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Manual of Practice No. 94: Inland Navigation, 1998
- TABLE OF CONTENTS
- 1 INTRODUCTION [Go to Page]
- 1.1 Purpose
- 1.2 Historical Development
- 1.3 Background
- 1.4 Scope
- 1.5 Design Philosophy
- 1.6 Safety
- 1.7 Efficiency
- 1.8 Reliability
- 2 PROJECT IDENTIFICATION [Go to Page]
- 2.1 Justification
- 2.2 Preliminary Planning
- 2.3 Evaluation of Existing Streams
- 2.4 Commodities to be Moved
- 2.5 Features Considered
- 2.6 Waterway Types
- 2.7 OpenRiver
- 2.8 Canalized Streams
- 2.9 Canals
- 2.10 Basis of Selection
- 2.11 Cost Estimates
- 2.12 Basic Project Components
- 2.13 Supplemental Project Components
- 2.14 Checklist for Studies Required
- 3 PROJECT PARAMETERS [Go to Page]
- 3.1 Hydrology [Go to Page]
- 3.1.1 General
- 3.1.2 Basin Description
- 3.1.3 Hydrologie Data
- 3.1.4 Hydrologie Data Sources
- 3.1.5 Hydrologie Model
- 3.1.6 Flow Computations
- 3.2 Hydraulics [Go to Page]
- 3.2.1 General
- 3.2.2 Channel Discharge Rating Curves
- 3.2.3 Water-Surface Profiles
- 3.2.4 Specific Profile Uses
- 3.2.5 Navigation Pool Level Stability
- 3.3 Sedimentation [Go to Page]
- 3.3.1 General
- 3.3.2 Problems
- 3.3.3 Sediment Data Needs
- 3.3.4 Sedimentation Study
- 3.3.5 Analysis Tools
- 3.3.6 Sediment Control Measures
- 3.4 Ice Conditions [Go to Page]
- 3.4.1 General
- 3.5 Source
- 4 WATERWAY TRAFFIC [Go to Page]
- 4.1 General
- 4.2 Towboat Controls
- 4.3 Maneuverability of Tows
- 4.4 Visibility
- 4.5 Effects of Currents
- 4.6 Source
- 5 CHANNEL SIZE AND ALIGNMENT [Go to Page]
- 5.1 General [Go to Page]
- 5.1.1 Channel Characteristics
- 5.1.2 Channel Dimensions
- 5.1.3 Channel Requirements
- 5.2 ChannelDesign [Go to Page]
- 5.2.1 Channel Cross-Section
- 5.3 Channel in Straight Reaches [Go to Page]
- 5.3.1 Minimum Width
- 5.3.2 Minimum Crossing Distance
- 5.4 Channel Widths in Bends [Go to Page]
- 5.4.1 Orientation of Tows in Bends
- 5.4.2 Determining Channel Widths Required in Bends
- 5.4.3 Deflection Angles
- 5.4.4 Irregular Bank Line
- 5.4.5 Basis of Design
- 5.5 Bridge Location and Clearances [Go to Page]
- 5.5.1 Location
- 5.5.2 Clearances
- 5.5 Source
- 6 OPEN-RIVER NAVIGATION [Go to Page]
- 6.1 General
- 6.2 Cost
- 6.3 Factors Affecting Navigation
- 6.4 Feasibility Study
- 6.5 Source
- 7 CHARACTERISTICS OF NATURAL STREAMS [Go to Page]
- 7.1 General [Go to Page]
- 7.1.1 Natural Streams
- 7.1.2 Sedimentation Problems
- 7.1.3 Sediment Load
- 7.1.4 Third Dimension
- 7.2 Shoaling Problems [Go to Page]
- 7.2.1 Deposition
- 7.2.2 Stage and Discharge
- 7.2.3 Low-Water Profiles
- 7.2.4 Meandering Channels
- 7.2.5 Scour in Bends
- 7.2.6 Sediment Movement
- 7.2.7 Crossings
- 7.2.8 Straight Channels
- 7.2.9 Divided Channels
- 7.2.10 Tributary Streams
- 7.2.11 Entrances to Canals and Harbors
- 7.3 Source
- 8 RIVER TRAINING WORKS [Go to Page]
- 8.1 General [Go to Page]
- 8.1.1 Requirement
- 8.2 Dredging [Go to Page]
- 8.2.1 Corrective Dredging
- 8.3 Channel Stabilization [Go to Page]
