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CORPS OF ENGINEERS, U.S. ARMY

SPILLWAY FOR FOLSOM DAM

AMERICAN RIVER, CALl FORN lA

HYDRAULIC MODEL INVESTIGATION

TECHNICAL MEMORANDUM NO. 2-369

CONDUCTED FOR

SACRAMENTO DISTRICT, CORPS OF ENGINEERS

ARMY-MRC VICKSBURG, MISS.

BY

WATERWAYS EXPERIMENT STATION

VICKSBURG, MISSISSIPPI

AUGUST 1953

PDOPERTY OFU. S. All'! OFFICE CHIEF OF ENGLN!ElEBS LIBRARY

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1. REPORT DATE AUG 1953 2. REPORT TYPE

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4. TITLE AND SUBTITLE Spillway for Folsom Dam, American River, California: Hydraulic Model Investigation

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i

PREFACE

Model investigations of the spillway for Folsom Dam were authorized

by teletype, dated 21 September 1950, from the Division Engineer, South

Pacific Division, to the Director, Waterways Experiment Station. The

studies were conducted in the Hydraulics Division of the Waterways Exper

iment Station during the period December 1950-September 1951, by Messrs.

J. W. Bolin, Jr., J. N. Strange, W. H. Sadler, and J. N. Palermo, under

the general supervision of Messrs. F. R. Brown and T. J. Buntin.

Messrs. J. H. Douma, Office, Chief of Engineers; W. C. Cassidy and

B. F. Jakobsen of the South Pacific Division; and H. A. Johnson, A.

Hoggard, and J. M. Groves, of the Sacramento District, visited the Water

ways Experiment Station at frequent intervals during the course of the

studies to discuss test results and correlate these results with design

work concurrently being accomplished in the District Office. Messrs. 0. L.

Rice, L. G. Puls, and J. N. Bradley, of the Bureau of Reclamation, also

visited the Experiment Station for conferences with Corps of Engineers

personnel on the work in progress. Many of the revisions investigated

represent the ideas and suggestions of the Bureau of Reclamation personnel.

CONTENTS

PREFACE •

SUMivT.ARY • . . . . . PART I: INTRODUCTION . . . . .

History of Authorization and Design of the Dam Pertinent Design Features • The Problem • • • • • • •

. . . . . . ' . . . . . . . . . .

. . . . . . . . . . . . . Design Criteria •• . . . . . . . . .

PART II: THE MODELS . . . . . . . . . . . . . . . . . Description • • • • • • • • • • • • • • • • • Model Appurtenances and Their Application • • . . . . . . . . Scale Relationships • • • • • • • • • . . . . . . .

iii

i

v

1

l 2 4 4

6

6 8 9

PART III: NARRATIVE OF TESTS -- MODEL A (FLIP -BUCKET TYPE) • • 10

Spillway Crest • • • • • • • • • • Flip-bucket T,ype Energy Dissipater Conduits • • • • • • • • • • •

. . . . . . . .

10 ll 18

PART IV: NARRATIVE OF TESTS --MODEL B (STILLING-BASIN TYPE) • 19

Spillway Crest • • • • • • • • • • • • • • 19 Stilling-basin Type Energy Dissipater • • • • • • • • • 19 Intermediate Training Wall of High Bucket • • 29

PART V: CONCLUSIONS

TABLES l-5

PHGTCGRAPHS l-68

PlATES l-76

. . . . . . . . . . . . . . . . . . . . . 31

v

SUMMARY

The spillway for Folsom Dam, flow over which will be controlled by

eight gates, was studied concurrently on two almost identical 1:80-scale

models. Two models were necessary because of the urgent need for a de

cision as to the type energy dissipator to use at the toe of the spillway.

A flip-bucket type energy dissipator was investigated on one model while

/a conventional type stilling basin was tested on the other.

Although tests revealed that the flip-bucket type energy dissipator

was ade~uate as far as the safety of the dam was concerned, the stilling

basin type was adopted for construction downstream from the five gate

bays adjacent to the right abutment because it will afford greater safety

to the powerhouse and reduce possible maintenance costs after completion

of the dam. The extra cost of the stilling basin was considered warranted

in view of the increased energy dissipation secured. The stilling basin

selected for construction has been designated type 22 in this report.

The flip-bucket type energy dissipator also will be constructed downstream

from the three gates adjacent to the left abutment. However, flow will

be confined to the five spillway bays discharging into the stilling basin

except for extreme emergencies.

SPILLWAY FOR FOLSOM DAM, AMERICAN RIVER, CALIFORNIA

Hydraulic Model Investigation

PART I: INTRODUCTION

History of Authorization and Design of the Dam

1. Folsom Dam, a multiple-purpose structure being constructed on

the American River below the confluence of the North and South Forks

about 2-1/2 miles northeast of Folsom, California (fig. 1), was authorized

initially for construction by the

Corps of Engineers. However, a

subse~uent act of Congress reau-

thorized the project making con-

struction of the dam and reservoir o

the responsibility of the Corps of

Engineers, and construction of a

120,000-kw power plant as well as

maintenance and operation of all

project facilities, including the

dam and reservoir after completion,

0

SCALE

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Fig. l. Vicinity map

~ -·-~

the responsibility of the Bureau of Reclamation. This reauthorization

resulted in the need for close and careful coordination of the Corps of

Engineers' and Bureau of Reclamation's technical designs and construe-

tion programs. The Bureau of Reclamation advocated a considerable num-

ber of changes in the design of the structures as prepared by the

Sacramento District. One of the major changes was a re~uest for a

2

conventional apron-type stilling basin at the toe of the spillway for en

ergy dissipation instead of the flip-bucket type energy dissipater pro

posed by the Sacramento District. This change was advocated by the Bureau

of Reclamation from the standpoint of its responsibility for the mainte

nance and safety of the structure after completion and because of possible

detrimental effects of the flip-bucket in the vicinity of the powerhouse.

Pertinent Design Features

2. The adopted plan for the main dam provides for a straight

concrete-gravity type main river section with earthen wing dams at both

abutments. The maximum height of the concrete section will be about 340

ft and the over-all length of the dam will be about 1400 ft. The reser

voir created by the dam will have a storage capacity of 1,120,000 acre

ft at maximum pool elevation of 475.4*.

3. The spillway will be of the ogee type with a maximum drop of

303 ft from crest (elevation 418) to stilling basin (elevation 115) and

will be located in the central portion of the concrete river section

(plates land 2). The spillway is designed to pass an outflow of

567,000 cfs under a head of 57.4 ft; the shape of the spillway crest

is in accordance with a design head of 50 ft, which is about 87 per cent

of the maximum flood-control head. Flow over the spillway will be con

trolled by eight 42-ft-wide by 50-ft-high radial gates, supported by

crest piers 8 ft in thickness. Thus, the gross width of the spillway

will be 392 ft and the net width will be 336 ft. Two types of energy

* All elevations are referred to feet above mean sea level.

3

dissipaters at the toe of the spillway were proposed for model investi

gation. As a result of the model study, a conventional apron-type

stilling basin was selected for construction in the prototype downstream

from the five spillway crest gates located adjacent to the right spillway

abutment, and a 50-ft-radius flip bucket with invert at elevation 276.98

was selected for construction downstream from the three spillway gates

adjacent to the left spillway abutment. Discharges as large as 300,000

cfs (pool elev 466) will be passed through the five spillway crest bays

upstream from the hydraulic-jump type dissipater; the spillway design

outflow of 567,000 cfs (pool elev 475.4) will be passed through all

eight spillway bays. The three bays upstream from the flip-bucket type

energw dissipater will be operated only in case of necessity. The

stilling basin when completed will consist of a horizontal apron 146.8

ft in length at elevation 115, which will be joined to the crest sec

tion at elevation 140 by a 1-on-8 sloping ramp. Over-all length of ramp

and basin will be 346.8 ft. A 15-ft-high end sill will be located on the

end of the basin. The flip-bucket type energy dissipater downstream

from the left three spillway bays will have a lip height and angle of

3.02 ft and 20 degrees, respectively.

4. Two sets of training walls are necessary to confine flow in

the flip bucket and horizontal apron-type energy dissipaters; The walls

(type A) adjacent to the flip bucket will be 10 ft in height and will

terminate at the end of the bucket lip. The walls of the stilling-basin

type energy dissipater will be of different heights; the right training

wall having a top elevation of 210 and the left wall a top elevation

of 183.

4

5. Normal flow regulation for irrigation and flood control will

be accomplished by eight 5-ft-wide by 9-ft-high curved sluices through

the spillway section. These sluices will be located in two tiers of four

each at elevations 210 and 280, respectively. Maximum capacity of the

sluices is estimated to be 31,600 cfs with the pool at elevation 475.4.

6. Three 14-ft-3-in.-diameter penstocks will be located to the

right of the spillway. When all units have been installed the total

power output will be 120,000 kilowatts. The Bureau of Reclamation plans

the removal of an existing private power plant downstream together with

river gravel lying between the Folsom Dam site and the downstream dam.

