FLOOD-CONTROLSTILLING BASIN, BUFORD DAM CHATTAHOOCHEE ...

CORPS OF ENGINEERS. U. S. ARMY

FLOOD-CONTROL STILLING BASIN, BUFORD DAM

CHATTAHOOCHEE RIVER, GEORGIA

HYDRAULIC MODEL INVESTIGATION

TECHNICAL MEMORANDUM NO. 2-350

WATERWAYS EXPERIMENT STATION

VICKSBURG, MISSISSIPPI

A.RMY-MRC VICKSBURG. MISS.

OCTOBER 1952

PROP.ERTY OFU. S. ~ ~

O~FI CtE GRIEF 013' ENGI~SJJIlmARY

i

PREFACE

Model investigations of the flood-control stilling basin· for Buford

Dam, Chattahoochee River, Georgia, were authorized by the Chief of Engi

neers in the tenth indorsement, dated 14 November 1951, to a letter

dated 3 November 1950) from the Mobile District through the South At

lantic Division to the Office, Chief of Engineers. The model study was

conducted in the Hydraulics Division of the Waterways Experiment Station

during the period December 1951 to March 1952. Personnel actively con

nected with the model study were Messrs. F. R. Brown, T. J. Buntin)

J. H. Ables, Jr.,~and N~ V. Cowan.

Messrs. L. G. Leach and E. L. Belladonna-of the South Atlantic Divi

sion and G. W. Gaines, C. E. Bentzel and E. A. Jones of the Mobile Dis

trict visited the Waterways Experiment Station during the course of the

study to observe model operation and discuss test results.

CONTENTS

iii

PREFACE

SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . .i

v

PART I: INTRODUCTION

Pertinent Features of the Project •Purpose of Model Analysis • • • • •

PART II: THE MODEL

Description • • •Scale Relationships •

1

12

4

45

PART III: TESTS AND RESULTS 7

Tests of Original DesignAlterations to Original Design ••••

78

PART IV:

TABLE 1

DISCUSSION • • • 11

PHOTOGRAPHS 1-28

PLATES 1-19

v

SUMMARY

Model investigations of the flood-control stilling basin for Buford

Dam were conducted on a 1:25-scale model to verify the hydraulic design

of the basin and to determine if flow conditions could be improved by

the addition of baffle piers or by revisions to the end sill. The re

moval of the right training wall also was investigated to determine whether

such revision would impair flow conditions. The length, width, and eleva

tion of the stilling basin were fixed by other considerations and could

not be altered.

Tests indicated that, although flow conditions in the original

design basin were generally satisfactory, improved performance would

result by increasing the end sill height from 5 to 7.5 ft. The addition

of baffle piers to the apron was not considered necessary. The tests

also indicated that the right training wall length should be maintained

as originally designed.

FLOOD-CONTROL STILLING BASIN, BUFORD DAM

CHATTAHOOCHEE RIVER, GEORGIA"

Hydraulic Model Investigation

PART I: INTRODUCTION

Pertinent Features of the Project

1. Buford Dam is arolled-earth-fill dam. under construction on the

Chattahoochee River approximately 35 miles northeast of Atlanta, Georgia

(fig. 1). The main dam will be approximate'ly

200 ft high and 1600 ft long. A series of

saddle dikes in the surrounding hills will

complete the system and provide a reservoir

of 418,000 acres ~t spillway crest elevation

of 1085* and a total storage capacity of

2,495,000 acre-ft.

2. A powerhouse and flood-control

structure will be located in the right abut-

ment of the dam. The powerhouse will have

two large units of 55,000 horsepower each and

TENNESSEE__--;:;;"A;~

RINGOLD

SCALE IN MILES10 20 30 40

Fig. 1. Vicinity map

one small unit of 8,400 horsepower. Water will be conveyed to the

powerhouse through tunnels which will be used for diversion flow during

construction of the main dam. The two large units will be served by 22-

ft-diameter penstocks. The small unit will be served by a 10-ft-diameter

* All elevations are in feet above mean sea level.

2

penstock branching off' from one of the large penstocks.

3. The flood-control structure will consist of an intake tower, a

single tunnel 13.25 ft in diameter and about 350 ft in length) and a

stilling basin. The flood-control structure is designed to pass a dis

charge of 11,750 cfs at the maximum reservoir elevation of 1100. Normal

flow regulation will be accomplished by means of two broome-type gates

6.5 ft wide by 13.25 ft high located in the intake tower. The flood

control stilling basin will be of the hydraulic-jump type with an over

all length of 225 ft and a maximum width of 41 ft. The drop from tunnel

invert to stilling basin apron will be 21.75 ft (plate 1). During the

course of the model tests baffle piers were found unnecessary and the end

sill was increased in height from 5 ft to 7.5 ft.

4. Flows exceeding the storage capacity of the reservoir will pass

over an uncontrolled chute-type spillway located in a saddle about one

mile east of the main dam. The spillway is designed to pass a maximum

discharge of 16,300 cfs under a head of 15.0 ft. The crest of the spill

way is at elevation 1085. Flow will pass through the spillway and into

the natural drainage channel with no reduction in velocities.

Purpose of Model Analysis

5. Sufficient data from previous model studies of intake struc

tures and conduit flow were available to insure adequate design criteria

for the flood-control intake and sluice. However, studies of the flood

control stilling basin were considered necessary inasmuch as velocities

as high as 90 ft per sec are expected at the outlet portal. The studies

reported herein were confined to determination of the adequacy of the

3

original design stilling basin and the possibility of improvements there

to by modification of the end sill or addition of baffle piers. The pos

sibility of a reduction in length or elimination of" the right training

wall also was to be determined. The Mobile District Office instructed

that no changes were to be made to the length, width, and elevation of

the stilling basin.

4

PART II: THE MODEL

Description

6. The model of Buford Dam flood-control stilling basin was con

s tructed to an undistorted scale ratio of 1 :25 and reproduced approxi

mately 104 ft of the downstream end of the sluice , the entire flood-control

stilling basin , and about 300 ft of the exit area downstream from t he power

house and flood-control stilling basin (see f ig. 2 and plate 2) . The

sluice wa s constructed of sheet met al. The stilling basin, s i de wa l ls,

and ba s in elements wer e f abr i ca t ed of wood . Those port i ons of the model

representing the exit channel and overbank areas wer e molded i n cement

Fig . 2 . Buf ord Dam f lood-control stilling basin mode l

5

mortar to sheet-metal templets. Steel rails set to grade along each side

of the model provided a reference plane for all measuring devices. Water

surface elevations were measured by means of a portable sounding rod

placed on an angle beam supported by the rails. Velocities were meas

ured by means of a pitot tube so constructed as to permit measurements

for any direction of flow. Flow conditions were recorded photograph

ically. Pressures were measured by means of piezometers installed in

the model and connected to a gage by copper tubing.