- 8.3.1 BankErosion
- 8.3.2 Types of Protection
- 8.4 Cutoffs [Go to Page]
- 8.4.1 Purpose and Method
- 8.4.2 OldBendways
- 8.5 Training Structures [Go to Page]
- 8.5.1 General
- 8.5.2 Spur Dikes
- 8.5.3 Longitudinal Dikes
- 8.5.4 Vane Dikes
- 8.5.5 L-Head Dikes
- 8.5.6 Closure Dikes
- 8.5.7 Bendway Weirs
- 8.5.8 Examples of River Training Works
- 8.6 Source
- 9 LOCK AND DAM SYSTEMS [Go to Page]
- 9.1 Factors Involved [Go to Page]
- 9.1.1 General
- 9.1.2 Locks in Stream Channels
- 9.1.3 Other Considerations
- 9.2 Channel Alignment [Go to Page]
- 9.2.1 Effects of Channel Alignment
- 9.2.2 Locks on Concave Side of Bend
- 9.2.3 Locks on Convex Side of Bends
- 9.2.4 Bypass Canals
- 9.2.5 Factors tobe Considered
- 9.3 Locks in Canals [Go to Page]
- 9.3.0 Effects on Navigation
- 9.3.2 Upper Canal Entrance
- 9.3.3 Two-Way Traffic
- 9.3.4 Flow Across Adjacent Overbank
- 9.3.5 Lock Filling
- 9.3.6 Reduction of Surges in Canal
- 9.3.7 Upper Lock Approach
- 9.3.8 Lower Lock Approach
- 9.4 Lock Auxiliary Walls [Go to Page]
- 9.4.1 Guide Walls
- 9.4.2 Upper Guide Wall
- 9.4.3 Lower Guide Wall
- 9.4.4 Guard Walls
- 9.4.5 Upper Guard Wall
- 9.4.6 Lower Guard Wall
- 9.5 Arrangement of Locksand Auxiliary Walls [Go to Page]
- 9.5.1 Single Lock
- 9.5.2 Adjacent Locks
- 9.6 New Arrangements of Locks and Auxiliary Walls [Go to Page]
- 9.6.1 General
- 9.6.2 Upper Lock Walls with Adjacent Locks
- 9.6.3 Lower Lock Walls with Adjacent Locks
- 9.6.4 Separation of Locks
- 9.6.5 Upper Approach
- 9.6.6 Lower Approach
- 9.6.7 Locks in Canal
- 9.7 Upper Lock Approach [Go to Page]
- 9.7.1 Navigation Conditions
- 9.7.2 Ports in Guard Wall
- 9.7.3 Effects of Ports on Movement of Ice and Debris
- 9.7.4 Channel Depths
- 9.7.5 OverbankFlow
- 9.8 Lower Lock Approach [Go to Page]
- 9.8.1 Currents Affecting Navigation
- 9.8.2 Guide and Guard Walls
- 9.8.3 Overbank Flow
- 9.9 Shoaling in Lock Approaches [Go to Page]
- 9.9.1 Upper Lock Approach
- 9.9.2 Lower Lock Approach
- 9.9.3 Reducing Shoaling in Lower Approach
- 9.10 Lock-Emptying Outlets [Go to Page]
- 9.10.1 Location of Outlets
- 9.10.2 River Side of Locks
- 9.10.3 Outlets on Land Side and River Side of Lock
- 9.10.4 Surges in Canals
- 9.10.5 Filling from and Emptying into Adjacent River Channel
- 9.11 Hydroplants [Go to Page]
- 9.11.1 Effects of Operation
- 9.11.2 Reduction of Adverse Currents
- 9.12 Source
- 10 LOCK DESIGN [Go to Page]
- 10.1 Project Function [Go to Page]
- 10.1.1 Primary Components
- 10.1.2 SpecialNeeds
- 10.1.3 Classification Systems
- 10.1.4 Chamber Performance
- 10.1.5 Application
- 10.2 Chamber Alternatives [Go to Page]
- 10.2.1 General
- 10.2.2 Number of Parallel Chambers
- 10.2.3 Chamber Dimensions
- 10.2.4 Chamber Types
- 10.3 Foundation and Structure Concerns [Go to Page]
- 10.3.1 Hydraulic Loading
- 10.3.2 Chamber Structure
- 10.3.3 Guide and Guard Walls
- 10.3.4 Other Structures
- 10.4 Filling and Emptying [Go to Page]
- 10.4.1 Project Type
- 10.4.2 Design Type
- 10.4.3 Lateral Culverts
