REC-OCE-70-33

Glenn L. Beichley

Division of Research

Office of Chief Engineer

Bureau of Reclamation

August 1970

BM-230 (6-70) Bureau of Reclamation TECHNICAL REPORT STANDARD TITLE PAGE

1. REPORT NO .

REC-OCE-70-33 4. TITLE AND SUBTITLE

Hydraulic Model Studies of a Turnout from Lateral WB38 Chute - Wahluke Branch Canal - Washington

7 . A'JTHOR(S)

Glenn L. Beichley 9. PERFORMING ORGANIZATION NAME AND ADDRESS

Division of Research Office of Chief Engineer Bureau of Reclamation Denver, Colorado 8o225

12 . SPONSORING AGENCY NAME AND ADDRESS

15. SUPPLEMENTARY NOTES

16. ABSTRACT

3. RECIPIENT'S CATALOG NO .

5 . REPORT DATE

August 1970 6 . PERFORMING ORGANIZATION CODE

8 . PERFORMING ORGANIZATION REPORT NO .

10. WORK UNIT NO.

11. CONTRACT OR GRANT NO .

13 . TYPE OF REPORT AND PERIOD COVERED

14. SPONSORING AGENCY CODE

A 1:6 scale model of a turnout from a Wahluke Branch Canal lateral chute was used to develop the hydraulic design of the entrance into the turn­out. An efficient design consisting of a grill over an entrance in the chute floor was developed; a discharge coefficient was determined from the results for application to the design of similar turnouts. Baffle bars consisting of vertical strips of corrugated metal were developed to distribute the flow from the compartment beneath the floor of the chute into the constant-head orifice compartment. General guidelines were developed for using the baffle bars at other turnouts.

17 . KEY WORDS AND DOCUMENT ANALYSIS

a. DESCRIPTORS·-/ laterals/ orifices/ *turnouts/ *grills/ *baffles/ canals/ *chutes/ Washington/ discharges/ hydraulic models/ hydraulics/ culverts/ Vee-notched weirs/ hydraulic jump/ discharge coefficients/ hydraulic design

b . IDENTIFIERS·-/ Wahluke Branch Canal, Wash,/ Columbia Basin Project, Wash/ constant-head-orifice T 0

c . COSATI F ,eld! Group

18. DISTRIBUTION STATEMENT 19 . SECURITY CLASS 21. NO. OF PAGE (THIS REPORT)

Available from the Clearinghouse for Federal Scientific and Technical UNCLASSIFIED 22 Information, National Bureau of Standards, U.S. Department of Commerce, 20 _ SECURITY CLASS 22 _ PRICE Springfield, Virginia 22151. (THIS PAGE)

UNCLASSIFIED $3.00

-

REC-OCE-70-33

HYDRAULIC MODEL STUDIES

OF A TURNOUT FROM LATERAL

WB38 CHUTE - WAHLUKE BRANCH

CANAL - WASHINGTON

by

Glenn L. Beichley

August 1970

Hydraulics Branch Di vision of Research Office of Chief Engineer Denver, Colorado

UNITED STATES DEPARTMENT OF THE INTERIOR Walter J. Hickel Secretary

* BUREAU OF RECLAMATION Ellis L. Armstrong Commissioner ·

ACKNOWLEDGMENT

The studies were conducted by the writer and reviewed by T. J. Rhone under the supervision of the Applied Hydraulics Section Head, W. E. Wagner. The final plans evolved from these studies were developed through the cooperation of the Canals Branch of the Division of Design and the Hydraulics Branch in the Research Division in the Office of Chief Engineer during the period of January and February 1968.

Reprint or republication of any of this material shall give appropriate credit to the Bureau of Reclamation, Department of the Interior.