7. The water used-in the operation of the model was supplied

by a circulating system, the measurement of discharge being accom

plished by use of a venturi meter installed in the inflow line. Flow

from the supply line was discharged into the headbay where it was

stilled by baffles prior to its entrance into the model sluice. The

tailwater elevation in the exit area was controlled by an adjustable

tailgate. After passing over the tailgate the water flowed through a

return line back:to the sump from which it was originally pumped.

Scale Relationships

8. The accepted equations of hydraulic similitude) based upon

the Froudian relationships, were used to express the mathematic~l

relationships between the dimensions and the hydraulic quantities of

the model and the prototype. General relationships for transference

of model data to prototype equivalents, or vice versa, are presented

in the following table:

6

Dimension

Length

Area

Velocity

Discharge

Ratio

Lr

Ar = Lr2

Vr = Lr1/2

Q - L 5/2r - r

Scale Relationship

1:25

1:625

1:5

1:3125

7

PART III: TESTS AND RESULTS

9. Tests of the stilling basin were made for conditions of: (a)

original design, (b) one row of 5-ft-high baffle piers located at sta

1+86, (c) two rows of 5-ft-high baffle piers located at sta 1+71 and 1+86,

(d) end sill increased in height to 7.5 ft, and (e) right training wall

reduced in length. Data were obtained for discharges of 11,750, 10,800,

10,430, and 3,800 cfs corresponding respectively to maximum pool eleva

tion, maximum flood-control pool elevation, maximum power pool elevation,

and full sluice flow. Normal tailwater elevations as computed for the

flood-control sluice operating independently were used for downstream

control. Some photographic data were obtained for discharges of 11,500

and 7,500 cfs, in addition to the discharges listed above, to indicate the

effect of variation in tailwater above and below computed elevation.

Tests of Original Design

10. Details of the original design stilling basin, with the excep

tion of the baffle piers, are shown on plate 1. Baffle piers were omitted

from the original design basin. Water-surface profiles, current directions,

velocities, and spray data are shown on plates 3-9. Flow conditions are

shown on photographs 1-12.

11. Flow conditions in the stilling basin were generally satisfac

tory throughout the entire range of discharge. A satisfactory hydraulic

jump formed in the stilling basin, although a portion of the jump extended

into the exit channel during high flows. Downstream from the end sill

considerable wave action resulted from impingement of the flow on the

8

right bank. Eddy action and some upstream currents existed downstream

from t~e right training wall. An increase of 5 ft in tailwater elevation

had no appreciable effect on jump action within the basin unless the

right training wall was overtopped (photographs 4-5). The tailwater

could be lowered about 6 ft before spray action existed for discharges

in the range of 10,000 to 11,000 cfs (plate 9). The tailwater could be

lowered still further for discharges above 11,250 cfs and below 10,000

cfs before spray existed.

12. Bottom velocities in the exit channel were negligible for

all discharges. A maximum downstream velocity of 16 ft per sec was

recorded over the end sill for a discharge of 11,750 cfs (plate 5);

bottom velocities over the end sill for discharges of 10,800 and 10,430

cfs (plates 6 and 7) were upstream in direction and varied from 10 to 17

ft per sec. For a discharge of 10,430 cfs, flow appeared to be concen

trated in the left side of the stilling basin.

Alterations to Original Design

One row of baffle piers

13. One row of 5-ft-high baffle piers (plate 1) was added to the

basin of original design at sta 1+86. The baffle piers appeared to sta

bilize the position of the hydraulic jump and deflected bottom currents

away from the end sill. Data presented on plate 10 indicate that veloc

ities i~ediately over the end sill were negligible.

Two rows of baffle piers

14. An additional row of 5-ft-high baffle piers was added at

sta 1+71 (plate 1) and complete flow data obtained (see photographs

9

13-16 and plates 11-16).

15. Flow conditions with two rows of baffle piers were satis

factory for all conditions of discharge. Good hydraulic jump action

existed and the distributio~ of flow across the end sill appeared to be

slightly better than that observed with no baffle piers. Bottom veloc

ities over the end sill and in the exit area were negligible. The basin,

however, was slightly more susceptible to spray action with the baffle

piers installed (plate 9). For a discharge of 11,000 cfs the tailwater

could be lowered only 4.5 ft below normal before spray occurred as com~

pared to a reduction of 6 ft in tailwater possible before spray action

occurred in the basin without baffle piers.

Increased end sill height

16. Engineers of the Mobile District did not desire to include

baffle piers in the stilling basin design because of initial and pos

sible maintenance costs. Since the test data indicated safe conditions

without baffle piers, efforts were directed toward the further improve

ment of flow -'conditions by revisions to the end sill. A series of short

observation tests indicated best performance could be obtained with the

end sill height increased from 5 to 7 or 8 ft. Therefore, a 7.5-ft end

sill was selected for detailed investigation (plate 17).

17. Flow conditions were generally improved by use of the higher

end sill and compared favorably with those observed with two rows of

baffle piers installed in the stilling basin (photographs 17-22). Com

parative water-surface profiles and current direction plots are shown

on plates 12 and 18, respectively. Bottom velocities were slightly

higher over the end sill than with two rows of baffle piers installed,

10

be ing in t he range of 4 to 8 ft per sec . Bottom vel oc iti e s i n t he exit

area were negligible (plate 19) . Spray data are pre sent ed on pl ate 9.

18 . Piezometers were installed on the top step of the en d s i l l

as indicated on plate 17 and pressures obtained for a compl ete range of

dis charges . The pressures obtained (table 1) were approximately t he same

as the depth of tailwater , thu~ indicating that no excessive overturning

force would be exerted on the end sill .

Reduced length , right training wall

19. Consideration was given to t he possibility of reducing iin

length or eliminating entirely the r ight training wall and t ests were

made with the wall shortened 108 f t to sta 1+17 (see f i g. 3) .

Fig . 3. Right t r a i ni ng wallshor t ened 108 ft to s ta 1+17.0

20 . Photographs 23-28 i nd icate

that flow conditions wi thi n the stilling

basin and exit area with t he shortened

wall were considerably more turbulent

than with the wall of original lengt h .

