{"id":28122,"date":"2024-10-17T02:56:28","date_gmt":"2024-10-17T02:56:28","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/asce-manual-94-98-1998\/"},"modified":"2024-10-24T14:01:14","modified_gmt":"2024-10-24T14:01:14","slug":"asce-manual-94-98-1998","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/asce\/asce-manual-94-98-1998\/","title":{"rendered":"ASCE Manual 94 98 1998"},"content":{"rendered":"

Inland navigation: Locks, Dams,and Channels (ASCE Manuals and Reports on Engineering Practice No. 94) was prepared by a task committee of the Waterways committee, which is part of the Waterways, Ports, Coastal, and Ocean Division. The Manual provides information on planning, design, construction, and operation of the US waterways used by barge traffic. Most of the information comes from design criteria and more than 100 years of experience of the US Army Corps of Engineers. The Corps has built more than 220 lock and dam projects on US waterways and maintains more than 25,000 miles of inland navigation channels. This Manual also includes an inventory of the Corps lock and Dam projects and 6 case histories.<\/p>\n

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PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
6<\/td>\nTABLE OF CONTENTS <\/td>\n<\/tr>\n
24<\/td>\n1 INTRODUCTION
1.1 Purpose
1.2 Historical Development <\/td>\n<\/tr>\n
25<\/td>\n1.3 Background
1.4 Scope <\/td>\n<\/tr>\n
27<\/td>\n1.5 Design Philosophy
1.6 Safety <\/td>\n<\/tr>\n
28<\/td>\n1.7 Efficiency
1.8 Reliability <\/td>\n<\/tr>\n
30<\/td>\n2 PROJECT IDENTIFICATION
2.1 Justification
2.2 Preliminary Planning
2.3 Evaluation of Existing Streams <\/td>\n<\/tr>\n
31<\/td>\n2.4 Commodities to be Moved
2.5 Features Considered
2.6 Waterway Types
2.7 OpenRiver <\/td>\n<\/tr>\n
32<\/td>\n2.8 Canalized Streams
2.9 Canals <\/td>\n<\/tr>\n
33<\/td>\n2.10 Basis of Selection
2.11 Cost Estimates
2.12 Basic Project Components <\/td>\n<\/tr>\n
34<\/td>\n2.13 Supplemental Project Components
2.14 Checklist for Studies Required <\/td>\n<\/tr>\n
36<\/td>\n3 PROJECT PARAMETERS
3.1 Hydrology
3.1.1 General
3.1.2 Basin Description <\/td>\n<\/tr>\n
37<\/td>\n3.1.3 Hydrologie Data <\/td>\n<\/tr>\n
38<\/td>\n3.1.4 Hydrologie Data Sources
3.1.5 Hydrologie Model <\/td>\n<\/tr>\n
40<\/td>\n3.1.6 Flow Computations
3.2 Hydraulics
3.2.1 General <\/td>\n<\/tr>\n
41<\/td>\n3.2.2 Channel Discharge Rating Curves
3.2.3 Water-Surface Profiles <\/td>\n<\/tr>\n
42<\/td>\n3.2.4 Specific Profile Uses <\/td>\n<\/tr>\n
43<\/td>\n3.2.5 Navigation Pool Level Stability <\/td>\n<\/tr>\n
44<\/td>\n3.3 Sedimentation
3.3.1 General
3.3.2 Problems <\/td>\n<\/tr>\n
45<\/td>\n3.3.3 Sediment Data Needs
3.3.4 Sedimentation Study
3.3.5 Analysis Tools <\/td>\n<\/tr>\n
46<\/td>\n3.3.6 Sediment Control Measures <\/td>\n<\/tr>\n
47<\/td>\n3.4 Ice Conditions
3.4.1 General
3.5 Source <\/td>\n<\/tr>\n
48<\/td>\n4 WATERWAY TRAFFIC
4.1 General <\/td>\n<\/tr>\n
50<\/td>\n4.2 Towboat Controls <\/td>\n<\/tr>\n