CONTENTS

Purpose Conclusions General Application Introduction The Model The Investigations

Preliminary Design Modifications Recommended Design

Application of the Results to Other Turnouts

Figure

1 2 3 4 5 6 7 8 9

10 11

Location Map . . . . . . . . Chute Plan, Profile, and Sections Chute Sta. 41+05.4-WB38C Turnout Chute Turnout Grills . . . . . 1 :6 Scale Model Preliminary Design Preliminary Chute Sta. 41 +05.4-WB38C Turnout Preliminary Chute Turnout Grills Preliminary Design Operation Model Views of Recommended Design Recommended Design Operation Recommended Design Operation

Page

1 1 1 1 1 1

1 2 2

3

5 7 9

11 13 15 17 19 20 21 22

PURPOSE

The purpose of the study was to develop the hydraulic design of turnouts from a lateral chute in Block 25 of the Wahluke Branch Canal.

CONCLUSIONS

1. The length of the intake in the floor of the chute was shortened 50 percent; this intake was long enough to divert the design flow of 75 cubic feet per second (2.12 cubic meters per second) from the chute.

2. T-bars in the grill (grizzly) of the floor intake were replaced with 3- by 3-inch (76.2- by 76.2-millimeter) angles placed with the apex pointing up. The spacing between centers of the angles is 6-7/16 inches (163.26 mm).

3. Vertical baffles spaced across the opening between the compartment under the floor of the chute and the constant-head orifice turnout compartment improved the flow distribution into the constant-head orifice.

4. A coefficient of discharge was determined for the grizzly for use in the design of other grizzlies at other turnouts.

5. General guidelines were determined for use in the design of baffle arrangements at other turnouts.

GENERAL APPLICATION

The results of this study can be applied to the design of similar turnouts from canal chutes and of drop-type energy dissipators as illustrated in Engineering Monograph No. 25. 1

INTRODUCTION

Wahluke Branch Canal, a part of the Columbia Basin Project, is located in East Central Washington about 20 miles (32 kilometers) southeast of Ephrata, Figure 1. Lateral WB38, is a chute from the canal to the Wahatis Wasteway, Figure 1. From the chute there are several turnouts to other laterals, Figure 2, the largest is the turnout at WB38C, Figures 3 and 4, which was model tested in this study. The capacity of this turnout is 75

cfs (2.12 ems) diverted from a flow of 75 cfs (2.12 ems) to 192 cfs (5.44 ems) in Lateral WB38.

THE MODEL

The model, Figure 5, built to a geometrical scale of 1 :6, included a 3.5- by 4.0-foot ( 1.07- by 1.22-m) head box; a 105-foot (32-m) prototype length of the chute; the turnout grill to WB38C lateral; the constant-head orifice structure in the turnout; the culverts from the constant-head orifice structure to the trapezoidal canal lateral; the exit transition from the culverts; a 30-foot (9.14-m) prototype length of the rock-lined trapezoidal canal. A slide gate at the outlet from the head box was used to regulate the flow depth and velocity in the chute. A portable orifice venturi meter measured the total flow to the head box; the Vee-notch weir box measured the flow remaining in the chute downstream from the turnout. A fixed weir at the downstream end of the rock-lined canal section maintained the proper water surface elevation in the canal.

THE INVESTIGATIONS

The primary purpose of the investigation was to insure that the grill (grizzly) over the entrance to the turnout to WB38C lateral from Lateral WB38 chute discharge the proper quantity of flow from the chute in a hydraulically satisfactory manner. In developing the design, it was necessary to investigate a range of flows from 75 cfs (2.12 ems) to 192 cfs (5.44 ems) in the chute; in all cases the flow to be diverted was 75 cfs (2.12 ems). The results of the study were to be applied to the design of the other turnouts from the chute.

The Preliminary Design

The preliminary design of the turnout to WB38C, Figures 6 and 7, utilized a grizzly 20 feet (6.10 m) long in the concrete floor of the chute through which the flow to the turnout entered.