- 10.4.4 Features
- 10.4.5 Recent Designs
- 10.5 Appurtenant Concerns [Go to Page]
- 10.5.1 Navigation Aids
- 10.5.2 Surge Reduction
- 10.5.3 Impact Barriers
- 10.5.4 Water Saving
- 10.5.5 Dewatering
- 10.5.6 Emergency Closure
- 10.5.7 Debris Control
- 10.6 Filling-and-Emptying Feature Design [Go to Page]
- 10.6.1 General
- 10.6.2 Sill Spacing Parameters
- 10.6.3 Sill Spacing
- 10.6.4 Location of Intake Structures
- 10.6.5 LockFilling
- 10.6.6 Chamber Depth
- 10.6.7 Sill Elevation
- 10.6.8 Sill Elevation Guidance
- 10.6.9 Location of Outlet Structures
- 10.6.10 Typical Outlet Locations
- 10.7 Very-Low-Lift Designs [Go to Page]
- 10.7.1 General
- 10.7.2 Sector Gate Design Concept
- 10.7.3 Hydraulic Evaluation
- 10.7.4 Side-Port Flume Designs
- 10.8 Culvert-to-Chamber Systems [Go to Page]
- 10.8.1 General
- 10.8.2 Chamber Port Arrangements
- 10.8.3 Flow Passage Areas
- 10.8.4 Chamber Ports, Baffles, and Manifolds
- 10.9 Outlet Systems [Go to Page]
- 10.9.1 General
- 10.9.2 Design Types
- 10.10 Intakes [Go to Page]
- 10.10.1 General
- 10.10.2 Design Types
- 10.11 Filling-and-Emptying Valve Systems [Go to Page]
- 10.11.1 General
- 10.11.2 Valve Sizing
- 10.11.3 Valve Siting
- 10.12 Culvert Layouts [Go to Page]
- 10.12.1 General
- 10.12.2 Contracting and Expanding Systems
- 10.13 Other Hydraulic Design Features [Go to Page]
- 10.13.1 Surge Reduction
- 10.13.2 Computational Aids
- 10.13.3 Impact Barrier
- 10.13.4 Water Saving
- 10.13.5 Dewatering
- 10.13.6 Emergency Closure (General Emergency Situations)
- 10.13.7 Consequences of Pool Loss
- 10.13.8 Types of Emergency Closure Systems
- 10.13.9 Design Loadings
- 10.14 Example Design of Side-Port Systems [Go to Page]
- 10.14.1 Description
- 10.14.2 Port Size
- 10.14.3 Port Spacing
- 10.14.4 Number of Ports
- 10.14.5 Culvert Size
- 10.14.6 Culvert Shape
- 10.14.7 Port Shape
- 10.14.8 Port Deflectors
- 10.14.9 Angled Ports
- 10.14.10 Required Submergence
- 10.14.11 Ports Above Chamber Floor
- 10.14.12 Valve Position
- 10.14.13 Culvert Transitions
- 10.14.14 Suggested Designs
- 10.14.15 Valve Times, Filling
- 10.14.16 Valve Times, Emptying
- 10.14.17 Filling and Emptying Computations
- 10.14.18 Discussion
- 10.15 Example Design of High-Lift Locks [Go to Page]
- 10.15.1 Objectives
- 10.15.2 Turbulence
- 10.15.3 Flow
- 10.15.4 Crossover Culverts
- 10.15.5 Divider Piers
- 10.15.6 Combining Culverts
- 10.15.7 Distribution Culverts
- 10.15.8 Cross-Sectional Area
- 10.15.9 Port Manifolds
- 10.15.10 Baffles
- 10.15.11 Bottom Filling and Emptying
- 10.15.12 Reverse Tainter Gates Valves
- 10.15.13 Tainter Valves
- 10.15.14 Cavitation
- 10.15.15 Pressures
- 10.15.16 Culvert Expansions
- 10.16 Mechanical Lifts [Go to Page]
- 10.16.1 General
- 10.16.2 Types
- 10.16.3 Capacity
- 10.16.4 Water Slopes
- 10.16.5 Separate Facilities for Recreational Craft
- 10.17 Source
- 11 DAMDESIGN [Go to Page]
- 11.1 General
- 11.2 Crest Design [Go to Page]
- 11.2.1 General
- 11.2.2 Upstream Face
- 11.2.3 Downstream Face for Nonsubmersible Gate Spillway