53<\/td>\n4.3 Maneuverability of Tows <\/td>\n<\/tr>\n
55<\/td>\n4.4 Visibility
4.5 Effects of Currents
4.6 Source <\/td>\n<\/tr>\n
56<\/td>\n5 CHANNEL SIZE AND ALIGNMENT
5.1 General
5.1.1 Channel Characteristics
5.1.2 Channel Dimensions <\/td>\n<\/tr>\n
57<\/td>\n5.1.3 Channel Requirements
5.2 ChannelDesign
5.2.1 Channel Cross-Section <\/td>\n<\/tr>\n
58<\/td>\n5.3 Channel in Straight Reaches
5.3.1 Minimum Width
5.3.2 Minimum Crossing Distance <\/td>\n<\/tr>\n
59<\/td>\n5.4 Channel Widths in Bends
5.4.1 Orientation of Tows in Bends <\/td>\n<\/tr>\n
61<\/td>\n5.4.2 Determining Channel Widths Required in Bends <\/td>\n<\/tr>\n
63<\/td>\n5.4.3 Deflection Angles <\/td>\n<\/tr>\n
70<\/td>\n5.4.4 Irregular Bank Line
5.4.5 Basis of Design <\/td>\n<\/tr>\n
71<\/td>\n5.5 Bridge Location and Clearances
5.5.1 Location
5.5.2 Clearances
5.5 Source <\/td>\n<\/tr>\n
72<\/td>\n6 OPEN-RIVER NAVIGATION
6.1 General
6.2 Cost
6.3 Factors Affecting Navigation <\/td>\n<\/tr>\n
73<\/td>\n6.4 Feasibility Study
6.5 Source <\/td>\n<\/tr>\n
74<\/td>\n7 CHARACTERISTICS OF NATURAL STREAMS
7.1 General
7.1.1 Natural Streams
7.1.2 Sedimentation Problems
7.1.3 Sediment Load <\/td>\n<\/tr>\n
75<\/td>\n7.1.4 Third Dimension
7.2 Shoaling Problems
7.2.1 Deposition <\/td>\n<\/tr>\n
76<\/td>\n7.2.2 Stage and Discharge
7.2.3 Low-Water Profiles
7.2.4 Meandering Channels <\/td>\n<\/tr>\n
77<\/td>\n7.2.5 Scour in Bends
7.2.6 Sediment Movement
7.2.7 Crossings <\/td>\n<\/tr>\n
79<\/td>\n7.2.8 Straight Channels
7.2.9 Divided Channels
7.2.10 Tributary Streams <\/td>\n<\/tr>\n
80<\/td>\n7.2.11 Entrances to Canals and Harbors <\/td>\n<\/tr>\n
81<\/td>\n7.3 Source <\/td>\n<\/tr>\n
82<\/td>\n8 RIVER TRAINING WORKS
8.1 General
8.1.1 Requirement
8.2 Dredging
8.2.1 Corrective Dredging <\/td>\n<\/tr>\n
83<\/td>\n8.3 Channel Stabilization
8.3.1 BankErosion
8.3.2 Types of Protection
8.4 Cutoffs
8.4.1 Purpose and Method <\/td>\n<\/tr>\n
84<\/td>\n8.4.2 OldBendways <\/td>\n<\/tr>\n
85<\/td>\n8.5 Training Structures
8.5.1 General
8.5.2 Spur Dikes <\/td>\n<\/tr>\n
86<\/td>\n8.5.3 Longitudinal Dikes
8.5.4 Vane Dikes
8.5.5 L-Head Dikes <\/td>\n<\/tr>\n
87<\/td>\n8.5.6 Closure Dikes
8.5.7 Bendway Weirs
8.5.8 Examples of River Training Works <\/td>\n<\/tr>\n
88<\/td>\n8.6 Source <\/td>\n<\/tr>\n
98<\/td>\n9 LOCK AND DAM SYSTEMS
9.1 Factors Involved
9.1.1 General
9.1.2 Locks in Stream Channels <\/td>\n<\/tr>\n
99<\/td>\n9.1.3 Other Considerations
9.2 Channel Alignment
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 <\/td>\n<\/tr>\n
100<\/td>\n9.2.4 Bypass Canals <\/td>\n<\/tr>\n
102<\/td>\n9.2.5 Factors tobe Considered
9.3 Locks in Canals
9.3.0 Effects on Navigation
9.3.2 Upper Canal Entrance <\/td>\n<\/tr>\n
103<\/td>\n9.3.3 Two-Way Traffic
9.3.4 Flow Across Adjacent Overbank
9.3.5 Lock Filling
9.3.6 Reduction of Surges in Canal <\/td>\n<\/tr>\n
104<\/td>\n9.3.7 Upper Lock Approach
9.3.8 Lower Lock Approach <\/td>\n<\/tr>\n
105<\/td>\n9.4 Lock Auxiliary Walls