A substantial amount of rock also will be removed from the same stretch

of river for the purpose of obtaining additional power head on the

Folsom power plant. Such gravel and rock excavation will lower the

present tailwater elevation in the vicinity of the Folsom powerhouse by

about 70 ft.

The Problem

7. Model analyses of the Folsom Dam spillway were considered

necessary to provide information on which to base the selection of the

type energy dissipater that should be constructed. Other information

concerning flow over the spillway crest, height and length of training

walls, and flow conditions in the vicinity of the powerhouse and exit

area, also was to be secured for design purposes.

Design Criteria

8. The principal design criterion was that all structures should

be safe against failure for the spillway design flood of 567,000 cfs.

Also, if the conventional type stilling basin were selected, good

hydraulic jump action should exist over the apron for flows up to

200,000 cfs and the right training wall should be capable of pro

tecting the power plant from flooding for all flows up to 250,000 cfs.

If the flip-bucket type energy dissipater were selected, discharges

up to 250,000 cfs should be projected far enough downstream so as not

to interfere with power operation. Neither objectionable spray nor

turbulence that might hinder operation should occur in the vicinity

of the powerhouse.

5

6

PART II: THE MODELS

Description

9. Two models of the same scale ratio (1:80) were constructed and

operated concurrently, one model for tests of the flip-bucket energy dissi

pater and the other for tests of a conventional type stilling basin. The

two almost identical models were necessary because of the short time avail

able for conducting tests on the two types of energy dissipaters proposed.

10. One model, designated as Model A in this report, was constructed

in a brick and concrete flume for tests of the flip-bucket type energy

dissipater. The entire spillway and conduits were reproduced, together

with about 290 ft of nonoverflow section on the right and 140 ft of non

overflow section on the left, 450 ft of approach channel, the power

penstocks and powerhouse, and about 1950 ft of the exit channel (fig. 2

and plate 3).

11. The other model, designated Model B throughout this report and

used for tests of the stilling-basin energy dissipator, was reproduced in

a slightly smaller concrete and brick flume. Model B included the entire

spillway and conduits, together with about 200 ft of nonoverflow section

on the right side and 30 ft of nonoverflow section on the left side,

400 ft of approach channel, the stilling basin, the high flip bucket,

the power penstocks and powerhouse, and about 950 ft of the exit channel

(fig. 3 and plate 4). After tests indicated the use of the stilling

basin type energy dissipater, Model A was destroyed and Model B was moved

into the larger flume for tests of additional refinements to the stilling

basin design.

Fig. 2. Details o f Model A

Fig. 3 • Details of Model B

8

12. Similar type construction was used for both models. The ap

proach channels and the nonoverflow sections of the dam were molded in

concrete to masonite templets. The spillway crest sections were formed

of aluminum sheets fastened to accurately shaped sheet metal templets

and were surmounted with crest piers constructed of plastic. Conduits

through the spillway section were fabricated of sheet metal while the

powerhouse and stilling basin were of wood; the flip bucket was formed

in sheet metal. The exit area was capped with a thin layer of cement

mortar for velocity measurements. A few erosion tests were conducted

wherein the exit area was molded in sand or gravel.

Model Appurtenances and Their Application

13. Water used in the operation of the models was supplied by

centrifugal and axial-flow pumps connected in such a manner as to

allow for flexibility of operation. The water was drawn from a large

sump, and measured by means of venturi meters. The flow from the

supply line discharged into the headbay of each model where it was

stilled by baffles prior to its passage into the models. After passing

through the models, the water was returned to the sump by gravity flow

through return lines. Tailwater elevations in the lower end of the

models were adjusted by means of a tailgate operated by a worm gear

hoist. Steel rails set to grade alongside the models provided datum

planes for use of measuring devices. Water-surface elevations were

measured by means of point gages mounted on an aluminum channel supported

by the above-mentioned steel rails, and by means of piezometers. Veloc

ities were measured with a pitot tube. Pressures over the spillway

9

were measured in manometers connected by tubes to piezometer openings

in the models. Soundings over the sand or gravel bed downstream from

the bucket and stilling basin were taken with a portable sounding rod.

Discharges through the powerhouse were controlled by means of a Van

Leer weir.

Scale Relationships

14. The requirements for geometric and dynamic similarity between

model and prototype were satisfied by constructing all elements of the

models to an undistorted linear scale ratio, and testing all hydraulic

quantities in their proper relationships as derived from the Froude law.

General scale relationships were as follows:

Dimension Ratio Scale Relationship

Length Lr = L 1:80

Velocity vr = Lr l/2 1:8.94

Time Tr = L l/2 1:8.94 r

Discharge Qr = L 5/2 1:57,240 r

10

PART III: NARRATIVE OF TESTS -- MODEL A (FLIP-BUCKET TYPE)

Spillway Crest

15. The maximum drop from the spillway crest at elevation 418 to

the invert of the 50-ft-radius bucket below the five bays nearest the

right abutment (elevation 176.98) was 241.02 ft, whereas the drop to the

bucket invert below the three bays adjacent to the left abutment was

141.02 ft. The alignment of the downstream portion of the spillway fol

lowed the equation Y = 0.01798X1 •85 whereas the upstream portion of the

spillway was shaped to a compound curve with radii of 25 and 10 ft. Di-

mensions of the radial gates and crest piers have been described previously

in paragraph 3. Complete details of the spillway crest are shown on

plate 5.

16. Satisfactory flow conditions obtained over the spillway weir

of model A throughout the range in discharge for free and controlled

overflow. The semicircular shape of the upstream portion of the crest

piers permitted smooth passage of flow through the gated sections.

17. Measurements of head-discharge relations revealed that slightly

more than the computed flow was passed through the model (plate 6). At

the spillway flood pool (elevation 475.4) and with eight bays open full,

computations indicated a maximum discharge of 567,000 cfs, whereas an

equivalent discharge of 588,000 cfs was passed over the model crest. A

discharge of 358,000 cfs was passed through five gate bays with a pool

elevation of 475.4 as compared to a·computed discharge of 353,000 cfs.

The coefficients of discharge for the above discharge conditions and an

assumed pier contraction coefficient of 0.015 are 4.09 and 4.20,

11

res~ectively. These coefficients are slightly higher than those found in

other ex~eriments; this is attributed to the conservative pier contrac

tion coefficient assurr.ed.

18. Measurements of water-surface profiles for conditions of full

and partial gate o~enings are shown on plates 7-11. These profiles indi

cate the abutment walls to be of adequate height to confine flood flows

and to clear the gate trunnions. No pressure data were recorded over the

crest of Model A but data vrere recorded on Model B and are presented later.

Flip-bucket Type Energy Dissipater

19. Six bucket designs (plate 12) were investigated in an effort

to develop a design that would satisfy the conditions outlined in para

graph 8. All alterations were confined to the bucket below the five gate

bays (gates 1-5) adjacent to the right abutment. Tests were conducted

for the discharges and gate operation outlined in table 1 and for the

tailwater conditions shmvn on plate 13. Tests involved (a) obs~rvation

of bucl\:et action, (b) determination of >-rater-surface profiles, (c) inves

tigation of erosion tendencies in exit area, (d) measurement of veloci

ties and their distribution in the area downstream from the bucket, and

(e) measurement of surge waves and their frequency in the vicinity of the

powerhouse. Complete data were procured only on the original design since

the five alterations afforded little or no improvement in bucket ~erform

ance and consequently did not warrant detailed investigation.

Type 1 (original design) bucket

20. Description. The bucket originally proposed for the Folsom Dam

spillway had a radius of 50ft and was placed at two elevations. The

12

242-ft section of the bucket adjoining the'right training wall was at eleva

tion 176.98 {plate 12) and the 150-ft section adjoining the left training

wall was at elevation 276.98 (plate 1). Elevations of the left and right

training i-mlls were 212 and 290, respectively.

21. Flow conditions. It was observed that the sheet of water passing

over and downstream from the bucket lip had a very flat trajectory (photo

graphs 1-6). This condition was unexpected as a 20-degree lip slope in

tests of other structures had given entirely different results. The flat

trajectory was attributed to the close proximity of the rock bed immediately

downstream from the bucket ivhich caused a reduced pressure area immediately

dovrnstream from the bucket thus tending to depress the overflowing sheet

of 1-mter. Removal of a portion of the bedrock in the immediate vicinity

of the bucket (photograph 7) permitted the aeration of the underside of

the nappe resulting in a steeper trajectory of flow and improved down

stream conditions (photographs 8-10). The area immediately downstream

from the basin vTas practically unwatered by the overflowing nappe and re

mained so up to a discharge slightly in excess of 300,000 cfs when the tail

i-mter became sufficiently deep to form a roller under the nappe. High ve

locities existed in the exit area downstream of the point of impingement

of the nappe. Eddies >Tere formed on the left and right banks of the chan

nel, the size and location of vThich vTere dependent upon the discharge.