Eddy action i n t he area t o the right of

the training wall confi ned f l ow t o t he

left side of t he s t i lli ng ba s in. Lar ge

waves forme d during high di s charges and

occa s iona l ly overtopped t he bank of t he

right side of the exit channel. Flow

condi t i ons were so unsatisfactory t hat

further reduc tion in t he tra i ni ng wall

length was not investigated .

11

PART IV: DISCUSSION

21. Model investigations of the flood-control stilling basin for

Buford Dam provided information on the basin of original design and indi

cated the feasibility of minor revisions to improve flow conditions.

Omission of baffle piers from the stilling basin was found permissible.

The model results also indicated that increasing the height of the end

sill as originally designed by 2.5 ft improved flow conditions. A more

stable hydraulic jump existed in the basin with the height of end sill

increased and a greater drop in tailwater elevation was possible before

spray action resulted, Elimination or reduction in length of the right

training wall is not recommended.

22. Flow conditions within the stilling basin of original design

with a 7.5-ft-high end sill were satisfactory for all conditions of

discharge. Bottom velocities over the end sill and in the exit channel

were negligible. However, during high discharges surface velocities were

as great as 20 ft per sec which could result in some erosion of overburden

material along the adjacent left bank. Some erosion by wave attack also

could occur on the right bank of the exit channel immediately downstream

from the stilling basin.

Table 1

PRESSURE MEASUREMENTS ON THE 7.5-FT END SILL

PressuresPiez No.1 Piez l\fo. 2 Piez No. 3

Flow Conditions Max Min Max Min Max Min

Discharge, 3,800 cfs 19.5 19.5 19.5 19.5 19·5 19.5Tailwater elev, 920.0

Discharge, 7,500 cfs 24.4 22.9 24.4 22.9 24.4 22.9Tailwater elev, 923.9

Discharge, 10,430 cfs 28.8 25.8 28.8 25.8 28.8 25.8Tai1water e1ev, 926.5

Discharge, 10,800 cfs 31.0 26.0 31.0 26.0 31.0 26.0Tailwater e1ev, 92.6.8

Discharge, 11,250 cfs 28~8 25.8 28.8 25.8 28.8 25.8Tai1water e1ev, 927.1

Discharge, 11,750 cfs 32.5 32.5 32.5 32.5 32.5 32.5Tai1water elev, 934.0

Notes: Pressures in feet of water were measured against the upstreamface of the top step of the end sill at sta 2+22.5.

Piezometers 1, 2, and 3 are at elevation 899.0.

PHOTOGRAPHS

Photograph 1 . Flow throughoriginal design stilling basin

Discharge, 11,750 cfsTailwater elev, 922 .0 (spray action)

Photograph 2 . Downstream viewof flow through originaldesign stilling basinDischarge, 11,750 cfs

Tailwater elev, 934.0 (nor ma l)

Photograph 3. Upstream view offlow through original design

stilling basinDischarge, 11,750 cfs

Tailwater elev, 934.0 (nor ma l )

Photograph 4. Downstream viewof flow through originaldesign stilling bas i nDischarge, 11,750 cf s

Tailwater elev, 939.0 (normal+5 .0 ft)

Photograph 5. Upstream view offlow through or i gi nal design

stilling basinDischarge, 11, 750 cf s

Ta ilwater elev, 939. 0 (normal+5.0 ft)

Photograph 6. Flow throughoriginal de sign stilling basin

Discharge, 10,800 cfsTailwater elev, 920 .5 ( spr ay action)

Photograph 8. Flow throughoriginal design stilling basin

Discharge , 10, 800 cfsTailwater elev, 931 .8 (normal

+5 . 0 ft )

Flow throughstilling basin10,800 cfs926.8 (normal)

Photograph 7.original design

Discharge,Tailwater elev,

Photograph 9. Downstream vi ewof flow through originaldesign stilling basinDischarge, 10,430 cfs

Tailwater elev, 926.5 (normal )

Photograph 10. Upstream view offlow through original design

stilling basinDischarge, 10,430 cfs

Tailwater elev, 926.5 (normal)

Photograph II.original design

Discharge,Tailwater elev,

Fl ow throughstilling ba sin7, 500 cfs923 .9 (normal)

Photograph 12 .or i ginal des i gn

Di sc harge ,Tailwater e l ev,

Flow throughstilling bas in3, 800 cfs920 .0 (normal)

Photograph 13. Fl ow throughoriginal design stilli ng basi n

wi t h 2 rows of baffle piersDischarge, 11 750 cfs

Tailwater elev, 934.0 (normal )

Photograph 14 . Flow throughoriginal design stilli ng ba s i n

wi th 2 rows of baff le piersDischarge, 10, 800 cfs

Tailwater elev, 926.8 (normal)


wi t h 2 rows of baffle piersDischarge, 7,500 cfs

Tailwater elev, 923 .9 (normal)

Photograph 16 . Flow throughoriginal design s t i l l i ng basin

wi t h 2 rows of baffle piersDischarge, 3,800 cfs

Tailwater elev, 920. 0 (n or mal)

Photograph 17 . Flow throughor i gi na l de sign stilling ba sin

with 7. 5- f t end s i l lDi schar ge , 11 750 cf s

Tailwater elev, 934. 0 (nor ma l)

Photograph 18 . Flow throughorigi nal de sign s t i l l i ng ba sin

with 7.5-ft end sillDi scharge, 11, 250 cfs

Tailwater elev, 927. 1 (normal)

Photograph 19. Flow throughor i gi na l de sign stilling basin

with 7 . 5-ft end s i l lDi s charge, 10, 800 cfs


Photograph 20 . Flow throughoriginal design s t i lli ng basin

wi t h 7 .5-ft end sillDischarge, 10 ,430 cfs


Photograph 21 . Flow throughori ginal design stilling basin

wi t h 7 .5-ft end sillDischarge, 7,500 cfs

Tai lwater elev, 923 . 9 (nor ma l )

Photograph 22 . Flow t hr oughoriginal design stilling bas in

wi t h 7 .5-ft end s illDischarge, 3,800 cfs

Tai l water elev, 920 .0 (normal )


wi t h 7:5-ft end sill,right wa l l shortened 108 ft

Discharge, 11 ,750 cfsTailwater elev, 934 .0 (nor ma l )


with 7.5-ft end sill,right wa l l shortened 108 ft

Discharge, 11,250 cfsTailwater elev, 927 .1 (nor ma l )


with 7 .5-ft end sill,r ight wa l l shortened 108 ft

Discharge, 10 ,800 cfsTailwater elev, 926 .8 (nor ma l )

Photograph 26 . Flow throughoriginal design st i l l i ng basin

with 7. 5-ft end s i l l ,right wall shor tened 108 ft

Di scharge, 10, 430 cf sTailwater e lev, 926.5 (normal)

Photograph 27. Flow throughoriginal design s t i l l i ng basin

with 7.5 -ft end sill,right wall shor t ened 108 ft

Discharge, 7,500 cfsTailwater el ev, 923.9 (normal)

Photograph 28. Flow throughoriginal design stilling basin

with 7.5-ft end sill,right wall shortened 108 ft

Discharge, 3,800 cfsTailwater elev, 920.0 (normal)

PLATES

ELEV929.00

1.50'

ELEV 908.64

SECTION B-B

4.00'

ELEV 893.00

!

