-2. Various widths of apron for different operating conditions.
Chapter 7 Live-Load Requirements
Longitudinal loads.
Chapter 8 Structural Design
Substructure design
Future expansion - ufc_4_159_020050
Figure 8-1. Open Type Wharf Construction with Concrete Relieving Platform on Timber Piles.
Figure 8-2. Open-Type Wharf Construction with Concrete Relieving Platform on Steel Pipe Piles.
Figure 8-3. Open-Type Wharf Construction with Concrete Relieving Platform on Concrete Pile.
Figure 8-4. Open-Type Wharf Construction with Concrete Relieving Platform on Caisson Piles.
Figure 8-5. High Level Open-Type Wharf Construction with Concrete Deck on Timber Piles.
Figure 8-6. High-Level Open-Type Wharf Construction with Concrete Flat Slab Deck on Steel Pipe Piles.
Figure 8-7. High-Level Open-Type Wharf Construction with Concrete Deck on Steel Pipe Piles.
Figure 8-8. High-Level Open-Type Wharf Construction with Concrete Deck on Precast Prestressed Concrete Caissons.
Figure 8-9. High-Level Open-Type Wharf Construction with Precast Concrete Deck on Concrete Piles.
Figure 8-10. High-Level Open-Type Wharf Construction with Concrete Deck on Prestressed Concrete Beams-Steel Pipe Piles.
Figure 8-11. Solid fill-type wharf construction with steel sheet pile bulkhead.
Figure 8-12. Solid fill type wharf construction with steel sheet pile bulkhead and relieving platform anchor.
Figure 8-13. Solid fill-type wharf construction with circular steel sheet pile cells.
Figure 8-14. Solid fill-type wharf construction with cellular steel bulkhead
Figure 8-15. Solid fill-type wharf construction with reinforced concrete crib wharf.
Figure 8-16. Timber deck structure.
Figure 8-17. Typical expansion joint detail.
Chapter 9 Fender Systems
Rubber-in-compression
Table 9-1. Pneumatic Fenders for Military Uses
Selection of fender system type.
Design procedure. - ufc_4_159_020072
Design procedure. - ufc_4_159_020073
Table 9-3. Energy to be Absorbed by Fenders
Pile fenders
Table 9-4. Comparative Merits of Different Construction Materials in Energy-Absorption Capacity
Figure 9-1. Timber pile-fender systems.
Figure 9-2. Energy-absorption characteristics of conventional timber pile fenders.
Figure 9-3. Hung timber fender system.
Figure 9-4. Typical retractable fender systems.
Figure 9-5. Resilient Fender System (spring rubber bumper).
Figure 9-6. Resilient Fender System (rubber-in-compression).
Figure 9-7. Load-Deflection and Energy-Absorption Characteristics
Figure 9-8. Load-Deflection and Energy-Absorption Characteristics
Figure 9-9. Load-Deflection and Energy-Absorption Characteristics
Figure 9-10. Resilient fender system (rubber in shear) by Raykin
Figure 9-11. Load-deflection and energy-absorption characteristics - ufc_4_159_020087
Figure 9-11. Load-deflection and energy-absorption characteristics - ufc_4_159_020088
Figure 9-12. Typical Lord flexible fender systems.
Figure 9-13. Load-deflection and energy-absorption characteristics of Lord flexible fender.
Figure 9-14. Rubber-in-torsion fender.
Figure 9-15. Yokohama Pneumatic Rubber Fenders (jetty and quay use).
Figure 9-16. Yokohama Pneumatic Rubber Fenders
Figure 9-17. Yokohama Pneumatic Rubber Fender
Figure 9-18. Yokohama Pneumatic Rubber Fenders
Figure 9-19. Suspended fender.
Figure 9-20. Resilient fender system (dashpot).
Figure 9-21. Floating camel fenders.
Chapter 10 Mooring Devices
Figure 10-2. Plan and elevation views of a corner mooring past.
Figure 10-4. Typical chocks.
Figure 10-6. Typical power capstan.
Figure 10-8. Typical layout of mooring devices.
Chapter 11 Dockside Utilities for Ship Service
Figure 11-1. Typical water-supply connection in deck of pier
Chapter 12 Cargo Handling Facilities
Using floating equipment
Table 12-1. Characteristics of Various Commercially Available Cranes.
Figure 12-1. Burton system.
Figure 12-2. Typical heavy duty, rubber-tired gantry crane.
Figure 12-3. Typical rail-mounted gantry crane.
Figure 12-4. Fixed derrick.
Figure 12-5. Container off-loading through the use of crawler-mounted craw
Figure 12-6. Crane capacity.
Chapter 13 Container Ports
Types of container operations.
Figure 13-1. Recommended container storage and marshaling area
Appendix A References - ufc_4_159_020118
Appendix B Surfacing Requirements for Container Storage and Marshaling Areas
Container handling vehicles.
Thickness requirements for flexible pavements.
Table B-1. Design Criteria Restrictions (200-10,000 Passes)
Table B-2. CBR and Thickness Requirements for 200 and 10,000 Passes
Table B-3. Design Criteria Restrictions (200-50,000 Passes)
Table B-4. CBR and Thickness Requirements for 200, 10,000, and 50,000 Passes
Figure B-1. LARC LX.
Figure B-3. Clark 512.
Figure B-5. Hyster H620B
Figure B-6. LeTro-Porter 2582.
Figure B-8. Travelift CH 1150.
Figure B-9. P&H 6250-TC.
Figure B-10. LeTro Crane GC-500.
Figure B-11. M52 Tractor-trailer.
Figure B-12. CBR required for operation of aircraft on unsurfaced soil.
Figure B-13. Flexible Pavement Design Curves for LARCLX (amphibian).
Figure B-14. Flexible Pavement Design Curves for Shoremaster (straddle carrier).
Figure B-15. Flexible Pavement design Curves for Clark 512 (straddle carrier).
Figure B-16. Flexible Pavement Design Curves for Belotti B67b (straddle carrier).
Figure B-17. Flexible Pavement Design Curves for Hyster H620B (front-loading forklift)
Figure B-18. Flexible Pavement design Curves for LeTro-Porter 2582 (front-loading forklift).
Figure B-19. Flexible Pavement Design Curves for Lancer 3500 (side-loading forklift).
Figure B-20. Flexible Pavement Design Curves for Travelift CH 1150 (yard gantry).
Figure B-21. Flexible Pavement Design Cure for P&H 6250- TC(mobile crane).
Figure B-22. Flexible Pavement Curves for LeTro Crane GC-500 (mobile gantry crane).
Figure B-23. Flexible Pavement Design Curves for M52 Tractor and Trailer (truck-trader combination)
Bibliography - ufc_4_159_020146