22. Water-surface profiles. Average water-surface profiles measured

through the flip bucket and exit channel immediately downstream are shown

on plates 7-11. These profiles indicate that the nappe impinged about

400 ft dovmstream from the bucket for a discharge of 250,000 cfs. The

powerhouse was located about 400 ft dmmstream from the bucket.

23 . Surface- current directions . Surface- current directions in

the exit area for various combinations of discharges over the spill-

"'ray and through the powerhouse are shown on plates 14- 18. The eddy

conditions described above are shown on the referenced plates.

24. Erosion tests . An erosion test \Tas conducted with a dis -

charge of lo8, 000 cfs over the spillway and 7 , 000 cfs through the

PO\Terhouse . For this test the exit area was molded in pea gravel to

the configuration shown on plate 19. The scour developed in the pea

gravel bed {fig . 4) was considerable, being about 35 -40 ft lrhere the

nappe impinged on the river bed . ¥aximum scour occurred along the

right training wall with a considerable portion of the scoured mate-

rial being deposited in the tailrace area. Flow conditions in the

Fig . 4 . Bed downstream from flip bucket after 1- hour scour , Model A. Discharge , 115 , 000 cfs ; pool elev, 466 . 0

13

14

exit area were improved after erosion of the bed (photographs 11 and 12).

The tailwater could not be lowered below elevation 187 because of the

deposit of pea gravel in the exit area. A second scour test was conducted

for the same discharge conditions but with the bed molded of larger gravel

(gravel that was retained on a 1-1/2-in. screen) to more nearly simulate

prototype conditions (photograph 13). This test showed approximately 50

ft of scour along the right training wall and a lesser amount downstream

from the bucket (photograph 14). A smaller amount of material also was

deposited in the tailrace. Attention should be given the relative loca

tion of scouring attack rather than the depth of scour, since it has not

yet been found possible to reproduce quantitatively in a model the re

sistance to erosion of a rrototype bed material. The scour data also are

useful in providing a measure of the effectiveness of the type energy

dissipater under study.

25. Bottom velocities. Velocities recorded 2 ft above the bed of

the exit area for various discharges are shown on plates 20-25. Velocity

measurements were very difficult to obtain in view of the turbulent con

dition of flow in the exit area. The data indicate that velocities as high

as 103 ft per sec existed in the area where the nappe from the bucket fell

into the exit channel. Velocities in the tailrace area were in the range

of 20-25 ft per sec. Measurements over the exit area for a total discharge

of 115,000 cfs after erosion of the bed had occurred (plate 26) revealed

some decrease in velocities. However, they were still high and could

prove troublesome in the prototype.

26. Surge observations. Surge observations or variations in water

level were recorded in the vicinity of the powerhouse (plate 19) for the

15

various test discharges. These data (table 2) indicate that the amount

of surge increased as the discharge was increased. For the critical dis-

charge of 250,000 cfs, the variation in water surface was from 4 to 9 ft

at the three test locations. Surge frequency ranged from only about 13

to 17 cycles per minute; a surge frequency of 30-50 cycles per minute

was considered critical for power generation.

Alternate bucket designs (types 2-6)

27. Description. The alternate bucket designs were developed with

a view toward breaking up the sheet of water as it passed over the

bucket lip or throwing it farther downstream away from the powerhouse. In

one design (type 6) the bucket was lowered with a view to dissipating en-

ergy by submerging the nappe passing over the bucket lip. Photographic

data only were procured on these alternate bucket designs. Details of

the designs are shown on plate 12 and are described below:

a. Type 2 bucket had a radius of 50 ft, an invert elevation of 173.3 and a 30-degree terminal angle ending at station 12+52.07.

b. Type 3 bucket had an invert elevation of 165.24 at station 12+32.38 and was joined to the spillway with a 50-ft radius; downstream from station 12+32.38 the bucket was horizontal to station 13+00.

c. Type 4 bucket had a radius of 50 ft, an invert elevation of 165.24, and a 5-degree terminal angle ending at station 13+00.

d. Type 5 bucket was similar to type 4 except that 16-ftwide by 9-ft-high dentates were located on the 5-degree terminal angle with a clear distance between dentates of 16 ft.

e. Type 6 bucket had a radius of 50 ft, an invert elevation of 126.98, and a 20-degree terminal angle.

28. Test results. The 30-degree terminal angle of the type 2

16

bucket caused the nappe to be deflected higher and farther downstream

before it impinged on the bed of the exit orea (photographs 15-20).

Hm1ever 1 the trajectory of the nappe was such that flow overtopped the

Fig . 5. View of type 5 bucket with dentates installed

right training wall in the

vicinity of the powerhouse ,

which could endanger the

structure . Flow over the

bucket of type 3 design

(photographs 21-23) caused

the tailwater to be swept

downstream and resulted in

high velocities over the

exit area . The addition of

the 5-degree slope (type 4)

altered flm.r condi tioris only slightly. The use of the dentates of the

type 5 bucket design (fig . 5) resulted in about the Game conditions in

the exit area as were ob-

served with the bucket of

orieinal design (photo-

graphs 24-26) . Since none

of the types 2-5 alters-

tions improved flow condi-

tions over the bucket and

in the exit area , the type

6 bucket (fig. 6) was de-

veloped . It was thought Fig . 6. View of type 6 flip bucket

17

that the low elevation of this bucket would provide a type of hydraulic

jump action that w~uld not erode the exit area too much. The resulting

flo'' conditions (photographs 27-29) revealed that a form of hydraulic

jump type action existed . Hmfever , flmr was very turbulent in the vicin-

ity of the pmrerhouse . Fig . 7 ill ustrates the scour that resulted after

successive discharges of 115 , 000, 200, 000, and 300,000 cfs for a period of

15 min (model) .

Discussion of results

29 . It "as decided from the results of all tests that the ori ginal

design bucket at elevation 176.98 "ras as economical to construct and

performed as '-rell a s any of those investigated . It also was the

Fif3 . 7. View of the bed dmmstream of the type 6 flip bucket , Model A. Scour after successive discharges of 115, 000, 200,000 and

300, 000 cfs for 15 m.inutes of model operation

18

consensus of representatives of all the interested agencies that, while

the bucket of original design was adequate as far as the safety of

the dam was concerned, it was not desirable that the nappe strike the

bed of the exit area in the vicinity of the powerhouse. It was

agreed that the resulting high velocities downstream could fill the

tailrace with debris thus reducing the head available for power

generation.

Conduits

30. Although conduits were installed through the spillway sec

tion of the model, no data were procured, as the design was changed

after initiation of the model study. The size also was reduced from

5.67 ft by 9.68 ft to 5.0 ft by 9.0 ft and the alignment was altered.

Plate 1 shows the location and alignment of the conduits as redesigned.

The redesigned conduits were neither installed nor tested in the m~del.

19

PART IV: NARRATIVE OF TESTS -- MODEL B (STILLING-BASIN TYPE)

Spillway Crest

31. The spillway crest reproduced in Model B was identical to the

crest used in Model A and described in paragraph 15. Details of the crest

are shown on plate 5.

32. Measurements of head-discharge relations were practically the

same as those recorded previously for the crest of Model A (plate 6).

Pressure data recorded over the crest of Model B are shown on plates 27-31

and in table 3. These data indicate only slight negative pressures with

the gates at partial opening. Pressures were all above atmospheric for

uncontrolled flow over the crest. No comparable pressure data were ob

tained on Model A.

Stilling-basin Type Energy Dissipater

33. Table 4 shows the 25 types of stilling-basin designs tested on

Model B together with references to plates and photographs that present

data pertaining to each design. Many of the designs were similar except

for revisions of the height of end sill and baffle piers or alterations

in the slope and elevation of the apron. As was the case during tests of

the flip-bucket type energy dissipater, the high bucket downstream from

gates 6, 7, and 8 adjacent to the left spillway abutment was not altered.

Tests were conducted for the discharges and gate operation outlined in

table 1 and for the tailwater conditions shown on plate 13. For the most

part tests involved observations of flow conditions, measurements of

water-surface elevations, determination of erosion tendencies, and

20

measurement of velocities and determination of their distribution. Only

observation tests were conducted on certain of the designs where minor

changes or alterations had been made .

Type 1 (original des i gn) stilling basin

34 . Description . The initial design of the stilling-basin type

energy dissipater proposed for Folsom Dam consisted of an apron with

an over-all length of 276 .1 , starting at elevation 119 . 35 , extending

on a 1-on-6 slope to elevation 115 and then horizontally for a dis-

tance of 250 ft (table 4 and fig . 8) . An end sill 5 ft in height was

placed on the end of the apron to deflect all high velocity bottom cur-

Fig . 8 . View of type 1 stilling basin, Model B

rents away from the exit area

immediately downstream. The

elevation selected for the

horizontal basin was about

that required to provide the

theoretical depth for forma-

tion of a hydraulic jump for

a discharge of 115,000 cfs .

35 . Flow conditions .