With only 75 cfs (2.12 ems) in the chute, the grizzly discharged about 73 cfs (2.07 ems) into the turnout, Figure 8. The other 2 cfs (0.06 ems) continued along the top flat surfaces of the T-bars to the far end of the grill. It appeared that this quantity of flow would continue along the top flat surfaces of the T-bars for a great distance. Since 73 cfs (2.07 ems) entered the

1 "Hydraulic Design of Stilling Basins and Energy Dissipators," U.S. Department of the Interior, Bureau of

Reclamation Engineering Monograph No. 25 by A. J. Peterka.

turnout in about the first third of the grizzly's length, the grizzly appeared to be longer than necessary, Figure 8.

Operation of the structure with 75 cfs (2.12 ems) being diverted from 192 cfs (5.44 ems) in the chute was completely satisfactory at the grizzly, Figures 5 and 8. However, it was noted that the downstream half of the grizzly could be covered and the performance was just as satisfactory.

With 192 cfs (5.44 ems) in the chute, the flow that entered the turnout was concentrated on the left side of the constant-head orifice structure. Actually some reverse flow occurred on the right side. With 75 cfs (2.12 ems) in the chute, the flow into the constant-head orifice structure was more evenly distributed with slightly more flow on the right side.

Modifications

The grizzly was shortened to half its original length by eliminating the downstream portion. The 4-inch ( 101.6-mm) wide T-bars were replaced with 1-1/4-inch (31-3/4-mm) by 1-1 /4-inch (31-3/4-mm) angles with 1-1 / 16-inch (27-mm) open spaces between the 1-1/4-inch (31-3/4-mm) surfaces. The flat surfaces of the angles still carried a small portion of the flow across the entrance at the chute discharge of 75 cfs (2.12 ems).

The 1-1/4-inch (31-3/4-mm) angles were then replaced with 3-inch (76.20-mm) by 3-inch (76.20-mm) angles placed with the apex up at 6-7/16 inches (163-1/4 mm) on centers, Figure 4. The clearance between the floor of the chute and the sloping floor beneath the grizzly was reduced at the downstream end when the grizzly and entrance was shortened. To provide additional room, the slope of the floor beneath the grizzly was steepened.

The concept of placing the angles with the apex up appeared to be an excellent one since the required amount of flow entered the openings between angles for all lateral flows. However, finding a method of anchoring the ends of the angles to the floor of the chute to prevent them from becoming a debris trap presented some problems.

The steeper slope on the floor beneath the grizzly was unsatisfactory since the hydraulic jump in the compartment below the floor of the chute was much more turbulent and the turbulence carried into the

2

constant-head orifice structure. It was believed that the flatter slope in the previous design provided a more streamlined entrance into the jump and better energy dissipation in the form of fine-grained turbulence.

The flatter slope was reinstalled and a test was made to evaluate the need for the grizzly. At 192 cfs (5.44 ems) in the chute with the grizzly removed, the water level in the downstream compartment of the constant-head orifice fluctuated tremendously, often overtopping the walls. With the grizzly in place, the fluctuations were reduced to about 6 inches (152.40 mm) and the flow in both compartments of the constant-head orifice structure was much more stable. The grizzly also reduced the wave heights and smoothed the flow in the chute downstream from the entrance to the turnout.

To provide better flow distribution into the constant-head orifice structure, vertical baffle bars 5-1 /3 inches ( 135.47 mm) wide were placed at various spacings across the opening from the compartment below the floor of the chute. This bar width was used because it was anticipated that strips of corrugated metal (two corrugations wide) would be used to provide strength and rigidity to the long, slender baffles.

Recommended Design

The recommended design, Figures 3, 4, and 9, utilizes the 10-foot-long turnout grill made from the 3- by 3-inch (76.2- by 76.2-mm) angles on 6-7/16-inch ( 163.26-mm) centers with the apex of the angles up.