9.4.1 Guide Walls
9.4.2 Upper Guide Wall
9.4.3 Lower Guide Wall <\/td>\n<\/tr>\n
106<\/td>\n9.4.4 Guard Walls
9.4.5 Upper Guard Wall <\/td>\n<\/tr>\n
107<\/td>\n9.4.6 Lower Guard Wall
9.5 Arrangement of Locksand Auxiliary Walls
9.5.1 Single Lock <\/td>\n<\/tr>\n
109<\/td>\n9.5.2 Adjacent Locks <\/td>\n<\/tr>\n
111<\/td>\n9.6 New Arrangements of Locks and Auxiliary Walls
9.6.1 General
9.6.2 Upper Lock Walls with Adjacent Locks <\/td>\n<\/tr>\n
113<\/td>\n9.6.3 Lower Lock Walls with Adjacent Locks <\/td>\n<\/tr>\n
114<\/td>\n9.6.4 Separation of Locks <\/td>\n<\/tr>\n
115<\/td>\n9.6.5 Upper Approach
9.6.6 Lower Approach
9.6.7 Locks in Canal
9.7 Upper Lock Approach
9.7.1 Navigation Conditions <\/td>\n<\/tr>\n
117<\/td>\n9.7.2 Ports in Guard Wall
9.7.3 Effects of Ports on Movement of Ice and Debris <\/td>\n<\/tr>\n
118<\/td>\n9.7.4 Channel Depths
9.7.5 OverbankFlow <\/td>\n<\/tr>\n
119<\/td>\n9.8 Lower Lock Approach
9.8.1 Currents Affecting Navigation <\/td>\n<\/tr>\n
120<\/td>\n9.8.2 Guide and Guard Walls <\/td>\n<\/tr>\n
121<\/td>\n9.8.3 Overbank Flow
9.9 Shoaling in Lock Approaches
9.9.1 Upper Lock Approach <\/td>\n<\/tr>\n
122<\/td>\n9.9.2 Lower Lock Approach
9.9.3 Reducing Shoaling in Lower Approach <\/td>\n<\/tr>\n
123<\/td>\n9.10 Lock-Emptying Outlets
9.10.1 Location of Outlets <\/td>\n<\/tr>\n
125<\/td>\n9.10.2 River Side of Locks
9.10.3 Outlets on Land Side and River Side of Lock
9.10.4 Surges in Canals <\/td>\n<\/tr>\n
126<\/td>\n9.10.5 Filling from and Emptying into Adjacent River Channel
9.11 Hydroplants
9.11.1 Effects of Operation <\/td>\n<\/tr>\n
128<\/td>\n9.11.2 Reduction of Adverse Currents
9.12 Source <\/td>\n<\/tr>\n
130<\/td>\n10 LOCK DESIGN
10.1 Project Function
10.1.1 Primary Components <\/td>\n<\/tr>\n
131<\/td>\n10.1.2 SpecialNeeds <\/td>\n<\/tr>\n
132<\/td>\n10.1.3 Classification Systems
10.1.4 Chamber Performance <\/td>\n<\/tr>\n
135<\/td>\n10.1.5 Application
10.2 Chamber Alternatives
10.2.1 General
10.2.2 Number of Parallel Chambers
10.2.3 Chamber Dimensions <\/td>\n<\/tr>\n
136<\/td>\n10.2.4 Chamber Types <\/td>\n<\/tr>\n
137<\/td>\n10.3 Foundation and Structure Concerns
10.3.1 Hydraulic Loading
10.3.2 Chamber Structure <\/td>\n<\/tr>\n
141<\/td>\n10.3.3 Guide and Guard Walls <\/td>\n<\/tr>\n
142<\/td>\n10.3.4 Other Structures
10.4 Filling and Emptying
10.4.1 Project Type <\/td>\n<\/tr>\n
143<\/td>\n10.4.2 Design Type <\/td>\n<\/tr>\n
145<\/td>\n10.4.3 Lateral Culverts <\/td>\n<\/tr>\n
146<\/td>\n10.4.4 Features <\/td>\n<\/tr>\n
147<\/td>\n10.4.5 Recent Designs
10.5 Appurtenant Concerns
10.5.1 Navigation Aids
10.5.2 Surge Reduction <\/td>\n<\/tr>\n
154<\/td>\n10.5.3 Impact Barriers
10.5.4 Water Saving
10.5.5 Dewatering <\/td>\n<\/tr>\n
155<\/td>\n10.5.6 Emergency Closure
10.5.7 Debris Control <\/td>\n<\/tr>\n
156<\/td>\n10.6 Filling-and-Emptying Feature Design
10.6.1 General
10.6.2 Sill Spacing Parameters <\/td>\n<\/tr>\n
157<\/td>\n10.6.3 Sill Spacing
10.6.4 Location of Intake Structures