Observation of flow conditions

throughout the range in dis-

charge (photographs 30- 33) revealed that hydraulic jump action existed

for all flows . However , the tailwater elevation appeared to be slightly

lrnr and flow within the basin proper was quite turbulent . For dis-

charges in excess of 115,000 cfs, the jump appeared to extend beyond

the confines of the basin into the exit area . Variations of the

21

tailwater elevation revealed that best jump action obtained with the tail

water increased about 5 to 10ft (plate 32). The tailwater also could be

lowered about 15 ft before spray action occurred with a discharge of

200,000 cfs; the margin of safety against spray increased as the discharge

increased. Surface currents through the stilling basin and in the exit

channel downstream are shown on plates 33-37.

36. Water-surface profiles. Water-surface profiles along the

center line of the stilling basin for spillway discharges of 108,000,

193,000, 243,000, 300,000, and 567,000 cfs are shown on plates 27-31.

These data indicate that a hydraulic jump formed on the apron at all

discharges and that the training walls were of sufficient height to

contain all flows up to about 300,000 cfs. The data also indicate that

the jump extended into the exit area for discharges in excess of about

115,000 cfs.

37. Velocities. Bottom velocities in the stilling basin and down

stream therefrom for the test discharges are shown on plates 38-43. Bot

tom velocities over the end sill varied from a maximum of 13.4 ft per

sec at a discharge of 50,000 cfs to a maximum of 68.1 ft per sec at a

discharge of 300,000 cfs. Maximum velocities in the exit area for the

same discharges were 10 and 26 ft per sec, respectively. Velocities for

a discharge of 567,000 cfs were about the same as those observed with a

discharge of 300,000 cfs. Although velocities over the end sill and in

the exit area were still higher than desired, they were considerably

lower than had been observed with the flip-bucket type energy dissipater

at corresponding discharges. The effect of tailwater elevation on veloc

ities at the end sill is shown on plate 44. These data reveal that the

22

tail,-Tater conditions existing with a basin elevation of 115 resul ted in

optimum conditions .

Type 2 stilling basin

38 . Description . The type 2 basin was evolved to place the top

of the sloping ramp or upstream end of the stilling basin at a higher

elevation . This revision would increase the thickness of the concrete

at the toe of the spillway, which was considered desirable for reasons

of stability. The possible loss of basin efficiency was compensated

for by addition of 8-ft- hich dentates to the ramp and an increase in

the height of end sill to 15 ft . The type 2 basin consisted of a 1- on-

9 -95 sloping ramp, beeinning at station 12+39 . 7 at elevation 140 and

ending at station 14+88 . 5 at elevation 115 . The 8-ft- high dentates

were placed on the sloping ramp at station 13+50.9 . Use of the long

slope in the upstream portion of the basin reduced the length of the

horizontal apron to 82 . 4 ft . Details of the type 2 basin are shown in

Fig . 9 . Details of the type 2 stilling basin

table 4 and fig . 9 .

39 . Test results . Flm-1

conditions within the stilling

basin appeared to be improved

by the revisions to the basin

elements (photographs 34- 37) .

A good hydraulic jump existed

for a discharge of 108, 000 cfs

over the spillway . Plate 45

shows water- surface profiles

through the stilling basin and plate 46 shm1s bottom velocities for a

23

spillway discharge of 193,000 cfs. The data indicate that the exit chan

nel velocities were increased from a maximum of 13.4 ft per sec for the

type 1 basin to 19.0 ft per sec with the type 2 basin. The variations

in water level in the vicinity of the powerhouse, caused by turbulent

conditions created by stilling-basin action, are shown in table 2.

Similar data recorded with the flip-bucket type energy dissipater have

been discussed in paragraph 26. Yor a discharge of 250,000 cfs the

variation in water surface was from 7 to 8 ft and was slightly more

than observed with the flip-bucket type energy dissipater (4 to 9 ft).

Surge frequency was about 14 to 16 cycles per minute.

Types 3-5 stilling basins

40. Description. The types 3-5 basins differed from the type 1

basin only in the length of the horizontal apron and height of end sill.

The end sill height was maintained at 15 ft and the length of the apron

was shortened 25, 50, and 75 ft, respectively, for the types 3, 4 and 5

basins (table 4).

41. Test results. Observation of flow conditions in the three

basins revealed that, as the basin was shortened, basin action became

more turbulent and impact of flow on the end sill increased. Flow con

ditions for a discharge of 108,000 cfs were fair, however, with the basin

shortened as much as 75 ft. For discharges in excess of 108,000 cfs

basin conditions were poor (photographs 38-40).


42. The type 6 stilling basin was identical to type 2 E:.....-:cept that

the height of the end sill was reduced from 15 to 10 ft in an effort to

improve flow conditions over the end sill. The reduction in sill height

24

had little or no effect on basin performance .


43 . Description . Types 7-9 basins were investigated to study

the possibility of raising the elevation of the upstream portion of

the sloping apron higher tl an was done in the type 2 design . The

sloping apron of the types 7, 8, and 9 designs intersected the spill-

way at elevations 200.26, 153. 46, and 143.97, respectively (table 4) .

44 . Test results . Flow conditions ~Tithin the ty:pe 7 basin were

unsatisfactory (photographs 41- 43) . The slope of the apron began at

too high an elevation and iras too steep, and the stilling basin was

dependent upon the end sill to form the hydraulic jump. Flow condi-

tiona uith the types 8 and 9 basins (photographs 44-46) were similar

and about the same as those observed with t he type 1 original basin.

Ho;rever , the hydraul ic jump still extended into the exit channel for

discharges in excess of 200,000 cfs .

Pig . 10. Details of the type 10 stilling basin, Model B


45 . Description. The type

10 stilling basin was the first

design which considered training

wall height . The basin proper

was similar to type 1 . The left

intermediate training '-rall was

lowered from elevation 210 to

elevation 165 (top of firm rock)

at the downstream end (table 4

and fig . 10) . This alteration

not only would effect economies in construction but it was thought that

it might improve basin conditions at high discharges by permitting the

tailwater to flow into the basin from the side over the low wall.

25

46. Test results. Flow conditions were similar to those observed

with the type l design. The low intermediate wall was still of such

height as to exclude practically all tailwater up to a discharge of

about 200,000 cfs. For the maximum discharge of 567,000 cfs the

drowning of the jump by tailwater flowing over the low wall was a def

inite improvement. However, basin action for the type 10 basin was con

sidered unsatisfactory for discharges in excess of 108,000 cfs (photo

graphs 47-50). The elevation of the left training wall, as tested, was

considered satisfactory.


47. The type ll basin was similar to type 7 except the horizontal

portion of the basin at, elevation 115 and training walls were extended

85.9 ft downstream (table 4). Although the longer basin and training

walls produced better flow conditions (photographs 51-53) over the end

sill than were observed with type 7 basin, the increased cost of con

struction was not worth the improved performance secured. The toe of

the hydraulic jump also occurred too far downstream from the junction

of the apron and the crest section.


48. Description. The type 12 basin was developed after a series

of intermediate observation tests wherein flow conditions were observed

with various slopes and tailwater elevations. The design giving most

promise consisted of a l-on-8 sloping apron beginning at elevation 147.5

26

at station 12+28.5 and ending at elevation 115 at station 14+88.5

(table 4). Over-all length of the original spillway structure was

maintained.

49. Test results. Observation of flow conditions revealed good

basin action at a low discharge (108,000 cfs) and fair action for the

higher discharges (photographs 54-56). The hydraulic jump formed

just downstream from the beginning of the stilling basin. Thus it

appeared that a 1-on-8 sloping apron was about the steepest that

could be used without an increase in the length of the basin.


50. Description. The types 13-19 stilling basins (table 4)

represent designs developed to effect refinements in the type 12

basin with its 1-on-8 sloping apron. Such refinements involved

variations in (a) length and elevation of the horizontal apron, (b)

point of intersection of apron with spillway, and (c) use of dentates

or baffle piers. During the course of this series of tests a decision

was made in a conference between representatives of the Corps of

Engineers and the Bureau of Reclamation to incorporate the stilling

basin type energy dissipater in final plans for construction. This

was done to afford greater safety to the powerhouse and reduce pos

sible maintenance costs. Following this decision, the stilling basin

was moved into the larger flume, formerly occupied by Model A, and

testing was continued.

51. Test results. Data obtained with the types 13-19 stilling

basins consisted of observations of flow conditions and comparative

erosion tests. The scour tests were conducted with the exit area

27

molded flat in sand to elevation 115 (plates 47-58). The scour data in

dicated the possibility of increasing the elevation of the horizontal

portion of the basin from 115 to 125, and the elimination of dentates from

the sloping portion of the apron. ~•o of the basins, types 18 and 19,

showed considerable improvement in flow conditions and bottom velocities

were measured in the stilling basin and exit area (plates 59 and 60).

The velocity data indicate a reduction in end sill velocities from 90ft

per sec to 30 ft per sec as a result of baffle piers. However, with

velocities of the magnitude recorded baffle piers would, in all proba

bility, be damaged by cavitation. Therefore, their use was not con

sidered desirable.