A scheme for supporting the grill at the downstream end was developed and tested that provided maximum clearance between the floor of the chute and the sloping floor of the turnout entrance and would catch a minimum amount of debris at low flows. Leaves and small twigs from dried Russian thistles added to the flow in the chute were not detained on the grill. It was noted that rocks in bedload sediment could become wedged between the angles; however, this type of debris was not expected.

No hydraulic problems were encountered when 75 cfs (2.12 ems) was diverted from chute flows ranging between 75 cfs (2.12 ems) and 192 cfs (5.44 ems), Figures 10 and .11. Nor were any adverse conditions noted when none of the flow in the chute was diverted.

At 75 cfs (2.12 ems) in the chute, some foam from the hydraulic jump in the compartment below the lateral

floor appeared on the downstream end of the grizzly, Figure 10. However, less than 1 cfs (0.03 ems) was carried across the grizzly. At discharges of 76 cfs (2.15 ems) or more in the chute, 75 cfs (2.12 ems) was diverted into the turnout and the hydraulic performance in the chute was excellent, Figures 11 and 12.

The arrangement . of the baffles between the compartment beneath the floor of the chute and the constant-head orifice turnout structure was developed in the model using wood slats, Figure 9, to represent the 5-1/3-inch (135.47-mm) wide corrugated metal baffles in the prototype, Figure 3. Corrugated metal strips (two corrugations wide), were used to provide strength and rigidity to the long, slender baffles. Closer spacing of the strips at the downstream end of the compartment improved the distribution of flow into the constant-head turnout when the chute was discharging 192 cfs (5.43 ems). Placing two strips together at the upstream end of the compartment improved the flow around the upstream corner into the constant-head orifice structure when the chute flow was 75 cfs (2.12 ems). Further, it was determined that the total flow area of the openings between the strips could be reduced to approximately, but not less than, the flow area of the two orifices between the two compartments of the constant-head orifice turnout structures. Therefore, the total number of 5-1/3-inch ( 135.47-mm) wide strips was limited to 16.

APPLICATION OF THE RESULTS TO OTHER TURNOUTS

To apply the results of this study to the design of the grizzlies at other turnouts from the chute, the discharge coefficient was determined for the grizzly discharge expression referred to in Engineering Monograph No. 25 1

Q L=----=---

CSN y'2gy°

where L is the length of grizzly, Q is the total discharge, C is an experimental coefficient, S is the average space width between angles including the end spaces to canal walls, N is the number of spaces, g is the acceleration of gravity, and y is the flow depth in the canal. The value of C for the 10-foot (3.05-cm)

1 Op. cit. p. 1

3

long grill discharging 75 cfs (2.12 ems) was 0.47. Since the same size angles and spacing was to be used at other turnouts, the required grizzly lengths could be determined for the given flow depths and discharges through the grizzly.

In applying the results of this study to the design and arrangement of the vertical baffle strips at the flow entrances to the other constant-head orifice turnouts, two general requirements were met. First, the total number of strips that was used was limited to the number that would not reduce the area between baffles to less than the flow area of the orifices between compartments in the constant-head orifice. Second, the open area was proportioned between baffles across the width of the opening as closely as possible to the spacing developed for the turnout in this investigation.

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General view looking upstream along chute showing the head box and vee-notched wier box with the constant-head orifice turnout, pipe culverts, and canal lateral extending to the left. Photo P222-D-67488

Looking downstream showing the turnout grill and the constant-head orifice structure with the two head gages to regulate the flow diverted from the chute. Photo P222-D-67490

WAHLUKE BRANCH CANAL 1 :6 SCALE MODEL PRELIMINARY DESIGN

13

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PRELIMINARY CHUTE TURNOUT GRILLS

17

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Chute flow is 75 efs (2.12 ems) with 73 cfs (2.07 ems) diverted. Photo P222-D -67487

Chute flow is 192cfs (5.43 ems) 75 efs (2 .12 ems) in turnout. Photo P222-D-67489