10.6.5 LockFilling <\/td>\n<\/tr>\n
159<\/td>\n10.6.6 Chamber Depth <\/td>\n<\/tr>\n
161<\/td>\n10.6.7 Sill Elevation <\/td>\n<\/tr>\n
162<\/td>\n10.6.8 Sill Elevation Guidance
10.6.9 Location of Outlet Structures <\/td>\n<\/tr>\n
163<\/td>\n10.6.10 Typical Outlet Locations
10.7 Very-Low-Lift Designs
10.7.1 General
10.7.2 Sector Gate Design Concept <\/td>\n<\/tr>\n
164<\/td>\n10.7.3 Hydraulic Evaluation <\/td>\n<\/tr>\n
166<\/td>\n10.7.4 Side-Port Flume Designs
10.8 Culvert-to-Chamber Systems
10.8.1 General
10.8.2 Chamber Port Arrangements <\/td>\n<\/tr>\n
167<\/td>\n10.8.3 Flow Passage Areas <\/td>\n<\/tr>\n
168<\/td>\n10.8.4 Chamber Ports, Baffles, and Manifolds
10.9 Outlet Systems
10.9.1 General <\/td>\n<\/tr>\n
170<\/td>\n10.9.2 Design Types <\/td>\n<\/tr>\n
172<\/td>\n10.10 Intakes
10.10.1 General <\/td>\n<\/tr>\n
173<\/td>\n10.10.2 Design Types <\/td>\n<\/tr>\n
175<\/td>\n10.11 Filling-and-Emptying Valve Systems
10.11.1 General
10.11.2 Valve Sizing <\/td>\n<\/tr>\n
176<\/td>\n10.11.3 Valve Siting
10.12 Culvert Layouts
10.12.1 General <\/td>\n<\/tr>\n
177<\/td>\n10.12.2 Contracting and Expanding Systems
10.13 Other Hydraulic Design Features
10.13.1 Surge Reduction
10.13.2 Computational Aids <\/td>\n<\/tr>\n
178<\/td>\n10.13.3 Impact Barrier
10.13.4 Water Saving
10.13.5 Dewatering
10.13.6 Emergency Closure (General Emergency Situations) <\/td>\n<\/tr>\n
179<\/td>\n10.13.7 Consequences of Pool Loss
10.13.8 Types of Emergency Closure Systems <\/td>\n<\/tr>\n
182<\/td>\n10.13.9 Design Loadings <\/td>\n<\/tr>\n
183<\/td>\n10.14 Example Design of Side-Port Systems
10.14.1 Description
10.14.2 Port Size <\/td>\n<\/tr>\n
185<\/td>\n10.14.3 Port Spacing <\/td>\n<\/tr>\n
186<\/td>\n10.14.4 Number of Ports
10.14.5 Culvert Size
10.14.6 Culvert Shape <\/td>\n<\/tr>\n
187<\/td>\n10.14.7 Port Shape
10.14.8 Port Deflectors
10.14.9 Angled Ports
10.14.10 Required Submergence <\/td>\n<\/tr>\n
190<\/td>\n10.14.11 Ports Above Chamber Floor
10.14.12 Valve Position
10.14.13 Culvert Transitions
10.14.14 Suggested Designs <\/td>\n<\/tr>\n
191<\/td>\n10.14.15 Valve Times, Filling
10.14.16 Valve Times, Emptying
10.14.17 Filling and Emptying Computations <\/td>\n<\/tr>\n
194<\/td>\n10.14.18 Discussion <\/td>\n<\/tr>\n
196<\/td>\n10.15 Example Design of High-Lift Locks
10.15.1 Objectives
10.15.2 Turbulence <\/td>\n<\/tr>\n
197<\/td>\n10.15.3 Flow <\/td>\n<\/tr>\n
198<\/td>\n10.15.4 Crossover Culverts
10.15.5 Divider Piers
10.15.6 Combining Culverts <\/td>\n<\/tr>\n
200<\/td>\n10.15.7 Distribution Culverts <\/td>\n<\/tr>\n
201<\/td>\n10.15.8 Cross-Sectional Area
10.15.9 Port Manifolds
10.15.10 Baffles
10.15.11 Bottom Filling and Emptying <\/td>\n<\/tr>\n
202<\/td>\n10.15.12 Reverse Tainter Gates Valves
10.15.13 Tainter Valves
10.15.14 Cavitation <\/td>\n<\/tr>\n
203<\/td>\n10.15.15 Pressures
10.15.16 Culvert Expansions
10.16 Mechanical Lifts
10.16.1 General <\/td>\n<\/tr>\n
205<\/td>\n10.16.2 Types <\/td>\n<\/tr>\n
206<\/td>\n10.16.3 Capacity