52. The type 20 basin involved the use of a flat sloping apron

throughout its length. The type 21 design involved use of an almost

horizontal basin adjacent to the training walls with a depressed center

section. Details of both basins are presented in table 4. Neither basin

resulted in improved performancej consequently no data thereon are

presented.


53. Description. The type 22 stilling basin was developed after

a conference at the Waterways Experiment Station between representatives

of the Sacramento District, the South Pacific Division, the Office, Chief

of Engineers, the Bureau of Reclamation, and the Experiment Station,

during which all model data were reviewed. The type 22 basin (table 4

and plate 1) is a compilation of all the best features of the previously

tested designs. At the above-mentioned conference it also was decided

28

that bottom velocities over the exit area immediately downstream from

the end sill should not exceed 30 ft per sec. The types 23, 24 , and

25 basins (table 4) ,.,ere the same as type 22 except that one row of

baffle piers 8 , 10, and 12 ft high, respectively, was used to reduce

bottom velocities .

54 . Flow conditions . Photographs 57-61 show flow conditions in

t he type 22 basin for discharges of 108,000, 193, 000, 300, 000, and

567,000 cfs . These photographs indicate excellent hydraulic jump

action for a discharge of 108,000 cfs , good action for 193, 000 cfs ,

and fair action at discharges of 300,000 and 567,000 cfs . The use of

10-ft-high baffle piers (type 24 basin, fig . 11) improved flow condi-

tions slightly at the higher discharges (photographs 62-64) . The 8-

and 12-ft-high baffle piers of types 23 and 25 basins resulted in about

the same type of flo"' action.

55 . Bottom velocities and water-surface profiles . Plates 61-74

show bottom velocities and

water-surface profiles with

the types 22-25 basins .

Data are presented both

with the bed of the exit

area molded to natural con-

figuration and with a simu-

lated scour hole, approxi-

mately 4oo ft in length and

with a maximum depth of 32 Fig . 11. Details of type 24 stilling basin.

Row of 10-ft baffles at sta 14+94.2 ft , reproduced downstream

29

from the end sill. The data presented indicate that velocities imme

diately downstream from the end sill of the type 22 basin reached a

maximum of 57.4 ft per sec for a discharge of 300,000 cfs, which is in

excess of the 30-ft-per-sec limit mentioned in paragraph 53; for a dis

charge of 115,000 and 200,000 cfs maximum velocities were 16 and 35.2 ft

per sec, respectively. 1{ith a scour hole simulated downstream from the

end sill, maximum bottom velocities were only 12.4 ft per sec and were

upstream in direction. Maximum bottom velocities over the exit area

molded to natural configuration were generally decreased by the use of

either 8-, 10-, or 12-ft baffle piers and were within the 30-ft-per-sec

limit established. However, flow conditions indicated that the baffle

piers would be subjected to high impact forces, especially at high flows,

and damage through cavitation action appeared possible. Excavation of

the exit area downstream from the end sill or erosion of this area by

flow would result in bottom velocities within the range desired without

the use of baffle piers. Water-surface profiles for each of the four

basins for the two exit area conditions also are shown on plates 61-74.

Intermediate Training Wall of High Bucket

56. Although it was planned to retain the flip-bucket type energy

dissipater downstream from gates 6, 7, and 8, it was desired to reduce

the height of the intermediate wall adjacent to the high bucket, thus

reducing the lateral pressure exerted by flow over the curved bucket.

General details of the three type walls investigated are shown on plates

75 and 76 and photographs 65-67.

57. Pressure measurements were made at the locations shown on

30

plates 75 and 76 and are shown in table 5 for various head conditions.

The use of types B and C vralls resulted in a decrease in lateral pres

sure but diverted some of the flow laterally into the stilling basin

(photograph 68) below gates 1-5. This extra flow into the stilling

basin had no effect on basin performance.

31

PART V: CONCLUSIONS

58. Conclusions based upon the model findings are:

a. The conventional apron-type stilling basin should be constructed in the prototype instead of the flip-bucket type. While the safety of the dam would not be endangered through use of the more economical flip-bucket type energy dissipater, construction of the stilling-basin type dissipater was considered desirable in view of the increased safety to the powerhouse and the reduced maintenance costs with less eroded material entering the tailrace area.

b. The type 22 stilling basin was the most feasible from the standpoint of economy, stability of the dam, and performance.

c. The type 22 stilling basin resulted in good hydraulic jump action for discharges up to 200,000 cfs; jump action was only fair for discharges from 200,000 to 567,000 cfs. Maximum bottom velocities immediately downstream from the end sill slightly exceeded the limit of 30 ft per sec. However, after a small amount of erosion has occurred the velocities will be within the limits desired.

d. The type 24 stilling basin produced lower velocities in the exit area but is not recommended in view of possible damage to the baffle piers through cavitation action.

e. If the prototype discharge ever exceeds 300,000 cfs and it becomes necessary to release flow through gates 6, 7, and 8, some erosion downstream from the flip bucket and damage to the left training wall adjacent to the stilling basin may occur.

f. Pressure and flow conditions over the spillway crest were satisfactory.

~· Surge conditions in the powerhouse area for a spillway discharge of 250,000 cfs, with the stilling-basin type energy dissipater, ranged from 7 to 8 ft, but the frequency was such that no difficulty should be incurred in power operations.

TABLES

Table 1

TEST CONDITIONS FOR DEVELOPMENT OF DESIGN OF ENERGY DISSIPATOR

Outflow in 1,000 Cfs Pool Test Spillway Gates Elevation

No. Total Penstocks l 2 2_ 4 .2.. 6 7 8 (Computed)

1 57 7 10 10 10 10 10 0 0 0 466

2 115 7 22 22 22 22 20 0 0 0 445

3 200 7 39 39 39 39 37 0 0 0 466

4 250 7 49 49 49 49 47 0 0 0 466

5 300 0 60 6o 6o 6o 6o 0 0 0 466+

6 567 0 71 71 71 71 71 71 71 70 475

Note: No flow through conduits.

Table 2

SURGE ACTION IN VICINITY OF POWERHOUSE, MODElS A AND B

Total Gate Normal Maximum Minimum Range of Maximum Minimum Range of Discharge Opening Tailwater Sta- Surge, Elev Surge, Elev Surge, Ft Surge, Elev Surge, Elev Surge, Ft

Cfs Ft Elevation tion Model A Model A Model A Model B Model B Model B

57,000 6.0 176.5 1 180.0 177.0 3.0 176.0 174.0 2.0 2 181.0 179.0 2.0 176.5 174.5 2.0 3 179.0 177.0 2.0 176.0 175.0 1.0

115,000 14.G 179.2 1 184.0 182.0 2.0 180.0 179.0 1.0 2 184.0 182.0 2.0 181.0 179-0 2.0 3 186.0 183.0 3.0 181.0 178.0 3.0

200,00(' 28.0 196.0 1 198.0 193-0 5.0 201.0 195-0 6.0 2 199-0 195-0 4.0 202.0 196.0 6.o 3 200.0 195.0 5.0 201.0 196.0 5-0

250,000 33-75 205.4 1 207.0 203.0 4.0 210.0 202.0 8.0 2 210.0 2o4.o 6.0 210.0 203.0 7-0 3 212.0 203.0 9-0 212.0 2o4.o 8.0

300,000 Full 212.6 1 214.0 209.0 5.0 217.0 208.0 9-0 2 217.0 210.0 7-0 216.0 209.0 7-0 3 217.0 210.0 7-0 217.0 209.0 8.0

567,000 Full 242.0 1 248.0 234.0 14.0 246.0 234.0 12.0 2 251.0 236.0 15.0 245.0 236.0 9.0 3 257.0 236.0 21.0 248.0 236.0 12.0

Note: Locations of stations where surge action was obtained shown on plate 19.

Table 3

PRESSURES OVER SPILLWAY CREST

MODEL B

Pressures, 1 Pressures S illway Gates 1 through 5 erating Gates ~erati!:ej

Piezo:m- Pie.zom- Disch, 50,000 Cfs Disch, 1 ,000 Cfs Disch, 1 ,000 Cfs Disch, 193,000 Cfs Disch, 2 3,000 ~fs Disch, 300,000 Cfs Disch, ~7,000 Cfs eter meter Pool Elev, 466.0 Pool Elev, 445.0 Pool Elev, 466.0 Pool Elev, 466.0 Pool Elev, 466.0 Pool Elev, 468.6 Pool Elev, 473.0

Number Zero Gates Open 6.0 Ft Gates Open FUll Gates Open 14.0 Ft Gates 0Een 28.0 Ft Gates OEen 33.75 Ft Gates Open Full Gates Open Full

1 411.71 55.29 26.29 52.29 39.29 37.29 18.70 27.00

2 416.42 49.58 17.58 43.58 30.58 23.58 13.58 14.60

3 418.00 45.00 12.00 33.00 21.00 17.00 7.00 6.00

4 413.42 - o.42 6.58 - o.42 5.58 4.58 2.58 1.60

5 401.46 1.54 3.54 0.54 1.54 1.54 1.54 0.50

6 382.92 1.08 2.08 0.08 0.08 1.08 0.08 0.10

7 358.31 4.69 3.69 4.69 6.69 4.69 5.69 4.70

8 328.96 4.o4 5.o4 5.o4 8.o4 8.o4 lO.o4 11.00

9 299.11 2.89 4.89 4.89 6.89 7·89 8.89 10.90

10 269.26 2.74 3.74 3.74 5.74 6.74 7.74 8.70

Notes: Pressures are recorded in prototype feet of water. Piezometer locations are shown on plate 27.