WAHLUKE BRANCH CANAL PRELIMINARY DESIGN OPERATION

1 :6 SCALE MODEL

19

Figure 8

Figure 9

General view looking upstream. Photo P222·D-67491

Grizzly looking downstream. Photo P222-D-67492

Baffled turnout looking upstream. Photo P222·D-67493

WAHLUKE BRANCH CANAL MODEL VIEWS OF RECOMMENDED DESIGN

1:6 SCALE MODEL

20

Chute flow is 75 cfs (2.12 ems). Photo P222-D-67494

Chute flow is 80 efs (2.26 ems). Note: 75 cfs (2.12 ems) in turnout. Photo P222-D-67495

WAHLUKE BRANCH CANAL RECOMM ENDED DESIGN OPERATION

1 :6 SCALE MODEL

21

Figure 10

Figure 11

Chute flow is 95 cfs (2.69 ems). Photo P222-D-67496

Chute flow is 192 cfs (5.43 ems) . Note: 75 cfs (2.12 ems) in turnout. Photo P222-D-67497

WAHLUKE BRANCH CANAL RECOMMENDED DESIGN OPERATION

1 :6 SCALE MODEL

7-1750 (1-70) Bureau of Reclamation

CONVERSION FACTORS--BRITISH TO METRIC UNITS OF MEASUREMENT

The following conversion factors aiopted by the Bureau of Reclamation are those published by the American Society for Testing and Materials (ASTM Metric Practice Guide, E 380-68) except that additional factors (*) commonly u.sed in the Bureau have been aided. Further discussion :if definitions of quan:ities and units is given in the ASTM Metric Pra:::tice Guide.

The metric units and ,conversion factors adopted by the ASTM are based :in the "International 8'Jstem of Units" (designated SI for Systeme International d'Unites), fixed by the International Committee for Weights and Measures; this system is also known as the Giorgi or MKSA (meter-kilogram (mass)-second-ampere) system. This system has been adopted by the International Organization for Staniardization in ISO Recommendation R-31.

The metric technical unit of force is the kilogram-force; this is the force which when applied to a boiy having a mass of 1 kg, gives it an acceleration of 9. 80665 m/sec/sec, the standard acceleration of free fall toward the earth's center for sea level at 45 deg latitude. The metric unit of force in SI units is the newton (N), which is defined as that force which, when applied to a body having a mass of 1 kg, gives it an acceleration of 1 m/sec/sec. These units must be distinguished from the (in:::onstant) local weight of a body having a mass of 1 kg; that is, the weight of a body is that force with which a body is attracted to the earth and is equal to the mass of a body multiplied by the acceleration due to gravity. However, because it is general practice to use "pound" rather than the technically correct term "pound-force," the term "kilogram" (or derived mass unit) has been used in this guide instead of "kilogram­force" in expressing the conversion factors for forces. The newton unit of force will find inGreasing use, ani is essential in SI units.

Where appr0ximate or nominal English units are used to express a value or range of values, the converted metric units in parentheses are also approximate or n0minal. Where precise English units are used, the converted metric units are expressed as equally significant values.

Table I

QUANTITIES AND UNITS OF SPACE

Multiply By To obtain

LENGTH

Mil. 25. 4 (exactly). . Micron Inches 25. 4 (exactly). . Millimeters

2. 54 (exactly)*. Centimeters Feet. 30. 48 (exactly) • . Centimeters

O. 3048 (exactly)*. Meters 0. 0003048 (exactly)* Kilometers

Yards 0. 9144 (exactl5') • Meters Miles (statute). 1, 609. 344 (exactly * • Meters

. 1. 609344 (exactly) Kilometers

AREA

Square inc hes . 6. 4516 (exactly) . Square centimeters Square feet • 929.03* •• Square centimeters

0.092903. Square meters Square yards o. 836127 . Square meters Acres .. 0. 40469* • Hectares

4,046. 9* ••• Square meters 0.0040469* Square kilometers

Square miles 2. 58999. Square kilometers

VOLUME

Cubic inches 16.3871 . Cubic centimeters Cubic f~et. • 0.0283168. Cubic meters Cubic yards • o. 764555 • Cubic meters