- 11.2.4 Downstream Face, Submersible
- 11.2.5 Intersection of Downstream Spillway Face and Stilling Basin Floor
- 11.2.6 Crest Pressures, Velocities, and Water Surface Profiles
- 11.3 Spillway Capacity for High-Head Dams
- 11.4 Spillway Capacity for Low-Head Dams [Go to Page]
- 11.4.1 Spillway Crest Elevation
- 11.4.2 Over-bank Crest Elevation
- 11.5 Pool-Tailwater Relationships [Go to Page]
- 11.5.1 Case 1
- 11.5.2 Case 2
- 11.5.3 Case 3
- 11.6 Pool Elevations
- 11.7 Discharge Rating Curves for Gated, Broad-Crested Weirs [Go to Page]
- 11.7.1 General
- 11.7.2 Determining Flow Regime
- 11.7.3 Free Uncontrolled Flow
- 11.7.4 Submerged Uncontrolled Flow
- 11.7.5 Free ControUed Flow
- 11.7.6 Submerged Controlled Flow
- 11.7.7 Rating Curve Accuracy
- 11.8 Overflow Embankments [Go to Page]
- 11.8.1 General
- 11.8.2 Discharge over Uncontrolled Sections
- 11.9 Stilling Basin Design [Go to Page]
- 11.9.1 General
- 11.9.2 Influence of Operating Schedules
- 11.9.3 Requirements for New Project Design
- 11.9.4 Hydraulics of Stilling Basins
- 11.9.5 Recommendations from Results of Previous Model Tests
- 11.10 Approach Area [Go to Page]
- 11.10.1 Configuration
- 11.10.2 Upstream Channel Protection
- 11.11 Exit Area [Go to Page]
- 11.11.1 Configuration
- 11.11.2 Downstream Channel Protection
- 11.12 Spillway Gates
- 11.13 Gate Types and Selection [Go to Page]
- 11.13.1 Roller Gates
- 11.13.2 Tainter Gates
- 11.13.3 Vertical-Lift Gates
- 11.13.4 Other Types
- 11.13.5 Selection of Gates
- 11.14 Tainter Gate Design [Go to Page]
- 11.14.1 Gate Seal Design and Vibration
- 11.14.2 Surging of Flow
- 11.14.3 Gate Seat Location
- 11.14.4 Tainter Gate Trunnion Elevation
- 11.14.5 Top of Gates, Closed Position
- 11.14.6 Bottom of Tainter Gates, Raised Position
- 11.14.7 Gate Radius
- 11.14.8 Submersible Tainter Gates
- 11.15 Vertical-Lift Gate Design
- 11.16 Spillway Piers [Go to Page]
- 11.16.1 Thickness
- 11.16.2 Supplemental Closure Facilities
- 11.16.3 Pier Nose Shape
- 11.16.4 Barge Hitches
- 11.17 Abutments
- 11.18 Navigable Passes
- 11.19 Low-Flow and Water Quality Releases
- 11.20 Fish Passage Facilities
- 11.21 Example Design
- 11.22 Source
- 12 OTHER FACTORS TO BE CONSIDERED [Go to Page]
- 12.1 Effects of Locks and Dams on Sediment Movement [Go to Page]
- 12.1.1 Spillway Operation
- 12.1.2 Hinged Pool Operation
- 12.1.3 Open-River Conditions
- 12.1.4 Depths in Upper Lock Approach
- 12.2 Harbors and Mooring Areas [Go to Page]
- 12.2.1 Location
- 12.2.2 Inland Harbors
- 12.2.3 Harbor Entrances
- 12.2.4 Effects of Currents
- 12.2.5 Old Bendways
- 12.2.6 Harbor Design Guidance
- 12.2.7 General
- 12.2.8 Modification of Locks
- 12.2.9 Lock Approaches
- 12.2.10 Lock Replacement or Addition
- 12.2.11 Modification of Channel Dimensions
- 12.2.12 Current Alignment
- 12.2.13 Bridges
- 12.3 Special Design Features [Go to Page]
- 12.3.1 Special Features
- 12.3.2 Debris Control
- 12.3.3 Standardization
- 12.3.4 Emergency Closure