10.16.4 Water Slopes
10.16.5 Separate Facilities for Recreational Craft <\/td>\n<\/tr>\n
209<\/td>\n10.17 Source <\/td>\n<\/tr>\n
210<\/td>\n11 DAMDESIGN
11.1 General
11.2 Crest Design
11.2.1 General <\/td>\n<\/tr>\n
212<\/td>\n11.2.2 Upstream Face
11.2.3 Downstream Face for Nonsubmersible Gate Spillway <\/td>\n<\/tr>\n
213<\/td>\n11.2.4 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 <\/td>\n<\/tr>\n
216<\/td>\n11.3 Spillway Capacity for High-Head Dams
11.4 Spillway Capacity for Low-Head Dams <\/td>\n<\/tr>\n
217<\/td>\n11.4.1 Spillway Crest Elevation
11.4.2 Over-bank Crest Elevation
11.5 Pool-Tailwater Relationships
11.5.1 Case 1 <\/td>\n<\/tr>\n
218<\/td>\n11.5.2 Case 2
11.5.3 Case 3
11.6 Pool Elevations
11.7 Discharge Rating Curves for Gated, Broad-Crested Weirs
11.7.1 General <\/td>\n<\/tr>\n
220<\/td>\n11.7.2 Determining Flow Regime
11.7.3 Free Uncontrolled Flow <\/td>\n<\/tr>\n
222<\/td>\n11.7.4 Submerged Uncontrolled Flow
11.7.5 Free ControUed Flow <\/td>\n<\/tr>\n
223<\/td>\n11.7.6 Submerged Controlled Flow
11.7.7 Rating Curve Accuracy <\/td>\n<\/tr>\n
224<\/td>\n11.8 Overflow Embankments
11.8.1 General <\/td>\n<\/tr>\n
226<\/td>\n11.8.2 Discharge over Uncontrolled Sections
11.9 Stilling Basin Design
11.9.1 General
11.9.2 Influence of Operating Schedules
11.9.3 Requirements for New Project Design <\/td>\n<\/tr>\n
227<\/td>\n11.9.4 Hydraulics of Stilling Basins <\/td>\n<\/tr>\n
228<\/td>\n11.9.5 Recommendations from Results of Previous Model Tests <\/td>\n<\/tr>\n
232<\/td>\n11.10 Approach Area
11.10.1 Configuration
11.10.2 Upstream Channel Protection
11.11 Exit Area
11.11.1 Configuration <\/td>\n<\/tr>\n
233<\/td>\n11.11.2 Downstream Channel Protection <\/td>\n<\/tr>\n
235<\/td>\n11.12 Spillway Gates <\/td>\n<\/tr>\n
236<\/td>\n11.13 Gate Types and Selection
11.13.1 Roller Gates
11.13.2 Tainter Gates <\/td>\n<\/tr>\n
237<\/td>\n11.13.3 Vertical-Lift Gates
11.13.4 Other Types
11.13.5 Selection of Gates <\/td>\n<\/tr>\n
239<\/td>\n11.14 Tainter Gate Design
11.14.1 Gate Seal Design and Vibration <\/td>\n<\/tr>\n
240<\/td>\n11.14.2 Surging of Flow <\/td>\n<\/tr>\n
241<\/td>\n11.14.3 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 <\/td>\n<\/tr>\n
242<\/td>\n11.14.7 Gate Radius
11.14.8 Submersible Tainter Gates
11.15 Vertical-Lift Gate Design
11.16 Spillway Piers
11.16.1 Thickness
11.16.2 Supplemental Closure Facilities <\/td>\n<\/tr>\n
243<\/td>\n11.16.3 Pier Nose Shape
11.16.4 Barge Hitches
11.17 Abutments
11.18 Navigable Passes <\/td>\n<\/tr>\n
244<\/td>\n11.19 Low-Flow and Water Quality Releases
11.20 Fish Passage Facilities <\/td>\n<\/tr>\n
245<\/td>\n11.21 Example Design
11.22 Source <\/td>\n<\/tr>\n
246<\/td>\n12 OTHER FACTORS TO BE CONSIDERED
12.1 Effects of Locks and Dams on Sediment Movement
12.1.1 Spillway Operation
12.1.2 Hinged Pool Operation <\/td>\n<\/tr>\n
247<\/td>\n12.1.3 Open-River Conditions
12.1.4 Depths in Upper Lock Approach
12.2 Harbors and Mooring Areas
12.2.1 Location <\/td>\n<\/tr>\n