~ ---<bPLAN

~18600' n/71.00'

f\1IE. EV 929.0

~e V .00

y= 0.0/296 (X) of0.00/6242 (x2)

SECTION C-CELEVATION

NOTE: ELEVATIONS ARE IN FEET MSL.

10

SCALE

o 10 20 30 40 50 60 70 80FT...... DETAILS OF STILLING BASIN

'1Jr~fT1

N

143.56'

ELEV 900.0

BRICK WALLS

PLAN

ELEV 939.0

~890.0

SLOPEIONI

BRICK WALLS

0'

NOTE: ELEVATIONS ARE IN FEET MEAN SEA LEVEL.ALL VALUES ARE IN PROTOTYPE UNITS.SECTION x-x IS THE LOCATION OF THE CROSS SECTIONREFERRED TO ON VELOCITY PLOTS.

ELEVATION

PROTOTYPE ~

MODEL I•

SCALES9 25 50 75

023eI

190 125 150 FT

4 56FT

MODEL LAYOUT

8104+00

8100+00

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950

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950

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DISCHARGE 11,750 CFS TAILWATER ELEVATION 934.0

8100+00-

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DISCHARGE 3,800 CFS

1+00100-FT STATIONS

TAILWATER ELEVATION 920.0

TOP F M EL WALL ELEV 939.0

V 8 0.0

2+00 3+00(0 tOO= CONDUIT PORTAL)

4tOO

SECTION ALONG CENTERLINE

WATER-SURFACE PROFILES

PLATE 3

75 75ELEV. 890.0

/ I-.... ww 50 50 wW lL.LL -: ~z wUJ 2~ .25 ZZ :J~ 0::a: wUJ I-.... V. ZZ ~ t.. ww oU

~~ 0s 25 25

0::u,

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~ 50 50 I-.... (J)en 02S

7~ 751+50 2tOO 2+50 3+"00 3+50 4+00 4+50

10Q-FT STATIONS (O+OO-CONDUIT PORTAL)

DISCHARGE 1I,7~0 CFS TAILWATER ELEVATION 934.0

75 75ELEV. 890.0

.... ....W Ww 50 50 wu, U.

~ ~

UJ Wz 25 25 z~ :J0:: 0::W W.... ....Z Zw ~ wU o~ ~s 0

25 25 0::LL U.

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75 751+50 2+00 2+50 3+00 3+ 50 4+00 4+50

IOO-FT STATIONS (OtOO= CONDUrr PORTAL)


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75 751+50 2+00 2+50 3+00 3+50 4+00 4+50

100-FT STATIONS- (0+00= CONDUIT PORTAL)


NOTE: ELEVATIONS ARE IN FEET MSL.

CURRENT DIRECTIONS

WITHOUT BAFFLE PIERS

PLATE 4

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STATION 2+ 15 STATION 2+25

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SECTION X-X

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VELOCITIES

WITHOUT BAFFLE PIERS

NOTE: VELOCITIES ARE RECORDED IN PROTOTYPEFEET PER SECOND.

VELOCITIES ARE IN A DOWNSTREAM DIRECTIONEXCEPT WHEN PRECEDED BY A MINUS SIGNWHICH INDICATES UPSTREAM FLOW.

BED OF EXIT CHANNEL MOLDED IN CEMENTMORTAR.

DISCHARGE 11,750TAILWATER ELEVATION

CFS934.0

PLATE 5

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~UJu,

~

Zo~Gj...JW

STATION 2 +15 STATION 2+25

.J(J)

~

IwWI.L

~

Zo~>W-'W

~7

oooo

~~

ooo

c

...J(J)

sIwWLL

~

zQ

~>w-'w

40 30 20 10 <t. 10 20 30 40 50 60 10 eo 90 100 110 120 130DISTANCE FROM CENTERLINE IN FEET

STATION 2+60

...J ...J(J)

WATER SURFACE(J)

~ ~

I-I~ I~ 1f5 I~ I) e Giw

w If) I~ I~ ~ e ~ UJU. LL

~ 1.1 Ip ~ 0 ~ 0 ~Z Z0 Q 4 0 0 0 0~

0 0 Q Q 0 .~> >w:.; ~ " ........... 0 0 .'

w-' ...JW w

50 40 30 20 10 <l. 10 20 30 40 50 60 70 80 90DISTANCE FROM CENTERLINE IN FEET

STATION 3 tOO

...J ...J(J) (J):a ~

l- I--W WW WLL LL

~ ~Z zQ 0~ ~>w >...J WW ..J

.w

60 50 40 30 20 10 <t- 10 20 30 40 50 60DISTANCE FROM CENTERLINE IN FEET

STATION 3 t 50NOTE: VELOCITIES ARE RECORDED IN PROTOTYPE

FEET PER SECOND.

...J VELOCITIES ARE IN A DOWNSTREAM DIRECTION(J) EXCEPT WHEN PRECEDED BY A MINUS SIGN~ WHICH INDICATES UPSTREAM FLOW.I-w BED OF EXIT CHANNEL MOLDED IN CEMENTwLL MORTAR.~

Z0

~> e·UJ VELOCITIES...J

7 :)::..:..W

40 30 20 10 ¢... 10 20 30 40 WITHOUT BAFFLE PIERSDISTANCE FROM CENTERLINE IN FEET

SECTION X-X DISCHARGE 10,800 CFSTAILWATER ELEVATION 926.8

PLATE 6

...J(J)

~

~LLIU.

z~fi>LLI...JW

30 20 10 Cl. 10 20 30DISTANCE FROM CENTERLINE IN FEET

...J(J)

~

....lliI.L.

~

Zo~Gj...JW

....J(J)

~

t;WI.L.

~

Zofi>W...JW

30 20 10 (. 10 20 30DISTANCE FROM CENTERLINE IN FEET

...J(J)

~

IwWI.L.