CAPACITY

Fluid ounces (U.S.) 29. 5737 • Cubic centimeters 29. 5729 • Milliliters

Liquid pints (U.S.) 0.473179. Cubic decimeters o. 473166 • Liters

Quarts (U.S.). 946.358* •• Cubic centimeters 0. 946331*. Liters

Gallons (U.S.). 3,785.43* Cubic centimeters 3. 78543. Cubic decimeters 3. 78533 •• Liters 0. 00378543*. Cubic meters

Gallons (U. K.) 4.54609 Cubic decimeters 4.54596 Liters

Cubic feet. 28. 3160 Liters Cubic yards. 764.55* Liters Acre-feet. • 1,233. 5* Cubic meters

• 1, 233, 500* Liters

Multi l

Grains (1/7, 000 lb) • • . Troy ounces (480 grains). Ounces (avdp). • . . . . Pounds (avdp). . • . Short tons (2,000 lb).

Long tons (2,240 lb):

Pounds per square inch

Pounds per square foot

Ounces per cubic inch . . . Pounds per cubic foot . . .

Tons Uong) per cubic ia.rd :

Ounces per gallon (U.S.) Ounces per gallon (U. K.) Pounds per gallon (U.S.) Pounds per gallon (U. K.)

Inch-pounds

Foot-pounds

Foot-pounds per· i~ch Ounce-inches. . . .

Feet per second.

Feet per year. . Miles per hour •

Feet per second2

Cubic feet per second {second-feet) .•..•....

Cubic feet per minute . . Gallons (U. S,) per minute

Pounds.

B

MASS

64. 79891 (eimctly) 31. 1035. • . . . 28. 3495. • . . . . . 0. 45359237 (exactly).

907. 185 .... . . 0. 907185 ... . . 1,016.05. • . . . .

FORCE AREA

o. 070307. 0. 689476. 4. 88243 .

47. 8803 ••

MASS/VOLUME (DENSITY)

1. 72999 . 16. 0185 .

0. 0160185 1. 32894

MASS CAPACITY

7. 4893. 6. 2362.

119. 829 . 99, 779 .

BENDING MOMENT OR TORQUE

~:mgg1,; 106:

~: m~~5,; 107: 5. 4431. •..

72. 008 ....

VELOCITY

30. 48 (eimctly). • . 0. 3048 (exactly)* . 0. 965873 X 10-6* , 1. 609344 (exactly). 0. 44704 (eimctly) .

ACCELERATION*

o. 3048* .•

FLOW

0. 028317* 0. 4719 . 0. 06309 •

FORCE*

o. 453592* . . .

t :iirx 10-5* :

Table II

QUANTITIES AND UNITS OF MECHANICS

Mlll!grams Grams Grams Kilograms Kilograms Metric tons Kilograms

To obtain

Kilograms per square centimeter Newtons per square centimeter Kilograms per square meter Newtons per square meter

Grams per cubic centimeter Kilograms per cubic meter Grams per cubic centimeter Grams per cubic centimeter

Grams per liter Grams per liter G.rams per liter Grams per liter

Meter-ldlograms Centimeter-dynes Meter-kilograms Centimeter-dynes Centimeter-kilograms per centimeter Gram-centimeters

Centimeters per second Meters per second Centimeters per second Kilometers per hour Meters per second

Meters per seconct2

Cubic meters per second Liters per second Liters per second

Kilograms Newtons D es

Multi l

British thermal units (Btu) .

Btu per pound. Foot-pounds

Horsepower . • . . . . Btu per hour • . • . . • Foot-pounds per second .

Btu In. /hr ft2 deg F (k, thermal conductivity)

2 ••. Btu ft/hr ft deg F . • • • •

B~%~~J~n~~l F. (~, .t~er_~.

