Force Freq

8/21/2019 Force Freq

1/15

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


2/15

CORPS OF ENGINEERS


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


3/15

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


3-on-1 Upstream Face



n

and K Curves


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.


Revised 11-87


4/15

CORPS OF ENGINEERS


VOLUME 1


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


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


5/15

CORPS OF ENGINEERS

HYDIUWLIC DESIGN CRITERIA

VOLUME 1


Chart No.

SPILLWAYS

- 100 Continued

P/Hd = 1.0

Spillway Crest Pressures

No Piers, P/Hd = 0.25



Without Piers, P/Hd = 3.4

With Piers, P/Hd = 0.25



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


6/15

CORPS OF ENGINEERS


VOLUME 1


Chart No.

SPILLWAYS

- 100 Continued

Surge Height

Sample Computation

Energy Dissipators

Flip Bucket and Toe Curve Pressures

Flip Bucket Throw Distance

Low Ogee Crest


Approach Depth Effects

Spillway Crest

Low Ogee Crest Discharge Coefficients


Design Head

Overflow Spillways


Design Head

Low Gated Ogee Crests


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


~ 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


7/15

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


8/15

CORPS OF ENGINEERS


VOLUME 1


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


9/15

CORPS OF ENGINEERS


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


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

Revised 11-87


10/15

CORPS OF ENGINEERS


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


11/15

CORPS OF ENGINEERS


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


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


Control Gates


Vertical Lift Gates

Hydraulic and Gravity Forces

Definition and Application

Upthrust on Gate Bottom

Gate Well Water Surface

Sample Computation

Tainter Gates in Conduits


Tainter Gate in Open Channels


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


12/15

CORPS OF ENGINEERS


VOLUME 2


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


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


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

Revised 11-87


13/15

CORPS OF ENGINEERS


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


Side Slope 1-1/2 to 1




Side Slope 2 to 1












Side Slope 3 to 1




Critical Depth Curves

Side Slope 1 to 1


Side Slope 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


14/15

CORPS OF ENGINEERS


VOLUME 2


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


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


15/15

CORPS OF ENGINEERS


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


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

Force Freq

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