TYPE NUMBER

2

3

4

5

6

7

Table 4

MODEL B STILLING BASIN DESIGNS INVESTIGATED

SECTION ALONG CENTERLINE

--~~ STA 13+19.4fJ

~~~ I £LEV 2a7.3!

~~~0.0~ TOP OF WALL EU:V 210.00

IJ.-1 ~I ~ 0.6 £LEV I6J.B2 STA 13+20.90 ~ ~

EU:V 130~~ r 250.00' "> ~ 4 £LEV 119.~~l £LEV 115.00 £LEV 120.f2S!. lr-;;,

STA 12f-30.PO lsTA 12+94,80

ii: :'It:... STA 13+111.46

~: I £LEV 261.31 ~ ' :t: o'fl.M ~

:::: \~ lrop OF WALL £LEV 210.00 ~

REFERENCE

Photographs 30-33

Plates 27-44

PhotogrepbB 34-37

Plates 45-46

E1L-V £ (DENTATES 16 FT WIDE

~ SPACED ON 32·FT CENTERS

./ STA 13+.50.90 STA 15+1$4.10 a

EUV 140.oo 9.95 ( · I ELEV 115.00 L I - EUV 130.00

STA 12'39.70 I STA 14+46.90 I ' STA 14f8LSO 82.40'1

1

,. ~~ srA 13+/IMe Iii: ~~0 •

CS .,,..~ I~ ~~

1 ~~~ .p.~o "';!; ..... :ot r,O·o ....

0-67 't;;,I~~OP OF WALL ELEV 210.00

,I ELCV/83. 225.00' STA 13f20.!JO

ELEV 130.00\t:_ ELEV/19.35 -

~ ST.4 15-1-39.10 6 EL€VI30.00 I 1--

1 £LEV 115.00---- r--I STA 12f-94.80

<> ~I:~ ISTA 13+19.46 I~

~ ">,;;. ~:EUV 267.31 ;! "'

I I.JOI~ •fl." C.,.._

~Q..:!::ot !.o.o !!:!

0.67 ..... t; \ TOP Of" WALL £LEV 210.00

ELEVIB:J. (7 ~IrA 1u2o.9o ~, 21JO:Oo' ~ STA 151-14.10

£LEV 130.00 \"-=- 6 ELEV 130.00 I ELEV 1/9.35 £LEV 115 00 ,..,/H',

I STA 12+94.80

£LEV 130.00 '\:'L: 6 f STA 14+BS.IO ELEV 130.00 £LEV /I!J,35- ~_l ELEV 115.00

I STA 12+94.80

~ ~ ;!~~ ~ STA 13+19.46 ~ I \, , "' ... 0 I ELEV 267.31 ~ ~ 'U ~~ ~.~~,. !!! o os~"' t:!\<JJ:o 1:!1~ • «., TOP OF WAU. ELEV 210.00 c., ~

£LEVIe3.a2 / i/ :}EEN!!TAET)Es 1e FT WIDE I~ \. SPACED ON 32-FT CENTERS I to:

EL£11140.00 ~ 9.95 82.40'

ELEV/15.00 :\...._ I 1

£L£V125.Dt?~~ STA 131-50.90 I ,...-

STA 14•4e.go I cs.o'l_srA 14'88.50

t:!,~ ~ ..,~ ~

~:0~~~1'~0~P~IJ~F~W.f10:!!L~L:..;E~L:!E:.!V:..!.21:!0::!.0:!0'-::::-::7~l I ;;;: £LEV 00.26

\ ~ 3.33 1o2.go'

o.er , ---......... ] 1 J \\_ ELEV 1/S.OO-------- _EL_E_V_I3_0_.0_0 1-

STA 14+68.0~TA 15+,4.10 I

Photographs 38-40

PhotograpbB 41-43

REMARKS

Stilling basin aa originally deeigned

1-<>n-9.95 eloping basin beginning at ata 12+39-70 at elev 14o .00 and ending at eta 14+88. 50 at elev 115 .00. Placed on the slope at sta 13+50.9 were denta.tes 16 ft wide, 8 -rt high, and 96 ft long. At tb.e end of the ba.sin1 eta 15+64 .10, was located a 15-ft end sill.

Same as type 1 design, except the end sill was 25 f't upstream at eta 15+ 39 .1.0 and was 15 f't high vi th 30 degree sloping front face

Same as type 1 design, except end sill vas 50 t't upstream at eta 15+14 .10 and was 15 f't high with 30 degree sloping front face

Same as type 1 design, except end sill was 75 f't upstream at eta 14+89.10 and was 15 ft high with 30 degree sloping front face

Same as type 2 design, except 10-f't vertical sill replaced 15-ft eloping sill

1-on-3.33 sloping basin beginning at eta ll+83.1lo at elev 200.26 and ending at eta 14+68.00 at elev ll5.00Jat ond of basin at eta 15+64,10 was a 15-ft-high end sill

TYPE NUMBER

8

9

/0

II

12

13

14

Table 4 ( Cont_ 'd)