248<\/td>\n12.2.2 Inland Harbors
12.2.3 Harbor Entrances <\/td>\n<\/tr>\n
249<\/td>\n12.2.4 Effects of Currents <\/td>\n<\/tr>\n
250<\/td>\n12.2.5 Old Bendways
12.2.6 Harbor Design Guidance <\/td>\n<\/tr>\n
251<\/td>\n12.2.7 General <\/td>\n<\/tr>\n
252<\/td>\n12.2.8 Modification of Locks
12.2.9 Lock Approaches <\/td>\n<\/tr>\n
253<\/td>\n12.2.10 Lock Replacement or Addition
12.2.11 Modification of Channel Dimensions
12.2.12 Current Alignment <\/td>\n<\/tr>\n
254<\/td>\n12.2.13 Bridges
12.3 Special Design Features
12.3.1 Special Features
12.3.2 Debris Control
12.3.3 Standardization
12.3.4 Emergency Closure <\/td>\n<\/tr>\n
255<\/td>\n12.3.5 Impact Barriers <\/td>\n<\/tr>\n
256<\/td>\n12.3.6 Water Conservation
12.3.7 Mooring Facilities
12.4 Effects of Surface Waves
12.4.1 Waves Generated by Traffic <\/td>\n<\/tr>\n
257<\/td>\n12.4.2 Wind Waves
12.4.3 Prototype Measurements <\/td>\n<\/tr>\n
258<\/td>\n12.5 Vessel Traffic Management
12.5.1 General Concepts
12.5.2 Management Levels <\/td>\n<\/tr>\n
259<\/td>\n12.5.3 Federal Aids to Navigation
12.5.4 Privately Maintained Aids
12.5.5 Navigation Rules
12.5.6 Voice Communications <\/td>\n<\/tr>\n
264<\/td>\n12.5.7 Vessel Routing Systems
12.5.8 Vessel Traffic Services (VTS)
12.6 Recreation
12.6.1 Recreational Opportunities <\/td>\n<\/tr>\n
265<\/td>\n12.7 Fish Passage at Locks and Dams
12.7.1 General
12.7.2 Downstream Migration <\/td>\n<\/tr>\n
267<\/td>\n12.7.3 Upstream Migration <\/td>\n<\/tr>\n
272<\/td>\n13 WINTER NAVIGATION
13.1 Ice Problems
13.1.1 Effects onNavigation
13.1.2 Effects on Structures <\/td>\n<\/tr>\n
273<\/td>\n13.1.3 Design Considerations <\/td>\n<\/tr>\n
274<\/td>\n13.1.4 Ice Control Methods
13.2 Ice Jams
13.2.1 Introduction
13.2.2 Discussion <\/td>\n<\/tr>\n
275<\/td>\n13.2.3 Methods of Ice Jam Removal <\/td>\n<\/tr>\n
279<\/td>\n13.3 Ice Breaking
13.3.1 Introduction
13.3.2 Environment <\/td>\n<\/tr>\n
280<\/td>\n13.3.3 Vessel Shape
13.3.4 Auxiliary Ice Breaking Devices <\/td>\n<\/tr>\n
282<\/td>\n13.3.5 Summary <\/td>\n<\/tr>\n
284<\/td>\n13.4 Ice Adhesion
13.4.1 Introduction
13.4.2 Ice Cutting Saw <\/td>\n<\/tr>\n
285<\/td>\n13.4.3 Operation of the Ice Cutting Saw <\/td>\n<\/tr>\n
286<\/td>\n13.4.4 Copolymer Coating
13.4.5 Application of the Copolymer Coating <\/td>\n<\/tr>\n
287<\/td>\n13.4.6 Options for New Locks or Lock Rehabilitation
13.5 Ice Control
13.5.1 Introduction <\/td>\n<\/tr>\n
288<\/td>\n13.5.2 Ice Booms
13.5.3 Boom Configuration
13.5.4 Site Considerations
13.5.5 Design Considerations <\/td>\n<\/tr>\n
291<\/td>\n13.5.6 Floating Ice Dispersion <\/td>\n<\/tr>\n
292<\/td>\n13.5.7 Ice deflectors
13.6 Source <\/td>\n<\/tr>\n
294<\/td>\n14 ENVIRONMENTAL CONSIDERATIONS
14.1 Existing Regulations
14.1.1 Background
14.1.2 Environmental Impact Statement <\/td>\n<\/tr>\n
295<\/td>\n14.2 Factors to be Considered
14.2.1 Background Environmental Considerations <\/td>\n<\/tr>\n
298<\/td>\n15 COST ANALYSIS
15.1 Cost Optimization
15.2 Elements
