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CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
VOLUME 1
TABLE OF CONTENTS
PREFACE
CLASSIFICATION INDEX
List of CORPS Programs
RPS - HDC Cross Reference
GENERAL - 000
Chart No.
Page i*
Page iii
Page xi*
Page xiv*
Physical Constants
Acceleration of Gravity
Effects of Latitude and Altitude
000-1
Barometric Data
Altitude vs Pressure
000-2
Fluid Properties
Effect of Temperature
*
Kinematic Viscosity of Water
001-1*
Vapor Pressure of Water
001-2
Surface Tension of Water
001-3
Bulk Modulus of Water
001-4
Speed of Sound in Water
001-5
Open Channel Flow
Surface Curve Classifications
Uniform Slopes
010-1
Backwater Computations
Definition and Application
010-2
~ vs B n
010-3
Hydraulic Exponent “N”
010-4
Varied Flow Function Tables
n
= 0.00 to 0.74
010-5
n
= 0.75 to 0.999
010-5/1
n
= 1.001 to 1.85
010-5/2
n
= 1.90 to 20.0
010-5/3
Bridge Pier Losses
Rectangular Section
Bridge Pier Losses
Continued
* Eighteenth Issue
Revised 11-87
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CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
TABLE
GENERAL -
000 Continued
Definition
VOLUME 1
OF CONTENTS Continued
Chart No.
Classification of Flow Conditions
Class A Flow -
Energy Method
Class B Flow - Momentum Method
Class B Flow -
Energy Method
Sample Computation
Trash Rack Losses
Air Demand
Regulated Outlet Works
Primary and Secondary Maxima
Sample Computation
Air Entrainment
Wide Chute Flow
Concentration E vs S/q
1/5
Gate Vibration
Resonance Diagram
Vortex Trail -
Forcing Frequency
Forcing Frequency of Reflected Pressure Wave
Natural Frequency of Cable-Suspended Gate
Gate Bottom Vortex Trail -
Sample Computation
Reflected Pressure Wave
- Sample Computation
Forced Vibrations
Constant Friction Damping
SPILLWAYS - 100
010-6
010-6/1
010-6/2
010-6/3
010-6/4
010-6/5
010-7
050-1
050-1/1
050-2
050-3
060-1
060-1/1
060-1/2
060-1/3
060-1/4
060-1/5
6 2
Overflow Spillway Crest
**
Tangent Ordinates 111-1
Downstream Quadrant - Table of Functions
111-2
Upstream Quadrant 111-2/1
Spillway Crest
Discharge Coefficient
High Overflow Dams 111-3
Overflow Spillway Crest with Adjacent Concrete Sections
Abutment Contraction Coefficient 111-3/1
Continued
** Changes to sheets only.
Revised 11-87
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CORPS OF ENGINEERS
HYINUULIC DESIGN CRITERIA
—
VOLUME 1
TABLE OF CONTENTS Continued
Chart No.
SPILLWAYS - 100 Continued
Overflow Spillway Crest with Adjacent Embankment
Sections
Abutment Contraction Coefficient
Overflow Spillways
Stage-Discharge Relation
Uncontrolled Flow
Unsubmerged Crests
Submerged Crest Coefficients
Overflow Dams
Overflow Crests
Uncontrolled Flow Regimes
Tailwater Effect, Example Calculation
Gated Overflow Spillways
Pier Contraction Coefficients
High Gated Overflow Crests
Effect of Nose Shape
Effect of Pier Length
Overflow Spillway Crests with Sloping Upstream Faces
Overflow Spillway Crest
3-on-1 Upstream Face
3-on-2 Upstream Face
3-on-3 Upstream Face
n
and K Curves
Overflow Spillway Crest
Upper Nappe Profiles
Without Piers - H/Hd =
0.50, 1.00, and 1.33
Center Line of Pier Bay - H/Hd = 0.50, 1.00,
and 1.33
Along Piers - H/Hd = 0.50, 1.00, and 1.33
Abutment Effects
H/Hd = 1.00
H/Hd = 1.35
111-3/1
111-3/2
111-3/3
111-4
ill-4/l*
ill-4/2*
111-5
111-6
**
111-7
111-8
111-9
111-10
111-11
111-12
111-12/1
111-13
111-13/1
Upper Nappe Profiles Along Abutments
Approach Channel and Abutment Curvature Effects
Continued
* Eighteenth Issue.
