Post on 30-May-2022
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)
Photograph 15 . Flow throughoriginal design stilling basin
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
Tailwater elev, 926 .8 (normal)
Photograph 20 . Flow throughoriginal design s t i lli ng basin
wi t h 7 .5-ft end sillDischarge, 10 ,430 cfs
Tailwater elev, 926 .5 (normal)
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 )
Photograph 23 . Flow throughoriginal design stilling basin
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 )
Photograph 24 . Flow throughoriginal design stilling basin
with 7.5-ft end sill,right wa l l shortened 108 ft
Discharge, 11,250 cfsTailwater elev, 927 .1 (nor ma l )
Photograph 25 . Flow throughoriginal design stilling basin
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
...JCI)
~
fw1LII.L.
~
zo~>1LI...JW
950
930
910
890
- WITH TWO ROWS OF BN; "I.E PIERS'/ ---- Il---~. ..J-o-. --4- .~. ._-~
~~-:::- t----b---- ---~ WITHOUT BAFFLE PIERS~ - ---.--- I"-- I"' r-, ,J "\
1+00 2+00 3+00100-FT STATIONS ~+OO= CONDUIT PORTAL)
950
930
910
890
-JCI)
~
~1LIu,
~
Zo~>W...JW
DISCHARGE 11,750 CFS TAILWATER ELEVATION 934.0
8100+00-
...JCI)
~
tJ·w
u,
zZo~>W...JW
950
930
910
890
f-
.--~WITH TWO ROWS OF BA "FLEPIERS~ _....c~~ --- r----- ~~ --_....~ 1--f- WITHOUT BAFFLE PIERS-----. ...... - I
r-- I"' r-, <,
1+00 2+00 3+00100-FT STATIONS (OtOO= CONDUIT PORTAL)
950
930
910
890
8104+00
...JCI)
~
f1LIWu,
~
zo
~W...J1LI
DISCHARGE 10,430 CFS TAILWATER ELEVATION 926.5
8100+00
...JCI)~
IwWu,
zzo~>1LI...J1LI
950
930
910
890
_I---WITH TWO ROWS OF BAFFLE PIERS~. ~v I-- ~ I ---r--WITHOUT BAFFLE PIE) s--r---. I
r-- r- r-, -,
1+00 2+00 3+00100-FT STATIONS (OtOO= CONDUIT PORTAL)
950
930
910
890
8104+00
...JCI)
~
fwWI.L.
~
Zo~>W...JW
...J950CI)
~
f-w 930wlL.
~ 910
Z0 890
~>w 810...J 0+00w
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,
LLW
W UU ZZ~
~ 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.
W wo oZ Z~ ~.... 50 50 I-en en2S 0
75 751+50 2+00 2+50 3+00 3+ 50 4+00 4+50
IOO-FT STATIONS (OtOO= CONDUrr PORTAL)
DISCHARGE 10,430 CFS TAILWATER ELEVATION 926.5
7~ . 75ELEV. 89QO
.... '1-w ww 50 50 wu, u,
~ ~
w wz 25 25 z:J :JII: 0::W wl- I-Z Zw t.. EV. t.. wo o~ ~
s 00::
lL. 25 25lL.
w wo UZ Z~ <{l- I-en 50 50 en0 0
75 751+50 2+00 2+50 3+00 3+50 4+00 4+50
100-FT STATIONS- (0+00= CONDUIT PORTAL)
DISCHARGE 3,800 CFS TAILWATER ELEVATION 920.0
NOTE: ELEVATIONS ARE IN FEET MSL.
CURRENT DIRECTIONS
WITHOUT BAFFLE PIERS
PLATE 4
-J -J -J WATER SUR,FACE -J(I)
::E(I) (I) (I)::E ~ Q ~
l- I- l- I-w I.LJW. W I.LJI.LJ W § ~ I.LJu, lL lL u,
~ ~ ~ ~
Z Z Z I~ ~I Z0 0 0 0
~ ~ ~ ~I ~> > > GjW I.LJ W-J -J -J ..JU) W W I.LJ
30 20 10 ~ 10 20 30 30 20 \0 ~ 10 20 30DISTANCE FROM CENTERLINE IN FEET DISTANCE FROM CENTERLINE IN FEE-.T
STATION 2+ 15 STATION 2+25
-J
~.IwWu,
~
Zo~
~w
LEFT BANK~ . ",~.
930 4.