Deg F hr ft2/Bt,;_ (R; the;~· resistance) . . . . . . . . .

Btu/lb deg F (c, heat capacity) .

~;~~~~ ~fie:rr:al · diff,;.s1'.,1iy)

Grains/hr ft2 (water vapor transmission) . . . • . .

Perms {permeance) . • . . Perm-inches (permeability)

Multi l

Cubic feet per square foot per day (seepage) . . . . • . •

Pound-seconds per square foot (viscosity) . . . . . . . . . .

Square feet per second (viscosity). Fahrenheit degrees (change)*. Volts per mil. . . . . . . . Lumens per square foot (foot-

canclles) .•...•.. Ohm-circular mils per foot · M1111curies per cubic Toot Mllliamps per square foot Gallons per square yard . Pounds per inch.

B

WORK AND ENERGY•

. 0. 252*

. 1,055.06 . • . . 2. 326 (exactly) 1. 35582*. .

POWER

745. 700 .•• 0. 293071. • 1. 35582 • .

HEAT TRANSFER

1. 442 . 0. 1240. 1. 4880*

0. 568 4. 882

1. 761 4. 1868 1. 000* 0. 2581 . 0. 09290*.

WATER VAPOR TRANSMISSION

16. 7 0. 659 1. 67

Table lll

OTHER QUANTITIES AND UNITS

B

304. 8• ..

4. 8824* .. 0. 092903* .• 5/9 exactly . 0. 03937.

10. 764 .. 0. 001662 35. 3147* 10. 7639* . .

4. 527219* • 0. 17858* . .

To obtain

Kilogram calories Joules Joules per gram Joules

Watts Watts Watts

Mill!watts/cm deg C

~~ ;!f!'in~ ';:? cfeg C

Mllllwatts/c.n2 deg c Kg cal/hr m6 deg C

Deg C cm2/m!ll!watt J/g deg C Calf gram deg C fr,~j,;ec

Grams/24 hr m2 Metric perms Metric perm-centimeters

To obtain

Liters per square meter per day

Kilogram second per square meter Square mete rs per sec and Celsius or Kelvin degrees (change)* Kilovolts per millimeter

Lumens per square meter Ohm-square millimeters per meter M1111cur1es per cubic meter Mllliamps per square meter Liters per square meter Kilograms per centimeter

GPO 830-619

............. ······························ ........................................................................................ ' ................................. .

ABSTRACT

A 1 :6 scale model of a turnout from a Wahluke Branch Canal lateral chute was used to develop the hydraulic design of the entrance into the turnout. An efficient design consisting of a grill over an entrance in the chute floor was developed; a discharge coefficient was determined from the results for application to the design of similar turnouts. Baffle bars consisting of vertical strips of corrugated metal were developed to distribute the flow from the compartment beneath the floor of the chute into the constant-head orifice compartment. General guidelines were developed for using the baffle bars at other turnouts.

ABSTRACT

A 1 :6 scale model of a turnout from a Wahluke Branch Canal lateral chute was used to develop the hydraulic design of the entrance into the turnout. An efficient design consisting of a grill over an entrance in the chute floor was developed; a discharge coefficient was determined from the results for application to the design of similar turnouts. Baffle bars consisting of vertical strips of corrugated metal were developed to distribute the flow from the compartment beneath the floor of the chute into the constant-head orifice compartment. General guidelines were developed for using the baffle bars at other turnouts .

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : ................................................................................... .

ABSTRACT

A 1 :6 scale model of a turnout from a Wahluke Branch Canal lateral chute was used to develop the hydraulic design of the entrance into the turnout. An efficient design consisting of a grill over an entrance in the chute floor was developed; a discharge coefficient was determined from the results for application to the design of similar turnouts. Baffle bars consisting of vertical strips of corrugated metal were developed to distribute the flow from the compartment beneath the floor of the chute into the constant-head orifice compartment. General guidelines were developed for using the baffle bars at other turnouts.