MODEL 8

STILLING BASIN DESIGNS INVESTIGATED


lil ~ : STA 13-f/9.4G Q

~~~ ~ I £LEV 267.31 ~

I ._.._ .~~~1-!l !!!

~::: oo :"'t

0.67 \fJ • TOP OF WALL £LEV 210.00 t; EL£¥183.82 /// 220.90'

"-. STA 13+50.00 ~Ec!o~:cEV~1!.;!5~3.c!4!J!6_ ''-?.._ I STA 15+-64.10

STA 12+2(.79 I I ELEVI/S.OO ~~~

I

STA 13+19.46

~~ I ~~~~~ ~~~O< ELEV 267.3/

~ oP 0. 6 7 \c;: TOP OF WALL ELEV P/0.00

~~ 7 STA /31-50.00

~----~2~2~~i,go~·~~~ ELEV 143.9 4 J sr:L'i::.;';}.gO I STA 12•34.091 ~ ELEV/1500 ____ ~

<:>

"'l;:cl STA !3+19.48 ~ ~ ~ I ELEV 287.31 ~ ~ ... ~,~~ ~ :::::~ 0 ....

"l OP OF WALL ELEV 2/0,00 ~

ELEVI83.82 'I i leL£Vt75.oo 1sr:L':::~:o ~ £LEV 130.00\[ I

ELEV /19.35-- ELEV 115.00 ELEV /20.00

STA 12.,..94.80 l lsTA /3f20.90

STA 11-183.80 STA 14+88.00

~I srA !!+ 9~.69 I STA 16+56.80, ~

~'{ 1 188.8o' .]~

I .1\1 TOP Of' WALL ELEV 210.00 I r---J ~ "\"" " ELEV 200.28 I I~

0.67\ ~ !l.i \ .331 v

'LEV, /30.00 ELEV 115.00 ~ m

F=i.

1\.' ~~~~ ~~~<;L;~·;:;.:I I~ Cl..... ~~1'-0 0-6~ \fJ0'

0 TOP OF WALL EL£V 210.00 ~

ELEVI83.8 , I ELEV 147.50 "/ 8 STA 15+64.10 I STA !2+28.50 I £LEV 1/S.OO I ELEV 130.00 -

STA 14•88.50 I

;:!1: 5 STA 13+19.48

~;:;! 0 I £LEV 267.31

I~ \0:1~~ .p'~~ o,a~ '!ft71 TOP Of' WALL ELEV 210.00 ~

ELEV 183.82 7 ELEV 148.70 7.

25 STA !5+84.10

STAI2+28./5 I ELEVI!5.oo-J.!-- ~~~

REFERENCE

Photographs 44-46

Photographs 47-50

Photographs 51-53

Photographs 54-56

Pl.atee 47-49

Pl.etee 50-52

REMARKS

J..-on-3.33 eloping basin beginning at eta l2+2L79 at el.ev 153.46 and ending at eta 13+50.00 at elev ll5 .00; at end of basin at eta 15+64.10 was a 15-ft-high end sill

1-on-4 sloping basin beginning at eta 12+34.09 at elev 143.97 and ending at eta 13+50 at elev 1151 at end of basin at eta 15+64.10 was a 15-ft-high end sill

Same as tYile l design_, except for left training wall lowered as shown

1-on-3.33 sloping basin beginning at ate. 11+83.80 at elev 200.26 and ending at eta 14-t-68 .00 at elev 115 .oo; at end of basin at eta 16+50.00 was a 15-f't-high end sill

1-on-8 sloping basin beginning at eta 12+28.50 at elev 147.50 and ending at eta 14+88.50 at elev 115 .oo; at end of basin at eta 15+64.10 was a 15-ft-high end sill

1-on-7 .25 sloping basin beginning at eta 12+28.15 at elev 148.7 and ending at sta 14+72.48 at elev ll5.00i-at end of basin at ate. 15+64.10 was a 15-f't-high end sill

1-on-8 sloping basin beg1nning at sta 12+16.10 at elev 1.58.5 and ending at eta 15+64,1.0 at elev H5.00; at end of basin at sta 15+64.10 was a 15-ft-high end sill

TYPE NUMBER

15

16

17

18

19

20

21

Table 4. ( Cont 'd)

MODEL B



;:';~ s STA 13+19.46 i I \' ~ ~ I ELEV 267.31 ~ ~~ Q. ~ o'ay· ~

0.6 7 ~ \~TOP OF WALL EL£V 210.00 c.,

£LEV/8J.62~:/ c1£NTATES 16FT WIDE ---- SPACED ON32-FTCENTERS

ELEV/58.50 __,.$(0' STA/SI-64.10

srA 12+16.to I I 11

8 1 EL<Vt.Jo.ool ~.-,

STA 12+ 77.00 . ELEV liS.

STA 13+45.00

~'1; STA /J + /9.46 ~

D, ~~ ~~ cLcv 267.31 ~ ~ I !::.;: 1 ~,_; ....._:

6~'-) \t;O O TOP OF WALL ELEV 2/0.00 ~ ;

£LEV 18 / s•DENTATES 16FT WIDE ~ ---- SPACED ON 32~FT CENTERS Cl)

£LEVI /0 1

STA 12+16./0 I I ,5 8 ELEV140.0~~ ~ STA 12i-7T.OO . I

srA t3+4s.oo \cLEV/25·00 I srA t.tf-84.10

I STA 14+44.10

~ ~~ STA /3.,.19.41

1\., ~:... I EL£V287.31

~~ "~; .o·# 0.~~ \\.~ ~/TOP OF WALL EL£V 210.00

EUVI~~.oN77 \. srA t5+tJ4.to

<UV147.5o'-.. 8 FLFVI~a.no l STA IUZ8.50 I -I £ ~

I STA 14+0R.46

~ "t s STA 13f-tg.4~ ~ .,.... I " u~:!:: O £LEV 261.31 .,. ~

I :_i;:'l~("~ ~:

~ .... ~ 0 0 :STA 12+94.00 ~ ;..

0.6 \.~ '" ''I TOP OF WALL ELEV 210.00 .,., ~ I /~ ~ I ~ENTATES 16 T W/ut. ~ ~ \_V SPAcED ON 32-FT Ci!NTERS "'

EUV 140.00 I ~ <LEV 147.50 8 I <'8 , • ~;:A_ It' STAI2f26.50 I~·""' ~ ......

STA 13+94.00 I I I ' I.,.. "'" STA 14+09.461 ISTA ..

;:';~~: STA 13+/9.48

1\.~ '~~~ 0 I EUV267.JI 1~ "-':'t .o'W

0 4~ .... t; \~/TOP OF WALL ELEV 210.00 ~ £LEV163 _, / ---- • / STA 15+64.10

~LEV 147.50 14.9.! ELEVI.ffi.OO I STA/2+28.50 I ELEV/25.00

REFERENCE

Plate 53

Plate 54

Plate 55

Plates 56-59

Plate 6o

REMARKS

Same as type 14 design, except dentates 10 ft high, 16 f't wide added on 32-ft centers at sta 12+77 .00

1-on-8 sloping basin beginning at eta 12+16 .10 at elev 158.5 and ending at eta 11++84.10 at el.ev 125.00. Placed on the l-on-8 sloping ramp at eta 12+77 .00 were dentatee 10 ft high and 16 ft wide on 32-ft centers; at end of baein,sta 15+64.1,-wae a 15-ft-high end ail~

Same as type 16 design with dentatea removed

1-on-8 eloping basin beginning at eta 12+28.50 at el.ev 147.5 and ending at sta 14+09.46 at elev l25: at end of basin at eta 15+64.10 was a 15-ft .. h!gh end sill

same as type 18 except a row of dentates 8 i't high, ~6 ft wide and 9'6 ft long was placed on the l-on-8 sloping ramp and 2 rows of baffle piers 8 ft high were added to the horizontal portion of the basin at eta 14+50.00 and sta 14+90 .00

l-on-14.9+ sloping basin beginning at sta l2+28.5Q at elev 147.50 and ending at sta ~5+64.10 at elev 125.00;at end of basin at sta. 15+64.10 was a 15-ft-hli!h end sill

l.-on..S eloping be.ain, 142 ft rtde1 beginning at sta l2+29 .06 at elev 147.20 and ending at sta 14+06 .66 at elev 125.0. On the right and left sides a 1-on-47.5 s~oping basin, 50 ft wide, beginning at sta 12+29.06 at elev 147.20 and ending at sta 15+70.90 at elev 14o.OO. On the end of tbe basin on both aides and 9enter section vaa an end s111 15 ft high

TYPE NUMBER

2.2

23

24

25

Table 4 (Cont'd)

MODEL 8



.. "' "'

~ ~, ~ 'D~~ ~ ~

EL£V 210.00 ~

O.~ 7 o' "'<l! TOP OF WALL £LEV 160.00 lit

ELEV/58.95 ~ STA 151-54.20 _( 4

£LEV /40.00 ~ :.:.EV 137.1~ £LEV 130.00 ]l!f=:; STA 12+11.50 lf I £ltV If .00

STAs';,t~~~0•83 I sr..c 141-24.20

~ ~I ~ 1'\'\~ ~ ~ 'U' ~ ~ M~ELEV 210.00 ~

0Q ~ TOP OF WALL ELEV/80.00 c,..

£LEV 158.§5 ~ ELEV 137./T STA 151-64.20

ELEVI40.00!t'' 8 EUV{30.00 ll.6 sri/it//:Sof .._ ---"....;I £LEV 123.00 \_~ STA 12 + 24.20 ELEV 115.00 I

STA 12+48.13 STA t4r2s4f.ft.:g:.eollsrA 15+02.20

StA 14+.94.20

~~~~ ~I ~ ~ I ;;) c; ~ ~ ELEV 210.00 ~ ~

0.6-1\_ ~:.O~~ TOPOFWALLELEV/83.00 "'

ELEV 158.9~~~\J. STA~S+~4.20 ELEV 140.00 ~ 8 ELEV 1.30.00 I

STAI2+1/.SOfi ~~ STA 12+24 20! EL~~.:~:.;~24 201

srA t2+46.IJ3 srA 14 .,.94,20 I lsrA tS+t6.2

REFERENCE

Photographs 57-61

Plate a 61-66

Plate 67

Photographs 62-64

Plates 68-73

Plate 74

REMARKS

1-on-8 sloping basin beginning at eta 12+46 .83 at elev 137.17 and ending at sta 1424.20 at el.ev ll5.00; on the end of basin was a 15-:ft-high end sill

Same as type 22 design, except a rov of baffles 8 ft high added at sta 14+94.2

Same as type 22 design, except a row of bai'fles 10 ft high added at eta 14+94 .2

Same as type 22 design, except a row of baffles 12 ft high added at sta 14+94 .2 and left training wall revised

Table 5

PRESSURES ON TRAINING WALL, HIGH BUCKET

Ty];le A \-1 all Type B Wall Type C Wall Head on Piez Piez Piez Piez Piez Piez

Crest, Ft 1 2 1 2 1 2

23.8 Air 6.4

32.2 Air 23.0 Air 12.0

35.8 2.0 32.0 Air 31.0 0.8 21.6

46.6 30.8 65.6 8.4 47.0 25.6 47.2

55.6 62.4 91.2 19.6 67.0 43.2 64.8

Note: Locations of piezometers are shown on plates 75 and 76. Pressures are recorded in prototype feet of water.