40
§ 4 4 ~ -4-
'0 9 ~ ~ -"1-
Q 0 ~ 9 0":0.' " A' •• ' '4'
:- s : .. : .0' " . • ~ .: D. Q 0
30 20 10 ~ 10 20 30 40 50 60 70DISTANCE FROM CENTERLINE IN FEET
STATION 2+80
~.' -J(I)
~
I-Ww
-4' u,
~
-1- z0
Q ~>w
0..JW
80 90 100 110
-J(/)
~
IwWu,
zZo~>I.LJ..JW
60 50 40 30 20 10 ~ 10 20 30 40 50 60DISTANCE FROM CENTERLINE IN FEET
STATION 3+50
-J -J(I)
::E .(1)
~l- I-WuJ 9 i I.LJU. W
~u,
~~z e 0 4 z0 ',0
~0
~ ~ e ~> >I.LJ W-J -JI.LJ ~ ~ ~ ;",890 w
40 30 20 10 ~ 10 20 30 40DISTANCE FROM CENTERLINE IN FEET
SECTION X-X
-J(I)
~
II.LJ
~
~
Zo~>W-JI.LJ
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
-'(J)
~
~wu.
~
Zo~>W...JW
30 20 10 <l. 10 20 30DISTANCE FROM CENTERLINE IN FEET
...J(J)
~
~Wu,
~
Zo~>W...JW
30 20 10 et.. 10 20 30DIST ANCE FROM CENTERLINE IN' FEET
...J(J)
~
~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
STATION 3 t 50NOTE: VELOCITIES ARE RECORDED IN PROTOTYPE
FEET PER SECOND.
VELOCITIES ARE IN A DOWNSTREAM DIRECTIONEXCEPT WHEN PRECEDED BY A MINUS SIGNWHICH INDICATES UPSTREAM FLOW.
BED OF EXIT CHANNEL MOLDED IN CEMENTMORTAR.
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
STATION 2+ 15 STATION 2+25
...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 ARE IN A DOWNSTREAM DIRECTIONEXCEPT WHEN PRECEDED BY A MINUS SIGNWHICH INDICATES UPSTREAM FLOW.
BED OF EXIT CHANNEL MOLDED IN CEMENTMORTAR.
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
DISCHARGE 10,430TAILWATER ELEVATION
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.
BED OF EXIT CHANNEL MOLDED IN CEMENTMORTAR.
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)
DISCHARGE 11,750 CFS TAILWATER ELEVATION 934.0
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)
DISCHARGE 10,430 CFS TAILWATER ELEVATION 926.5
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)
DISCHARGE 3,800 CFS TAILWATER ELEVATION 920.0
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
STATION 2+15 STATION 2+25
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
WITH TWO ROWS OF 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 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.
VELOCITIES ARE IN A DOWNSTREAM DIRECTIONEXCEPT WHEN PRECEDED BY A MINUS SIGNWHICH INDICATES UPSTREAM FLOW.
BED OF EXIT CHANNEL MOLDED IN CEMENTMORTAR.
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
DISCHARGE 10,430TAILWATER ELEVATION
VELOCITIES
WITH TWO ROWS OF BAFFLE PIERS
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,
BED OF EXIT CHANNEL MOLDED IN CEMENTMORTAR.
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
STATION 2+ 15 STATION 2+25
...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
WITH TWO ROWS OF BAFFLE PIERS
NOTE: VELOCITIES ARE ~ECORDED IN PROTOTYPEFEET PER SE~OND.
VELOCITIES ARE IN A DOWNSTREAM DIRECTIONEXCEPT WHEN PRECEDED BY A MINUS SIGNWHICH INDICATES UPSTREAM FLOW.
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
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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
STATION 2+15 STATION 2+25
. :(,....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,
~ ~Z zQ 0~ ~>w >...J WW ...J
W
60 50 40 30 20 10 et. 10 20 30 40 50 60DISTANCE FROM CENTERLINE IN FEET.
STATION 3 t 50NOTE: VELOCITIES ARE RECORDED IN PROTOTYPE
FEET PER SECOND.
VELOCITIES ARE IN A DOWNSTREAM DIRECTIONEXCEPT WHEN PRECEDED BY A MINUS SIGNWHICH INDICATES UPSTREAM FLOW.
BED OF EXIT CHANNEL MOLDED IN CEMENTMORTAR.
-len~
IwWl.L.
~
zQ~>l.LJ...Jl.LJ
PLATE 19