** Changes to sheets only.
Revised 11-87
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CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
VOLUME 1
TABLE OF CONTENTS Continued
Chart No.
SPILLWAYS -
100 Continued
H/Hd = 1.34
H/Hd
= 0.92, 1.14, and 1.35
High Overflow Dams
Crest Pressures
No Piers
Center Line of Pier Bay
Along Piers
Pressure Resultants - No Piers
Spillway Energy Loss
Boundary Layer Development
Standard Crest Length
Standard Crest
Location of Critical Point
Face Slope 1:0.7
Sample Computation
Face Slope 1:0.7
Face Slope 1:0.78
Spillway Crests with Offset and Riser
Crest Shapes
Crest Location
Crest Shape
Crest Geometry
Sample Computation
Elliptical Crest Spillway
Coordinates
Coordinate Coefficients
Crest Design
Discharge Coefficients
Vertical Upstream Face
1:1 Upstream Face
Pier Contraction Coefficients
Water Surface Profiles
Uncontrolled Crest
Controlled Crest
P/Hd = 0.25
P/Hd = 0.5
111-14
111-14/1
111-16
111-16/1
111-16/2
111-17
111-18
111-18/1
111-18/2
111-18/3
111-18/4
111-18/5
111-19
111-19/1
111-19/2
111-20*
111-20/1*
*
111-21*
111-21/1*
111-22*
*
111-23*
ill-23/l*
ill-23/2*
Continued
* Eighteenth Issue.
Revised 11-87
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CORPS OF ENGINEERS
HYDIUWLIC DESIGN CRITERIA
VOLUME 1
TABLE OF CONTENTS Continued
Chart No.
SPILLWAYS
- 100 Continued
P/Hd = 1.0
Spillway Crest Pressures
No Piers, P/Hd = 0.25
No Piers, P/Hd = 0.5
No Piers, P/Hd = 1.0
Without Piers, P/Hd = 3.4
With Piers, P/Hd = 0.25
With Piers, P/Hd = 0.5
With Piers, P/Hd = 1.0
Along Pier, P/Hd = 3.4
Center Line of Gate Bay, P/Hd = 3.4, Vertical
Upstream Face
Maximum Negative Pressure vs H /Hd
Uncontrolled Crest P/Hal> 0?5
With Piers P/Hal> 0.5
Cavitation Safety Curves and Design
Cavitation Safety Curves
No Piers
With Piers
Spillway Stilling Basins
Hydraulic Jump
lo
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CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
VOLUME 1
TABLE OF CONTENTS Continued
Chart No.
SPILLWAYS
- 100 Continued
Surge Height
Sample Computation
Energy Dissipators
Flip Bucket and Toe Curve Pressures
Flip Bucket Throw Distance
Low Ogee Crest
Discharge Coefficients
Approach Depth Effects
Spillway Crest
Low Ogee Crest Discharge Coefficients
Discharge Coefficients
Design Head
Overflow Spillways
Discharge Coefficients
Design Head
Low Gated Ogee Crests
Pier Contraction Coefficients
Effect of Approach Depth
Low Ogee Crests
Crest Shape
45-Degree Upstream Slope
Approach Hydraulics
Crest Shape Factors
Downstream Quadrant - ha = 0.08Hd
Downstream Quadrant - h = 0.12Hd
Upstream Quadrant Facto?s
Upstream Quadrant Coordinates
Water Surface Profiles
45-Degree Upstream Slope
Approach Velocity
Upper Water
- Surface Profile
Sample Computation
Continued
112-6/1
112-6/2
112 7
112 8
122 J
122 1 l f
122 1 2
122 2~f
122-3
122-3/1
122-3/2
122-3/3
122-3/4
122-3/5
122 3 9
122 3 10
** Changes to sheets only.
~ Charts 122-1 and 122-1/1 were deleted in the Eighteenth Issue and
superseded by Chart 111-21.