~

Zo!iGj...JW

STATION 2 t 15 STATION 2t25

...J(J)

~

t;I1JLL

~

Zo~>W...JLLI

40 30 20 10 <L 10 20 30 40 50 60 70 80 90 100 110 120 130DISTANCE FROM CENTERLINE IN FEET

...J(J)

~

....wWLL

~

zQ~>W...JW

STATION 2+60

...J(/)

~.....LLILLIU.

~

~fi>W...JW

...J(J)

WATERSURFACE ~

I] Its ~ IP e t:iUJ

4 I? IJ ~ e e 4 I.L.

IP e 4 4- 0 ~ Q~

z~ 1 4 0 0 Q 0

~..... 4- '1 0 Q 0 0 >.:0. : ~. :~' ..••. - .•.•...••..q. W

...JLLI

VELOCITIES

WITHOUT BAFFLE PIERSDISCHARGE 10,430 C F STAILWATER ELEVATION 926.5

50 40 30 20 10 (. 10 20 30 40 50 60 70 80 90DISTANCE FROM CENTERLINE IN FEET

STATION 3 tOO

...J ...J(J) (J)~ ~I- ....wW LLI

LLII.L. U.

~ ~z zQ 0~ ~>w >...J WW ...J

W

60 50 40 30 20 10 <L 10 20 30 40 50 60DISTANCE FROM tENTERLINE IN FEET


FEET PER SECOND.



SECTION X-X

40 30 20 10 (. 10 20 30 40DISTANCE FROM CENTERLINE IN FEET

...J(J)

~

ILLI

~

~

zo~>W...JW

PLATE 7

LEFT BANK

...J ...J ...J ...J(f)

~(f) (f) 930 (f)~ ~ ~

l- I- l- I-w WATER SURFACE w WATER SURFACEw w ww w WIJ.. lL. lL. lL.

~~ Q e ~ ~ ~ e e ~

Z e ~ ~Z z Q Q Q z

0 0 0 0

~ Q ~ Q ~ ~ Q Q Q ~> 4 4 4 > > 4 4 4- >w w w W...J ~ ~

...J ...J ,',5,0' ~Nq S!LL . ...JW W W w

30 20 10 <t.. 10 20 30 30 20 10 <t.. 10 20 30DISTANCE FROM CENTERLINE IN FEET DISTANCE FROM CENTERLINE IN FEET


...J ...J(f) (f)

~ ~

I- WATER SURFACE ....w ww ~lL.

~ ~ 5 0 Q Q ~

z 5 ~ 0 0 0 z0

~ 0 0 Q 0 Q~ ~> ~ 0 0 0 0 >w .,"" ,J-' W...J ...JW 0 0 w

40 30 20 \0 ¢.. \0 20 30 40 50 60 70 80 90 100 110 120 130DIST~.NCE FROM CENTERLINE IN FEET

STATION 2+60

LEFT BANK/), ..

..J ...J(f) 930· (f)

~ .., ~

l- I-W 0 WW Wu, lL.

~ 4 ~~

z 4 ~ z0

~ 0 0

~ 0 0 ~> >w W...J

Q Q ...JW w

60 50 40 30 20 10 <t.. 10 20 30 40 50 60DISTANCE FROM CENTERLINE IN FEET

STATION 3+50

...J ...J(f)(f)

~~

'1- WATER SURFACE I-wu.J WLL W

LL

~ 4 4~

z z0 ~ 4 0~. .,

~ ~> >w~ 4 w

...J ...JW ~ 4 w

40 30 20 10 <t.. 10 20 30 40DISTANCE FROM CENTERLINE IN FEET

SECTION X-X

NOTE: VELOCITIES ARE RECORDED IN PROTOTYPEFEET PER S~COND.



VELOCITIES

WITHOUT BAFFLE PIERSDISCHARGE 3,800 CFSTAJLWATER ELEVATION 920.0

PLATE 8

940

935

930

..JIIJ> 925w..J-cIIJCI)

Z-cIIJ 920~

~IIJWLL.

~

Z 9150

~>IIJ..Jw

910

MAXIMUM POOL ELEI/. 1100STEEPNESS OF

HCURVE CAUSEDBYSPILLWAY FLOW__

SPILLWAY BEGINS TO FLOW-CREST A ELEVI085 I---- FULL POV.'ERPOOL ELEV IOG5

--~----------~

MINIMUM TAILWATER-~------- .~

~-e

~LU/CE' RFt:/N.t; m FI nw' FULL .L------ ~

~~I . v~~

..-r;-_-eSPRAY ACTION WITHOUT BAFFLE PIERS--~ _L~

~5.0 FT END SILL

A~~~__--_..o-~ SPRAYACTION WITHOUT BAFFLE PIERS

V ~:<. 175FT

ENf SILL I(!f''''-

SPRAY ACTION WITH TWO ROWS OF BAFFLE PIERS5.0 FT END SILL

940

935

930

..Jw

925 >w..J

-cWCI)

Z920 -c

.w~

I-wWu,

915 ~

Z0

~>IIJ..J

910 w

905

900o 2 3 4 5 678 9

SLUICE DISCHARGE IN 1000 CUBIC FEET PER SECOND

10 II 12 13

905

90014

TAILWATER CHARACTERISTICS

..J ..J ...J ...Jen en en~ en

~ ~ ~

~ I- ti I-UJ lti w WLL

I~ I~ LL UJLL LL

~ 6 6 ~z e I~ z Z z0

Q e 0 0 0

~ ~ ~ ~> 0 0 > > GjUJ W W..J Q Q ...J ...J ...JkJ W W w

30 20 10 <l. 10 20 30 30 20 10 If.. 10 2Q 30DISTANCE FROM CENTERLINE IN FEET DISTANCE FROM CENTERLINE IN FEET

STATION 2+15 STATION 2+25

...Jen~

tiwu,

~

Zo~>W..JW

WATER SURFACE

It' Ip I~ 1..;3 1..;3 9

Ip I~ 10 ~

10 e 6 4

6 4- ~ 04 ~ 0

• , .• 0 •

...J(f)

~

I-~LL

~

zQ~>W...JW

40 30 20 10 ~ 10 20 30 40 50 60 70 eo 90 100 lI0 120 130DISTANCE FROM CENTERLINE IN FEET

STATION 2+60

..J ...Jen

WATER SURFACE(f)

~ ~

I-~w 19 17 16 14- 13 0 7w UJ

LLI~ 12- IJ IP Q 0 IJ

u,

6 zZ 10 7 Q Q 0 0 0 z0 Q~ 4 4 ~ Q 0 0

~> 4 Q Q Q 0 0 >w W...J ...JW w

50 40 30 20 10 et.. 10 20 30 40 50 60 70 80 90DISTANCE FROM CENTERLINE IN FEET

STATION 3 tOO

..J ...Jen en~ WATER SURFACE ~

l- I-W 14 I~ I~ ~ ~'0' 920 UJw UJLL

0 ,,' u.z 1.1 e 0

~z 4 4 4 :• 910

ZQ 0~ 4 0 0 ;0.