15.3 Effects of Protection Level <\/td>\n<\/tr>\n
299<\/td>\n15.4 Economic Life
15.5 Annual Damage <\/td>\n<\/tr>\n
300<\/td>\n15.6 Total Cost
15.6.1 Example Problem <\/td>\n<\/tr>\n
302<\/td>\n15.7 Spillway Optimization <\/td>\n<\/tr>\n
304<\/td>\n16 MODEL STUDIES
16.1 General
16.2 Use of Model Studies <\/td>\n<\/tr>\n
307<\/td>\n16.3 Optimum Design
16.4 Cost of Model Studies
16.5 Spillway Models <\/td>\n<\/tr>\n
309<\/td>\n16.6 Lock Models
16.7 Purpose of Model Study
16.8 Scales <\/td>\n<\/tr>\n
310<\/td>\n16.9 Model Construction
16.10 Prototype Expectations
16.11 Revisions to Scaled Values
16.11.1 Filling-and-Emptying Times <\/td>\n<\/tr>\n
313<\/td>\n16.11.2 Similar (Model and Prototype) Locks
16.11.3 Reynolds Number Corrections
16.12 General Navigation Models
16.13 Vessel Simulator Models <\/td>\n<\/tr>\n
318<\/td>\n17 CONSTRUCTION
17.1 Overview
17.1.1 General
17.2 In-River Construction
17.2.1 Factors to be Considered
17.2.2 Maintenance of Traffic <\/td>\n<\/tr>\n
319<\/td>\n17.2.3 Effects on River Currents
17.2.4 Cofferdam Configuration <\/td>\n<\/tr>\n
320<\/td>\n17.2.5 Flow Diversion Schemes <\/td>\n<\/tr>\n
322<\/td>\n17.2.6 Maintenance of Navigation <\/td>\n<\/tr>\n
323<\/td>\n17.2.7 Construction Phases <\/td>\n<\/tr>\n
325<\/td>\n17.2.8 Cofferdam Heights <\/td>\n<\/tr>\n
326<\/td>\n17.2.9 Cofferdam Preflooding Facilities
17.2.10 Example Determination of Cofferdam Heights
17.2.11 Scour Protection
17.3 Construction in the Dry
17.3.1 Benefits
17.3.2 New Bonneville Lock <\/td>\n<\/tr>\n
328<\/td>\n17.3.3 Red River Waterway <\/td>\n<\/tr>\n
330<\/td>\n18 OPERATION
18.1 Normal Spillway Operations
18.1.1 Maintenance of Navigation Pool Levels <\/td>\n<\/tr>\n
332<\/td>\n18.1.2 Low-Flow Periods
18.1.3 Flood Flow Periods <\/td>\n<\/tr>\n
336<\/td>\n18.1.4 Ice and Debris Passage <\/td>\n<\/tr>\n
337<\/td>\n18.2 Special Spillway Operations
18.2.1 Purpose
18.2.2 Loss of Scour Protection <\/td>\n<\/tr>\n
338<\/td>\n18.2.3 Operator Error
18.2.4 Equipment Malfunction <\/td>\n<\/tr>\n
339<\/td>\n18.2.5 Spillway Maintenance
18.2.6 Emergency Operation <\/td>\n<\/tr>\n
341<\/td>\n18.3 Maintenance Dredging
18.3.1 General
18.3.2 Management Objectives
18.3.3 Dredging Operation Considerations
18.3.4 Location and Quantities to be Dredged <\/td>\n<\/tr>\n
342<\/td>\n18.3.5 Sediment Composition
18.3.6 Dredge Equipment
18.3.7 Disposal Areas <\/td>\n<\/tr>\n
343<\/td>\n18.3.8 Environmental Protection <\/td>\n<\/tr>\n
344<\/td>\n18.3.9 Contaminated Disposal Area Management
18.3.10 Long-Term Maintenance Dredging Plan
18.3.1 Additional Information
18.4 Inspections
18.4.1 Inspection <\/td>\n<\/tr>\n
346<\/td>\n19 REPAIR AND REPLACEMENT
19.1 General
19.2 Design Life
19.3 Modernization Features <\/td>\n<\/tr>\n
347<\/td>\n19.4 Typical Repair and Rehabilitation Items
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
19.5.1 Background <\/td>\n<\/tr>\n
348<\/td>\n19.5.2 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 <\/td>\n<\/tr>\n