~f Chart 122-2 was deleted in the Eighteenth Issue and superseded by
Chart 111-22.
Revised 11-87
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CORPS OF ENGINEERS
HYDIUULIC DESIGN CRITERIA
TABLE OF
VOLUME 1
CONTENTS Continued
Chart No.
SPILLWAYS - 100 Continued
Design Head Discharge
45-Degree Upstream
Toe Curve Pressures
Spillway Chutes
Energy-Depth Curves
Supercritical Flow
Coefficient
Face
22 4f
22 5
Energy - 20 to 44 Feet
123-2
Energy
- 44 to 68 Feet
123-3
Energy - 68 to 92 Feet 123-4
Energy
- 92 to 116 Feet 123-5
Sample Computation
123-6
Chute Spillways
Computation Aids
Hydraulic Radius-Width-Depth Curves
Width 10 to 120 Feet
123-7
Width 100 to 1200 Feet
123-8
Velocity-Head and
V2/2.21R4/3 Curves
123-9
Stilling Basins
Length of Hydraulic Jump
Continuous Slope
- Length of Hydraulic Jump
124-1
Noncontinuous Slope - Jump Length on Slope 124-1/1
Morning Glory Spillways
Deep Approach-Crest Control
Design Discharge
140-1
Discharge Coefficient
Design Head
140-1/1
Lower Nappe Profiles
140-1/2
Lower Nappe Surface Coordinates
P/R > 2
140-1/3
P/R ~ 0.30
140-1/4
P/R = 0.15
140-1/5
Hs/Hd VS Hal/R
140-1/6
Crest Shape Equations
140-1/7
Spillway Design -
Sample Computation 140-1/8
Continued
~ Chart 122-4 was deleted in the Eighteenth Issue and superseded by
Charts 111-21 and 111-21/1.
Revised 11-87
8/21/2019 Force Freq
8/15
CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
VOLUME 1
TABLE OF CONTENTS Continued
OUTLET WORKS - 200
Sluice Entrances
Pressure-Drop
Elliptical
Flared on Four Sides
Coefficients
Shape
Combination Elliptical Shape
Elliptical Shape
Effect of Entrance Slope
Gate Slots
Pressure Coefficients
Without Downstream Offset
With Downstream Offset
Without Downstream Offset
Effect of Slot Width-Depth Ratio
Concrete Conduits
Intake Losses
Three-Gate-Passage Structures
Two- and Four-Gate-Passage Structures
Midtunnel Control Structure Losses
Earth Dam Outlet Works
Entrance with Roof Curve Only
Pressure-Drop Coefficients
Upstream Face Effects
Long Elliptical Shape
Pressure Computation
Entrance with Roof Curve and Side Flare or Curve
Entrance with Top and Sides Flared
Pressure-Drop Coefficient
Straight Sidewall Flare
Elliptical Top and Side Flares
Resistance Coefficients
Concrete Conduits
Steel Conduits
Smooth Interior
Corrugated Metal Pipe
A
= 5.3K
A = 3.OK
Manning’s n
- Full Pipe Flow
Chart No.
211 1
211 1 1
211 1 2
212-1
212-1/1
212 1 2
221 1
221 1 1
221 1 2
221 1 3
221 2
221 2 1
221 2 2
221 3
221 3 1
224 1
224 1 1
224-1/2
224-1/3
224-1/4
Continued
Revised 11-87
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CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
TABLE OF
OUTLET WORKS - 200 Continued)
Unlined Rock Tunnels
Basic Data
VOLUME 1
CONTENTS Continued)
Chart No.