~> 900 '0- 0 Q Qw >...J WW ..J

W

60 50 40 30 20 10 <l. 10 20 30 40 50 60DISTANCE FROM CENTERLINE IN FEET

CFS926.5


STATION 3 +50NOTE: VELOCITIES ARE RECORDED IN PROTOTYPE

FEET PER SECOND.



x-xSECTION..

30 20 \0 If.. 10 20 '30DISTANCE FROM CENTERLINE IN FEET

40

'~'~' VELOCITIES. ··890

~~~~-r--r--T--r--r-i~~-r-4....pO=WIT H ONE ROW OF BAFFLE PIERS

...Jen~

IwWLL

6zo~>UJ..JW

PLATE 10

75 75ELEV. 890.0

~:g ...... ~

lLJ50 ::t: 50 lLJlLJ LLlLJ

~ ~LL~

~ lLJlLJ 25 25 ZZ :J:J [[] a::a: ([J lLJlLJ [[] ...I- ELEV. .0 II] Zz t. to laJlLJ II] 00

CDII]

~~ II] 0s 25 25

a::LL

LLlaJ

lLJ~~ 0

0 Zz f1' c(« 50 50 ...I- ION5 (I)(I) 2525

75 751+50 2+00 2+"10 3+:()Q 3+50 4+00 4·+'50

10o-FT STATIONS (0+00 - CONGUfT PORTAL)


75 75

~ELEV. 890.0

I- ~ ...lLJ :t laJlaJ 50 50 lLJLL

~LL

~ ~

w wZ 25 25 Z:J :Ja:: ID a::w (I:J wI- ID I-Z [CJ ZlaJ

[OlDto laJ

0 0

s [[J[[J ~0 sa: 25 25LL LL

W W0 0Z Zc( «I- 50 50 I-(I) (I)

25 25

75 751+50 2+00 2+50 3+00 3+ 50 4+00 4+50

100-FT STATIONS (Otoo= CONOUr:r PORTAL)


75 75

~ELEV. 89QO

... t::: ...w :!:: ww 50 50 wIJ.. IJ..

~ ~ ~<I)w wZ 25 25 .~:Ja: ID a::w [[] wI- II:J I-Z IIJ zw t.. ELE t.. WU [[] U

~ IIJrr:J ~

~([J 0

a:IJ.. 25 25

IJ..

w WU UZ Z

~c(t-

(/) 50 50 (I)

15 0

75 751+50 2+00 2+50 3+00 3+50 4+00 4+50

100-FT STATIONS (0+00= CONDUIT PORTAL)


NOTE: ELEVATIONS ARE IN FEET M~L.

CURRENT DIRECTIONS

WITH TWO ROWS OF BAFFLE PIERS

PLATE t\

-0r~rn 950

-"""

N

940

930

...JUJ>W...J 920-cUJcI)

Z-cw~

I- 910wUJu,

~

Z0 900

~>UJ...JlIJ

890

~WATERSURFACEWITHOUT BAFFLE PIERS

.:« 7.5FT END SILL

ELEV 930.00 ELEV 929.00I

~;/- ._-~~~.. .... .:::.... -~--.

ft,,;.~ ..........~ ....................n············3 ······:':"I"S

~~~WATIR SURFACE WITH TUiOROWS OF BAFFLE PIERS.. 5.0FT END SILL I-". ,.' /-. / ...• / I I I.. ' /

ELEV 914.75 ....... /' WATER SURFACE WITHOUT BAFFLE PIERS

~ /" / 5.0 FT END SILL/.....-- /

<:~ //~

~, """ "......_""

ELEV 900.50,~ ELEV 898.00

~ ELEV 893.00 f\ f\ I\ ELEV 890_00

950

940

930

...JUJ>UJ

920 •...J

-cwcI)

Z-cw

910 ~

...wWu,

~

900 z0

~>~w

890

880

8700+00 ItOO 2+00

100-FT STATIONS (0+00 CONDUIT PORTAL)

SECTION ALONG CENTERLINE

3+00

880

8704+00

COMPARISON

WATER SURFACE PROFILES

DISCHARGE

TAILWATER ELEVATION

10,800 C F S926.8 FT

WATER SURFACE WATER SURFACE-I -I -I -I(f)

~ 930 (f) CJ)~ e 930 CJ)

~ ~ ~l- e e e l- I- IP IP I-w w w wWu, 1,;3 I~ I? ~ w W

lL. u,

~ z ~~ e

~z 910 '0' 2.P I~ I? z z z0 0 0 7 Q 0

~ 900 :~' 1'li1- ~ Q ~ ~ ~> > > >w w w W-I

.. 0' 3 4 0 Q -I -I -IW ,/>' W W w

30 20 10 <t. 10 20 30 30 20 10 <t. 10 20 30DISTANCE FROM CENTERLINE IN FEET DISTANCE FROM CENTERLINE IN FEET


LEFT BANK~ , ',}>, WATER SURFACE

-I-I(f) 930 4, e

CJ)~' I~ I] I~ 1.0 ~ e ~

I- 113 1.7 I~ 1.1 ~ Q e QI-w ww Wu,

I;> - I;> ~ 4 Q 0 Q 0 LL

~ ~z e 4 0 Q 0 0 Q z0 0

~ e 0 Q 0 0 0 0 ~> >w '.' ~ ", °':0.· ,A' •• • '4' W....J -JW.: ~: '. '.•• ·.0' . . . ~ .' o • Q 0 Q w

40 30 20 10 <t. 10 20 30 40 50 60 70 80 90 100 110DISTANCE FROM CENTERLINE IN FEET

STATION 2+80

LEFT BANKWATERSURFA~/),. ,

-I930 ~ , -I

(f)I~ I~

CJ)

~ ~

I- ~ ~hjww Wu,

~ ~ 4 0 u..~ ~

z 4 ~ 0 0 z0 0

~ ~ 0 Q 0 ~> >w W-I

0 Q Q Q-Jw w

60 50 40 30 20 10 <t. 10 20 30 40 50 60DISTANCE FROM CENTERLINE IN FEET

STATION 3+50

LEFT BANKt!' ;, WATERSURFACE ,. ~ ',:

-I -ICJ)IJ 101 19 CJ)

~ ·0Q 7 Q ~I-w 920~

I-uJ Wu.. e 4 4 w

t1 LL~

~z 0 4 z0 ',0 0~ e Q ~> >w W-I

'P'.890-Iw 6 6 UJ

40 30 20 10 <t. 10 20 30 40DISTANCE FROM CENTERLINE IN FEET

SECTION X-X

VELOCITIES


NOTE: VELOCITIES ARE RECORDED IN PROTOTYPEFEET PER SECOND,



DISCHARGE II ,750TAILWATER ELEVATION

CFS934.0

PLATE 13

...JC/)

:i

~wu,

~

Zo~>W...JW

30 20 10 <t.. 10 20 30DISTANCE FROM CENTERLINE IN FEET

...JC/)

~

I-tHu,

zZo~~...JW

rfi~

tiwu,

~

Zo~>W...JW

30 20 10 ¢.. 10 20 30DISTANCE FROM CENTERLINE IN FEET

STATION 2 +15 STATION 2t25

10 20 30 40 50 60 70 80 90 100 110 120 130DISTANCE FROM CENTERLINE IN FEET

...JC/)

~

tWWlL.

~

Zo~>W...JW

WATER SURFACE

I:; Ie I~ 12 101 eI~ e Io? '? ,

01 4

I? J~ ~ e ~ 0

e e e ~ 0 0

e e 4 Q Q 0""' . '. 0 .: ." ~,

Q

40 30 20 10 er...

eooooo

...JU1~

t-

~z2Q

~W...JW

STATtON 2+60

...JU>~

~Wu,

~

Zo~>W...JW

...JC/)

WATER SURFACE~

I- Ip 1,7 I~ I~ I) ~ 7ww Ip l{l I~ 10 e 7 4u,

~ 101 to e Q ~ 0 0z0

~ ~ Q 0 Q 0~> e 4 0 0 Q 0W...JW

50 40 30 20 10 ~ 10 20 30 40 50 60 10 80 90DISTANCE FROM CENTERLINE IN FEET

STATION 3 tOO

60 50 40 30 20 10 Cl. 10 20 30 40 50DISTANCE FROM CENTERLINE IN FEET

...J ..JC/) 930." C/)

~ :'?t-

101

I-w . .: 920 ww 92 ~ wu, e u,

~ Q 4 ~Z 910 A· : 9100 Z

~4 ~ 0

,'0.~> 900 '0- Q Qw >

...J WW ..J

W

STATION 3 t 50NOTE: VELOCITIES' ARE RECORDED IN PROTOTYPE

FEET PER SECOND.



SECTION X-X

30 20 10 ¢.. 10 20 30DISTANCE FROM CENTERLINE IN FEET

40

.;'~' VELOCITIES~,+-....,..;;..,......:~......-......-......-......-......-__......-......-..,......a.;,....;..:,..-....' _"~8=90

40 WITH TWO ROWS OF BAFFLE PIERSDISCHARGE 10,800 C F STAILWATER ELEVATION 926.8

...JC/)

~

IwWu,

~

Zo~>W...JW

PLATE 14

.J(f)

~

~illu..

~

Zo~>ill.JW

30 20 10 <l. 10 20 30DISTANCE FROM CENTERUNE IN FEET

..J(f)

~

I-Hiu,

~

Zo~Gj.JW

..J(f)

~

tiwu,

~

Zo~>W..JW

30 20 10 t.. 10 20 30DIST ANCE FROM CENTERLINE IN FEET

..J(f)

~

IwUJLL

~

Zo~>ill..JW

STATION 2 +15 STATION 2+25

..J(f)

~

IwWLL

~

Zo~>W..JW

..J(f)

WATER SURFACE~

I- Ip It) I~ I~ Q JwWIJ.. 15 1.1 9 9 e Q Q~

0 0z 9 e 7 40

~ Q 4 0 0 Q 0~> 4 0 0 0 0w . ~ , " ,.,.JW ' .. 0 0

40 30 20 10 <t.. 10 20 30 40 50 60 70 80 90 100 110 120 130DISTANCE FROM CENTERLINE IN FEET

STATION 2+60

.J(f)

~

IillWu..~

Zo~>W..JW

19 15 I~ ~

I~ 1.1 I~

ID e Q Q"

7 .;, 4 J

••••~ ~~, • , :~: ~', }.~ •• ~o, '

WATER SURFACE

1.1 ~

7 4

o 0

Q 0Q 0

eoooo

..J(f)

~

~illLL

~

zQ~Gj...JW

50 40 30 20 10 t.. 10 20 30 40 50 60 70 80 90DISTANCE FROM CENTERLINE IN FEET

STATION 3 -oo

..J ..J(f) 930," WATER SURFACE (f)~ ~

l- I--W 1,;3 1.1 .: 920 illw 9 wu..~ 7 p' u,

?; zZ 910 A· 4 4 910Q Z

0 0 0~ 'o ~> 900 '0- 0 Qw >...J WW ..J

W

60 50 40 30 20 10 <t.. 10 20 30 40 50 60DISTANCE FROM CENTERLINE IN FEET

CFS926.5


VELOCITIES


x-x

STATION 3 +50NOTE: VELOCITIES ARE RECORDED IN PROTOTYPE

FEET PER SECOND,

VELOCITIES ARE IN A DOWNSTREAM DIRECTIONEXCEPT WHEN PRECEDED BY A MINUS SIGNWHICH INDICATES UPSTREAM FLOW,


SECTION

40 30 20 10 <t.. 10 20 30DISTANCE FROM CENTERUr-1E IN FEET

.J(f)

~

~wu,

~

Zo~>ill..JW

PLATE 15

...Jsn~

IwWu,

~

Zo~>W...JW

930

IS eIS e4 e~ IS

FNq SILL.

L£FTBANK

...J ...J ...J(f)930 (f) (f)

~ ~ ~I- ..- t:iw

WATER SURFACE lJJw W Wu, u, u,

~ ~ ~

z Q e z z0 0 Q~ 4 Q ~ ~> Q 4 > >w ui W...J Q 0 .J .JW W W

30 20 10 <t- 10 20 30DISTANCE FROM CENTERLINE IN FEET

30 20 10 <t.. \0 20 30DISTANCE FROM CENTERLINE IN FEET


...J ...J(f) (f)

~ ~

..- WATER SURFACE I-w ww Wu, u,

z 7 ~ 7 5 5 Q Q Q~

z ~ 5 e 4 J 0 0 Q z0

~ ~ 4 4 0 0

~~ ~ ~ ~ 0 0 0 L> ~> >w . .,. - ..... 0 , . " '.'" ~, W

...J ...JW

.: .' 4 " 0 0 W..40 30 20 10 <t- 10 20 30 40 50 60 70 80 90 100 110 120 130

DISTANCE FROM CENTERLINE IN FEET

STATION 2+60

...J ...J(f) (f)

~ ~

I- WATER SURFACE I-w ww Wu, U.