ABSTRACT

A 1 :6 scale model of a turnout from a Wahluke Branch Canal lateral chute was used to develop the hydraulic design of the entrance into the turnout. An efficient design consisting of a grill over an entrance in the chute floor was developed; a discharge coefficient was determined from the results for application to the design of similar turnouts. Baffle bars consisting of vertical strips of corrugated metal were developed to distribute the flow from the compartment beneath the floor of the chute into the constant-head orifice compartment. General guidelines were developed for using the baffle bars at other turnouts.

REC-OCE-70-33 Beichley, G L HYDRAULIC MODEL STUDIES OF A TURNOUT FROM LATERAL WB38 CHUTE-WAH LUKE BRANCH CANAL-WASHINGTON. Bur Reclam Rep REC-OCE-70-33, Hydraul Br, July 1970. Bureau of Reclamation, Denver, 22 p, 11 fig, 3 tab, 1 ref

DESCRIPTORS-/ laterals/ orifices/ *turnouts/ *grills/ *baffles/ canals/ *chutes/ Washington/ discharges/ hydraulic models/ hydraulics/ culverts/ Vee-notched weirs/ hydraulic jump/ discharge coefficients/ hydraulic design IDENTIFIERS-/ Wahluke Branch Canal, Wash/ Columbia Basin Project, Wash/ constant-head-orifice T 0

REC-OCE-70-33 Beichley, G L HYDRAULIC MODEL STUDIES OF A TURNOUT FROM LATERAL WB38 CHUTE-WAH LUKE BRANCH CANAL-WASHINGTON. Bur Reclam Rep REC-OCE-70-33, Hydraul Br, July 1970. Bureau of Reclamation, Denver, 22 p, 11 fig, 3 tab, 1 ref

DESCRIPTORS-/ laterals/ orifices/ *turnouts/ *grills/ *baffles/ canals/ *chutes/ Washington/ discharges/ hydraulic models/ hydraulics/ culverts/ Vee-notched weirs/ hydraulic jump/ discharge coefficients/ hydraulic design IDENTIFIERS-/ Wahluke Branch Canal, Wash/ Columbia Basin Project, Wash/ constant-head-orifice T 0

REC-OCE-70-33 Beichley, G L HYDRAULIC MODEL STUDIES OF A TURNOUT FROM LATERAL WB38 CHUTE-WAH LUKE BRANCH CANAL-WASHINGTON. Bur Reclam Rep REC-OCE-70-33, Hydraul Br, July 1970. Bureau of Reclamation, Denver, 22 p, 11 fig, 3 tab, 1 ref

DESCRIPTORS-/ laterals/ orifices/ *turnouts/ *grills/ *baffles/ canals/ *chutes/ Washington/ discharges/ hydraulic models/ hydraulics/ culverts/ Vee-notched weirs/ hydraulic jump/ discharge coefficients/ hydraulic design IDENTIFIERS-/ Wahluke Branch Canal, Wash/ Columbia Basin Project, Wash/ constant-head-orifice T O

REC-OCE-70-33 Beichley, G L HYDRAULIC MODEL STUDIES OF A TURNOUT FROM LATERAL WB38 CHUTE-WAH LUKE BRANCH CANAL-WASHINGTON. Bur Reclam Rep REC-OCE-70-33, Hydraul Br, July 1970. Bureau of Reclamation, Denver, 22 p, 11 fig, 3 tab, 1 ref

DESCRIPTORS-/ laterals/ orifices/ *turnouts/ *grills/ *baffles/ canals/ *chutes/ Washington/ discharges/ hydraulic models/ hydraulics/ culverts/ Vee-notched weirs/ hydraulic jump/ discharge coefficients/ hydraulic design IDENTIFIERS-/ Wahluke Branch Canal, Wash/ Columbia Basin Project, Wash/ constant-head-orifice T 0