224-1/5
224-1/6
224 2
224-3
224-3/1
224-3/2
224-3/3
224-3/4
z24-4
224-5
f - Relative Roughness
Conduit Sections
Hydraulic Elements
Pressure Flow
Straight Circular Conduit Discharge
Discharge Coefficients
K= O.IO- L/D)
K= o.20- L/D)
K= o.30- L/D)
K= o.40- L/D)
K= o.50- L/D)
K=
0.10- L/D4’3)
Circular Conduits
- Friction Design Graph
Straight Circular Conduits
Sample Discharge Computation
L/D)
Manning’s n Method
Circular Sections
Free-Surface Flow
Open Channel Flow
ye/D VS Ck
Critical Depth and Discharge
Horseshoe Conduits
Hydraulic Elements
Circular Exit Portal
Pressure Gradients
Circular Conduits - F VS yp/D
Bend Loss Coefficients
Miter Bends
Single Miter
KB vs Reynolds Number 228-2
vs Deflection Angle 228-2/1
Continued)
* Eighteenth Issue.
224-6
224-7
224-8
224-9
224-10*
225 1
228 1
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CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
TABLE OF
OUTLET WORKS -
200 Continued
VOLUME 1
CONTENTS Continued
Pressure Flow
Pipe Bends
Minimum Pressure
In-Line Conical Transitions and Abrupt Transitions
Loss Coefficients
Abrupt Transitions
Pressure Change Coefficients and Junction Box Head
Losses for In-Line Circular Conduits
Rectangular Conduits
Triple Bend Loss Coefficients
Two-Way Drop Inlet Structures
Discharge Coefficient for Orifice Flow
Weir Crest Length
Sample Computation
Chart No.
228-3
228-4
228-411*
228-5
228-6
230-1*
230-1/1*
230 1/ 2
* Eighteenth Issue.
Revised 11-87
8/21/2019 Force Freq
11/15
CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
VOLUME 2
TABLE OF CONTENTS
Chart No
GATES AND VALVES 300
Wave Pressures on Crest Gates
Design Assumptions
Hyperbolic Functions
Sample Computation
Tainter Gates on Spillway Crests
Discharge Coefficients
Sample Geometric Computation
Geometric Factors
Crest Coordinates and Slope Function
Sample Discharge Computations
Effect of Gate Seat Location on
Crest Pressures for H = l OOHd
Effect of Gate Seat Location on
Crest Pressures for H 1 3Hd
Vertical Lift Gates on Spillways
Discharge Coefficients
Control Gates
Discharge Coefficients
Vertical Lift Gates
Hydraulic and Gravity Forces
Definition and Application
Upthrust on Gate Bottom
Gate Well Water Surface
Sample Computation
Tainter Gates in Conduits
Discharge Coefficients
Tainter Gate in Open Channels
Discharge Coefficients
Free Flow
a/R = 0 1
a/R = 0 5
a/R = 0 9
Sample Computation
Submerged Flow
Typical Correlation
310 1
310 1 1
310 1 2
311 1
311 2
311 3
311 4
311 5
311 6
311 6 1
312
320 1
320 2
320 2 1
320 2 2
320 2 3
320 3
320 4
320 5
320 6
320 7
320 8
320 8 1
Revised 11 87
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CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
VOLUME 2
TABLE OF CONTENTS Continued
Chart No.