~4

~

z ~ z0 ~ 0

~ 0 ~> >lJJ W.J

0...J

W w

60 SO 40 30 20 10 <t.. 10 20 30 40 50 60DISTANCE FROM CENTERLINE IN FEET

STATION 3+50

...J(f)

~

IwLL.IU.

zZo~>W.JW

4

...J(f)

~

I-

~zZo~>W..J1IJ

40 30 20 10 <t.. 10 20 30 40DISTANCE FROM CENTERLINE IN FEET

SECTION x-x

VELOCITIES


NOTE: VELOCITIES ARE ~ECORDED IN PROTOTYPEFEET PER SE~OND.


BED OF EXIT CHANNEL MOLDED IN CEMENTMORTAR. DISCHARGE 3,800

TAiLWATER ELEVATIONCFS

920.0

PLAT E 16

500'

00'

250' 250'

2.50'

5.

5.0FT END SILL- END ELEVATION

1- 4/.71' -IV v ./ V

/ ,jI /

~ .", / .// / ) I

I~ 4/.00' -I5.0FT END SILL- FACE ELEVATION

50'

750'

2.50' 2.50' 2.50'

1.50

2.50' COPPER

/.00 TUBING

2.50' 7.

42.07'

14.013' 14.013' /4.013' 14.0/3'I

PIEZOMETER NQ I PIEZOMETEJ NQ 2 PIEZOMETER NO. 3

./ V F ,V /

I / /

~ V V ,~

,1- 41.00' -I

-0r~rn I 0

MM'"

7.5FT END SILL-FACE ELEVATION

NOTE:ALL VALUES ARE. IN PROTOTYPE UNITS.

SCALE2 3 4 5 6 7 8FT

7.5FT END SILL-END ELEVATION

DETAILS OF 5.0 & 7.5 FT END SILLS

75ELEV. 890.0

I-UJ

50 UJIJ..

~

UJ25 Z

:Ja:UJI--Z

to UJU

~0

25a:IJ..

UJUZ<{

50 I--lI)

0

754.+50

75

I- 50wWLL

~

w 25Z:Ja:wl-

t.. ELEV .0ZwU

~0a: 25u,

wUZ<{

50I--lI)

0

751+50 2+00 2+50 3+00 3+50 4+00

100-FT STATIONS (O+OO-CONDUIT PORTAL)

5.0 FT END SILL WITHOUT BAFFLE PIERS

75ELEV. 890.0

I-W

50 wIJ..

~w

25 z:Ja:wI--Z

t.. UJU

~0

25 a:u,

wUZ<{

50 I--lI)

0

754+504+002+ 50 3+00 3+ 50

100-FT STATIONS (OtOO= CONDUIT PORTAL)

2+00

m OJ

m CIJ

COCIJmen

1+50

t. EI..:EV 3.0

wUZ<{I-- 50tn(5

I--~ 50IJ..

~

wz 25:J I------------r,.-__a:wIZwU

~oa: 25~~~~~~~~~~~==::::r::::=r_

5.0 FT END SILL WITH TWO ROWS OF BAFFLE PIERS

75 75t-: ELEV. 89QO'

I--

/~I--

w ww 50 50 wu.. u,

~ ~w wz 25 25 Z:J :Ja: ex:w wI-- I-Z Zw t.. ELEV8 0 t.. wU U

~ ~0 0ex: ex:u.. 25 25

u,

w WU UZ Z<{ <{I-- I--lI) 50 50 lI)(5 0

75 751+50 2+00 2+50 3+00 3+50 4+00 4+50

100-FT STATIONS (0+00= CONDUIT PORTAL)

7.5 FT END SILL ·WITHOUT BAFFLE PIERS

NOTE: ELEVATIONS ARE IN FEET MSL.COMPARISON

CURRENT DIRECTIONSDISCHARGE 10,800 C F STAILWATER ELEVATION 926.8

PLATE 18

...J -l ...J -len (/) en~ en

~ ~ ~

ti I-~ I-

w ttl wU. u, W Wu, u,

~ ~ ~ ~z z z z0 0 0 0

~ ~ ~ ~> > > Gjw w W-l ...J ...J .JW W W w

30 20 10 <t- 10 20 30 30 20 10 t- 10 20 30DISTANCE FROM CENTERLINE I'N FEET DISTANCE FROM CENTERLINE IN FEET


. :(,....J ...J.en en~ ~

I- 29 I~ 19 Ip I~ 10 9 7 I-w ww 19 I~ 1f3 Ii) 1;3 ~ 9 4 wu,

0 'u,

~ ~ ~ IJ ~ 4 0 ~ 0 ~

z z0 4 4 4 4 4 0 0 0 0

~ Q '0 Q 0 Q Q 0 Q ~ ~> >w ...... 0 l .. " " " ~, W...J ...JW .: .. ~~

" 0 Q w..

VELOCITIES

40 7.5 FT END SILL WITHOUT BAFFLE PIERSDISCHARGE 10,800 C F STAILWATER ELEVATION 926.8

40 30 20DISTANCE

SECTION X-X

40 . 30 20 10 ~ 10 20 30 40 50 60. 70 80 90 100 110 120 130DISTANCE FROM CENTERLINE IN FEET

STATION 2+60

.J ...Jen WATERSURFACE (/)

~ ~I-

l~ I~ 17 I~ Ip e ~ww I~ I] It' 10 1 9 wU. l.L.

~ 7 Q Q 0 0 4 ~

~ z

~Q ~ 4 ~ 4 4 Q

9 0 ti> 4 0 0 0 >w W...J ..JW w

50 40 30 20 10 <t... 10 20 30 40 50 60 70 80 90DISTANCE FROM CENTERLINE IN FEET

STATION 3 tOO

...J ...Jen en~ ~l- I-w Ww Wl.L. u,

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PLATE 19

FLOOD-CONTROLSTILLING BASIN, BUFORD DAM CHATTAHOOCHEE ...

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Transcript of FLOOD-CONTROLSTILLING BASIN, BUFORD DAM CHATTAHOOCHEE ...