349<\/td>\n19.5.7 Methods of Protection
19.6 Repair and Rehabilitation Model Studies <\/td>\n<\/tr>\n
352<\/td>\n20 CASEHISTORIES
Case History 1. Tennessee-Tombigbee Waterway
Description <\/td>\n<\/tr>\n
353<\/td>\nPertinent Data
Lock Lift and Fill System Type
Construction Chronology <\/td>\n<\/tr>\n
356<\/td>\nProject Cost
Unique Features
Case History 2. New Bonneville Lock
Description <\/td>\n<\/tr>\n
360<\/td>\nPertinent Data
Lock Filling System
Construction Chronology
Project Cost
Models Used for Design
Unique Features <\/td>\n<\/tr>\n
361<\/td>\nCase History 3. Melvin Price Lock and Dam
Description <\/td>\n<\/tr>\n
362<\/td>\nPertinent Data
Construction Chronology <\/td>\n<\/tr>\n
363<\/td>\nProject Cost
Model Studies Used For Design
Unique Features <\/td>\n<\/tr>\n
364<\/td>\nCase History 4. Red River Waterway
Description <\/td>\n<\/tr>\n
366<\/td>\nPertinent Data
LockLifts
Construction Chronology
Project Cost
Models Used For Design <\/td>\n<\/tr>\n
367<\/td>\nUnique Features
Case History 5. Leland Bowman Lock
Description <\/td>\n<\/tr>\n
369<\/td>\nPertinent Data
Lock Filling System
Construction Chronology
Project Cost
Model Used for Design
Unique Features <\/td>\n<\/tr>\n
370<\/td>\nCase History 6. Willamette Falls Locks
Description <\/td>\n<\/tr>\n
371<\/td>\nPertinent Data
Lock Fill System
Construction Chronology <\/td>\n<\/tr>\n
372<\/td>\nProject Cost
Unique Features <\/td>\n<\/tr>\n
374<\/td>\nREFERENCES <\/td>\n<\/tr>\n
376<\/td>\nAPPENDIX A: INVENTORY OF CORPS OF ENGINEERS LOCKS <\/td>\n<\/tr>\n
388<\/td>\nINDEX
A
B <\/td>\n<\/tr>\n
389<\/td>\nC <\/td>\n<\/tr>\n
390<\/td>\nD <\/td>\n<\/tr>\n
391<\/td>\nE
F <\/td>\n<\/tr>\n
392<\/td>\nG
H
I <\/td>\n<\/tr>\n
393<\/td>\nJ
K
L <\/td>\n<\/tr>\n
394<\/td>\nM
N
O <\/td>\n<\/tr>\n
395<\/td>\nP
R <\/td>\n<\/tr>\n
396<\/td>\nS <\/td>\n<\/tr>\n
397<\/td>\nT
U
V
W <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

Manual of Practice No. 94: Inland Navigation<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
ASCE<\/b><\/a><\/td>\n1998<\/td>\n398<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":28123,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2660],"product_tag":[],"class_list":{"0":"post-28122","1":"product","2":"type-product","3":"status-publish","4":"has-post-thumbnail","6":"product_cat-asce","8":"first","9":"instock","10":"sold-individually","11":"shipping-taxable","12":"purchasable","13":"product-type-simple"},"_links":{"self":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product\/28122","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product"}],"about":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/types\/product"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media\/28123"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=28122"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=28122"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=28122"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}