GATES AND VALVES - 300 Continued
G at e Va lves
Discharge Characteristics
Loss Coefficients
Free Flow
Butterfly Valves
Discharge and Hydraulic Torque Characteristics
Discharge Coefficients
Valve in Pipe
Valve in End of Pipe
Torque Coefficients
Valve in Pipe
Valve in End of Pipe
Discharge and Torque
Sample Computation
Howell-Bunger Valves
Discharge Coefficients
Four Vanes
Six Vanes
Flap Gates
Head Loss Coefficients
Submerged Flow
NATURAL WATER COURSES - 400
NAVIGATION DAMS - 500
Lock Culverts
Reverse Tainter Valves
Loss Coefficient
Minimum Bend Pressures
Rectangular Section
Sample Computation
ARTIFICIAL CHANNELS - 600
330 1
330 1 1
331 1
331 1 1
331 2
331 2 1
331 3
332 1
332 1 1
340 1
534 1
534 2
534 2 1
Trapezoidal Channels
Open Channel Flow
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CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
VOLUME 2
TABLE OF CONTENTS
ARTIFICIAL CHANNELS
- 600 Continued
Slope Coefficients
0.0001 < s < 0.010
0.01 < s < 1.00
Ck vs Base Width
Side Slope 1 to 1
Base Width O to 200 Feet
Base Width 200 to 600 Feet
Base Width O to 50 Feet
Side Slope 1-1/2 to 1
Base Width O to 200 Feet
Base Width 200 to 600 Feet
Base Width O to 50 Feet
Side Slope 2 to 1
Base Width O to 200 Feet
Base Width 200 to 600 Feet
Base Width O to 50 Feet
Side Slope 2-1/4 to 1
Base Width O to 200 Feet
Base Width 200 to 600 Feet
Base Width O to 50 Feet
Side Slope 2-1/2 to 1
Base Width O to 200 Feet
Base Width 200 to 600 Feet
Base Width O to 50 Feet
Side Slope 3 to 1
Base Width O to 200 Feet
Base Width 200 to 600 Feet
Base Width O to 50 Feet
Critical Depth Curves
Side Slope 1 to 1
Side Slope 1-1/2 to 1
Side Slope 2 to 1
Side Slope 2-1/4 to 1
Side Slope 2-1/2 to 1
Side Slope 3 to 1
Continued
Chart No.
610 1
610 1 1
610 2
610 2 1
610 2 1 1
610 2 2
610 2 3
610 2 3 1
610-3
610-3/1
610-3/1-1
610 3 2
610 3 3
610 3 3 1
610 3 4
610 3 5
610 3 5 1
610 4
610 4 1
610 4 1 1
610 5
610 5 1
610 6
610 6 1
610 6 2
610 7
Revised 11-87
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CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
VOLUME 2
TABLE OF CONTENTS Continued
ARTIFICIAL CHANNELS
- 600 Continued
Open Channel Flow
Rectangular Sections
Normal and Critical Depths
Wide Rectangular Sections
Ck vs Base Width
Base Widths of O to 200 Feet
Base Widths of 200 to 600 Feet
Base Width O to 60 Feet
Subcritical Open Channel Flow
Drop Structures
CIT Type
SAF Type
Basic Geometry
Jet Impact Location
Drop Intake Structures
Calibration Curves
Typical Design
Open Channel Flow
Resistance Coefficients
C-n-R-Ks Relation
Sample Computation
Composite Roughness
Effective Manning’s n
Wetted Perimeter Relation
Chart No.
610 8
610 9
610 9/1
610 9/1 1
623
624
624 1
625 1
625 1/1
625 1/2
631
631 1
631 2
631 4
631 4/1
660 1
Channel Curves
Superelevation
Channel Curves with Spiral Transitions
Rapid Flow
Channel Curve Geometry
Equal Spirals
660-2
Unequal Spirals
660-2/1
Spiral Curve Tables
660-2/2
Example Computation
660-2/3
Example Plan and Profile
660-2/4
* Eighteenth Issue.
Revised 11-87
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CORPS OF ENGINEERS
HYDRAULIC DESIGN CRITERIA
VOLUME 2
TABLE OF CONTENTS Continued)
Chart No.
SPECIAL PROBLEMS - 700
Riprap Protection
Trapezoidal Channel - 60-Degree Bend
Boundary Shear Distribution
Ice Thrusts on Hydraulic Structures
Low-Monolith Diversion
Discharge Coefficients
Stone Stability
Velocity vs Stone Diameter
Storm Drain Outlets
Fixed Energy Dissipators
Stilling Well
Impact Basin
Stilling Basin
Riprap Energy Dissipators
Scour Hole Geometry
TW>005D
and
< 0.5 D
Horizontal Bl ket - Length ~f Stone Protection
Preformed Scour Hole Geometry
’50
Stone Size
Surge Tanks
Thin Plate Orifices
Head Losses
7 3 1
7 4
7
722
722 2
722 3
722 4
722 5
722 6
722 7
733
Index
1-1
Revised 11-87