- 12.3.5 Impact Barriers
- 12.3.6 Water Conservation
- 12.3.7 Mooring Facilities
- 12.4 Effects of Surface Waves [Go to Page]
- 12.4.1 Waves Generated by Traffic
- 12.4.2 Wind Waves
- 12.4.3 Prototype Measurements
- 12.5 Vessel Traffic Management [Go to Page]
- 12.5.1 General Concepts
- 12.5.2 Management Levels
- 12.5.3 Federal Aids to Navigation
- 12.5.4 Privately Maintained Aids
- 12.5.5 Navigation Rules
- 12.5.6 Voice Communications
- 12.5.7 Vessel Routing Systems
- 12.5.8 Vessel Traffic Services (VTS)
- 12.6 Recreation [Go to Page]
- 12.6.1 Recreational Opportunities
- 12.7 Fish Passage at Locks and Dams [Go to Page]
- 12.7.1 General
- 12.7.2 Downstream Migration
- 12.7.3 Upstream Migration
- 13 WINTER NAVIGATION [Go to Page]
- 13.1 Ice Problems [Go to Page]
- 13.1.1 Effects onNavigation
- 13.1.2 Effects on Structures
- 13.1.3 Design Considerations
- 13.1.4 Ice Control Methods
- 13.2 Ice Jams [Go to Page]
- 13.2.1 Introduction
- 13.2.2 Discussion
- 13.2.3 Methods of Ice Jam Removal
- 13.3 Ice Breaking [Go to Page]
- 13.3.1 Introduction
- 13.3.2 Environment
- 13.3.3 Vessel Shape
- 13.3.4 Auxiliary Ice Breaking Devices
- 13.3.5 Summary
- 13.4 Ice Adhesion [Go to Page]
- 13.4.1 Introduction
- 13.4.2 Ice Cutting Saw
- 13.4.3 Operation of the Ice Cutting Saw
- 13.4.4 Copolymer Coating
- 13.4.5 Application of the Copolymer Coating
- 13.4.6 Options for New Locks or Lock Rehabilitation
- 13.5 Ice Control [Go to Page]
- 13.5.1 Introduction
- 13.5.2 Ice Booms
- 13.5.3 Boom Configuration
- 13.5.4 Site Considerations
- 13.5.5 Design Considerations
- 13.5.6 Floating Ice Dispersion
- 13.5.7 Ice deflectors
- 13.6 Source
- 14 ENVIRONMENTAL CONSIDERATIONS [Go to Page]
- 14.1 Existing Regulations [Go to Page]
- 14.1.1 Background
- 14.1.2 Environmental Impact Statement
- 14.2 Factors to be Considered [Go to Page]
- 14.2.1 Background Environmental Considerations
- 15 COST ANALYSIS [Go to Page]
- 15.1 Cost Optimization
- 15.2 Elements
- 15.3 Effects of Protection Level
- 15.4 Economic Life
- 15.5 Annual Damage
- 15.6 Total Cost [Go to Page]
- 15.6.1 Example Problem
- 15.7 Spillway Optimization
- 16 MODEL STUDIES [Go to Page]
- 16.1 General
- 16.2 Use of Model Studies
- 16.3 Optimum Design
- 16.4 Cost of Model Studies
- 16.5 Spillway Models
- 16.6 Lock Models
- 16.7 Purpose of Model Study
- 16.8 Scales
- 16.9 Model Construction
- 16.10 Prototype Expectations
- 16.11 Revisions to Scaled Values [Go to Page]
- 16.11.1 Filling-and-Emptying Times
- 16.11.2 Similar (Model and Prototype) Locks
- 16.11.3 Reynolds Number Corrections
- 16.12 General Navigation Models
- 16.13 Vessel Simulator Models
- 17 CONSTRUCTION [Go to Page]
- 17.1 Overview [Go to Page]
- 17.1.1 General
- 17.2 In-River Construction [Go to Page]
- 17.2.1 Factors to be Considered
- 17.2.2 Maintenance of Traffic
- 17.2.3 Effects on River Currents
- 17.2.4 Cofferdam Configuration
- 17.2.5 Flow Diversion Schemes
- 17.2.6 Maintenance of Navigation
- 17.2.7 Construction Phases
- 17.2.8 Cofferdam Heights
- 17.2.9 Cofferdam Preflooding Facilities
- 17.2.10 Example Determination of Cofferdam Heights
- 17.2.11 Scour Protection
- 17.3 Construction in the Dry [Go to Page]
- 17.3.1 Benefits
- 17.3.2 New Bonneville Lock
- 17.3.3 Red River Waterway
- 18 OPERATION [Go to Page]
- 18.1 Normal Spillway Operations [Go to Page]
- 18.1.1 Maintenance of Navigation Pool Levels
- 18.1.2 Low-Flow Periods
- 18.1.3 Flood Flow Periods
- 18.1.4 Ice and Debris Passage
- 18.2 Special Spillway Operations [Go to Page]
- 18.2.1 Purpose
- 18.2.2 Loss of Scour Protection
- 18.2.3 Operator Error
- 18.2.4 Equipment Malfunction
- 18.2.5 Spillway Maintenance
- 18.2.6 Emergency Operation
- 18.3 Maintenance Dredging [Go to Page]
- 18.3.1 General
- 18.3.2 Management Objectives
- 18.3.3 Dredging Operation Considerations
- 18.3.4 Location and Quantities to be Dredged
- 18.3.5 Sediment Composition
- 18.3.6 Dredge Equipment
- 18.3.7 Disposal Areas
- 18.3.8 Environmental Protection
- 18.3.9 Contaminated Disposal Area Management
- 18.3.10 Long-Term Maintenance Dredging Plan
- 18.3.1 Additional Information
- 18.4 Inspections [Go to Page]
- 18.4.1 Inspection
- 19 REPAIR AND REPLACEMENT [Go to Page]
- 19.1 General
- 19.2 Design Life
- 19.3 Modernization Features
- 19.4 Typical Repair and Rehabilitation Items [Go to Page]
- 19.4.1 Dam Stability
- 19.4.2 Discharge Capacity
- 19.4.3 Ice and Debris Control
- 19.4.4 Replacement in Kind
- 19.5 Scour Protection [Go to Page]
- 19.5.1 Background
- 19.5.2 Existing Project Design
- 19.5.3 Consequence of Failure
- 19.5.4 Design Rationale
- 19.5.5 Fixed-Crest Dams
- 19.5.6 Gated Structures
- 19.5.7 Methods of Protection
- 19.6 Repair and Rehabilitation Model Studies
- 20 CASEHISTORIES [Go to Page]
- Case History 1. Tennessee-Tombigbee Waterway [Go to Page]
- Description
- Pertinent Data
- Lock Lift and Fill System Type
- Construction Chronology
- Project Cost
- Unique Features
- Case History 2. New Bonneville Lock [Go to Page]
- Description
- Pertinent Data
- Lock Filling System
- Construction Chronology
- Project Cost
- Models Used for Design
- Unique Features
- Case History 3. Melvin Price Lock and Dam [Go to Page]
- Description
- Pertinent Data
- Construction Chronology
- Project Cost
- Model Studies Used For Design
- Unique Features
- Case History 4. Red River Waterway [Go to Page]
- Description
- Pertinent Data
- LockLifts
- Construction Chronology
- Project Cost
- Models Used For Design
- Unique Features
- Case History 5. Leland Bowman Lock [Go to Page]
- Description
- Pertinent Data
- Lock Filling System
- Construction Chronology
- Project Cost
- Model Used for Design
- Unique Features
- Case History 6. Willamette Falls Locks [Go to Page]
- Description
- Pertinent Data
- Lock Fill System
- Construction Chronology
- Project Cost
- Unique Features
- REFERENCES
- APPENDIX A: INVENTORY OF CORPS OF ENGINEERS LOCKS
- INDEX [Go to Page]
- A
- B
- C
- D
- E
- F
- G
- H
- I
- J
- K
- L
- M
- N
- O
- P
- R
- S
- T
- U
- V
- W [Go to Page]