PHOTOGRAPHS

Photograph 2 . Spillvay gates l through 5 open 14 ft; crest dischg, 1o8, 000 cfs; penstock dischg, 7, 000 cfs; pool elev, 466. 0; tailv.ater e1ev, 179 .2

Photograph 1. Spillvay gates 1 through 5 open 6 ft; crest dischg, 50, 000 cfs ; penstock dischg, 7 , 000 cfs ; pool elev, 466.0; t a ilvater elev, 176. 5

Photograph 3. Spillvay gates 1 through 5 open 28 ft; crest dischg, 193, 000 cfs; penstock di schg, 7 , 000 cfs; pool elev, 466.0; tailvater elev, 196.0

F1ov conditions below the bucket of original design for discharges of 50,000, 1o8,ooo, and 193,000 cf s

Photograph 4. Spillvay gates 1 through 5 OpeD 33.75 ft; crest discbg, 243,000 cfs; penstock d1schg 1 71 000 cfs; pool elev 1 466 .0; tailvater elev1 205 .4

Photograph 6. Spillvay gates 1 through 8 opeo full; crest dischg, 567,000 cfs; penstocks closed; pool elev, 473 .80; tailwater elev, 242 .0

Photograph 5. Spillvay gates 1 through 5 open full; crest dischg1 300,000 cfs ; peDS tocks closed; pool e lev, 469. 4; tailvater elev 1 212.6

Flow conditions below the bucket of origina l design for discharges of 2431 000, 300, 000, aod 567, 000 cfs

Photograph 7 . Area removed on left bank downstream from main spillway bucket of original design

Photograph tl . Fiow cona1~1ons oeiow oucket of original design with contour area altered on the left bank . Spillway gates 1 through 5 open

14ft. Crest dischg1 108,000 cfs j penstock dischg , 7 , 000 cfs ; pool elev, 466 .0; tailwater elev, 179 .2

Photograph 9 . Gates 1 through 5 open 28 ft; crest dischg, 193, 000 cfs; penstock dischg, 7,000 cfs; pool elev , 466. 0; tailvater elev, 196 .0

Photograph 10. Gates 1 through 5 open full; crest dischg, 300 ,000 cfs; penstocks closed; pool elev, 469 .4; tailvater elev, 212 .6

Flov conditions belov bucket of original design vith contour area downstream from main spillvay bucket altered on left bank

Photograph ll. Flov conditions dovnstream fran flip bucket after one -hour scour

Photograph 12 . Jet a ction belov scoured basin

Spillway gates 1 t hrough 5 open 14 ft . Crest dischg , 108, 000 cfs; penstock dischg, 7 , 000 cfs ; pool elev, 466. 0; tailvater elev , 187.0

Photograph 13. View of bed downstream from original flip bucket before scour test . Note large gravel as a bed material. replacing pea gravel

Photograph 14. View of bed downstream fran original flip bucket after one-hour scour . Spillway gates 1 through 5 open 14 ft; crest dischg ,

loB,OOO cfs; penstock dischg , 7,000 cfs; pool elev, 466 .0; tailvater elev, 179.2

Photograph 16. Jet action of bucket .

Gates 1 through 5 open 14 ft ;

crest dischg, 1o8,ooo cfs ;

penstock dischg, 7 , 000 cfs ;

pool elev, 466.0;

tailva ter elev, 179.2

Photograph 15 • Flow conditions vith:

gates 1 through 5 open 14 ft;

crest discbg, loB , 000 cfs;

penstock dischg, 1,000 cfs ;

pool elev, 466 . 0;

tailwa ter elev, 179 .2

Photograph 17. Flov conditions vith :


crest dischg, 193,000 cfs ;

penstock dischg, 1,000 cfs;

pool elev, 466, 0;

tailwa.ter elev, 196:o

Flow conditions and jet action of flip bucket having a 30-degree terminal angle at elev 180.0 (type 2 bucket)


Gates 1 through 5 open 28 ft;

crest dischg, 193 ,000 cfs ;

penstock dischg, 7, 000 cfs ;

pool elev, 466 .0;

tailwater elev, 196. 0

Photograph 20. Jet action of bucket.

Gates 1 through 5 open full ;

cres t discbg, 300,000 cfs;

penstocko closed.;

pool elev, 469 .4;

tailwater elev, 212 . 6

Photograph 19 . Flow conditions with:

gates 1 through 5 open full;

crest d i schg., 300,000 cfs;

penstocl'..s closed;

pool elev, 469 .4;

tailwa ter elev, 212 . 6

Downstream flow conditions and jet action of type 2 bucket

Photograph 22 . Jet action of bucket.


crest dischg, 193 , 000 cfs ;


pool elev, 466. 0;


Jet action o~ the type 3 flip bucket



crest dischg, 1o8,000 cfs;

penstock dischg, 71 000 cfs;

pool elev, 466.0;

tailvater elev, 179.2


Gates 1 through 5 open full ;

crest dischg, 300,000 cfs;

penstocks closed ;

pool elev, 469 . 4;

tailvater elev 1

212 . 6

Photograph 24 . Jet action of bucket .


crest dischg, lo8, 000 cfs;

penstock discbg, 1,000 cfs;

pool elev, 466. 0;

tailwa.ter elev 1

179.2


Gates 1 through 5 open full;


penstocks closed;

pool elev 1

469. 4; tailva ter elev, 212 . 6

Jet action of the ~ 5 flip bucket



crest dische , 193,000 cfs;


pool elev, 466.0;



Gates 1 through 5 o:pen 28 ft ;

crest dischg, 193 , 000 cfs;

penstock dischG, 7,000 cfs;

pool elev, 466. 0;


Jet action of the ty:pe 6 flip bucket


Gates 1 through 5 o:pen 14 ft ;

crest discbg, 108,000 cfs;

penstock discbg, 7,000 cfs ;

pool elev, 466.0;

tailwater elev, 179.2

Photograph 29 . Jet action of bucket .

Gates 1 through 5 open full;

crest discbg, 300, 000 cfs;

penstocks closed ;

pool elev, 469 .4;

tailva ter elev , 212. 6

Photograph 30. Spillway gates 1 through 5 open 6 ft; crest dischg, 50,000 cfs; penstock dischg, 7,000 cfs; pool elev, 466.0;


Photograph 31. Spillway gates 1 through 5 open 14 ft; crest dischg, 1o8,000 cfs; penstock dischg, 7,000 cfs; pool elev, 466. 0;


Flow conditions below stilling basin of origillal design for discharges of 50, 000 and lo81 000 cts

Photograph 32 . Spillvay gates 1 through 5 open 28 ft ; crest dischg, 193,000 cfs; penstock dischg, 7, 000 cfs ; pool elev, 466 .0 ;


Photocraph 33. Spillway G~tes 1 through 5 open full ; crest dischg, 300, 000 cf~; penstocks closed; pool elev, 468. 6; tailwater elev, 212 . 6

Flow conditions below stilling basin of original design for discharges of 193 , 000 and 300,000 cfs

Photograph 34 . Cates 1 through 5 open 14 f t ; crest dischg, lOS, OOO cfs ; penstock dischg, 7 , 000 cfs ; pool elev, 466. 0; tailvater elev , 179 .2

Photograph 35 . Gate~ 1 through 5 open 28 ft ; crest dischg, 193 , 000 cfs ; penstock dischg, 7 , 000 cfs; pool elev, 466 . 0; tailvater elev, 196. 0

StillinB-ba~in action in the type 2 stilling basin

Photograph 36. Flow conditions below the type 2 stilling basin

Photograph 37. Stilling-b asin action in the type 2 stilling basin

Spillway gates l through 5 open full; crest dischg, 300, 000 cf s ; penstocks closed; pool elev, 468.6; tailwater elev, 212 . 6

Photograph 38. Flow conditions

of basin with : gates 1 through 5 open 14 ft;

crest dischg, lo8,ooo cfs ;


pool elev, 466 . 0;



of basin v ith: gates 1 through 5 open full ;

crest discbg, 300, 000 cfs ;

penstocks closed;

pool elev, 468.6;


Photograph 39 . Flow conditions of basin with:



penstock dischg, 1, 000 cfs;

pool elev, 466. 0;

tailwater elev, 19 6 . 0

Stilling-basin action in the type 5 stilling basin

Photograph 42 . Flow conditions

of basin vith: gates l through

5 open 28 ft; crest dischg, 193,000 cfs;

penstock discbg, 1,000 cfs;

pool elev, 466.0;


Photograph 41. Flow conditions of basin vith :

gates l through 5 open 14 ft;


penstock discbg, 7,000 cfs ;

pool elev, 466.0;



of basin vi th: gates l through 5 open full ;


penstocks closed;

pool elev, 468.6;


Stilling-basin action in t he type 7 sti lling basin

Photograph 44. Flov conditions

of basin with: gates 1 through

5 open 14 ft; crest dischg, 108,000 cfs ;


pool elev, 466. 0;

tailwater el.ev 1

179.2

Photograph 46. Flow conditions of basin with :

gates l through 5 open full ;


penstocks closed;

pool elev, 468.6;

tailwater elev, 2l2 .6


of basin with: gates 1 through 5 open 28 ft;


penstock dischg, 7,000 cfs ;

pool elev, 466 .0;



Photograph 47 . Gates 1 through 5 open 14 ft; crest dischg, lo8, ooo cfs ; penstock dischg, 7 , 000 cfs ; pool elev , 466 . 0 ; tailvater elev, 179 .2

Photograph 48. Gates 1 through 5 open 28 ft; crest di schg, 193,000 cfs; penstock discbg , 7,000 cfs; pool elev, 466 . 0; t ailvater e1ev, 196. 0

Stilling-basin action in the type 10 stilling basin for discharges of 108,000 and 193, 000 cfs

Photograph 49 . Gates 1 through 5 open full; crest dischg 1 3001000 cfs ; penstocks closed; pool elev 1 468.6; tailvater elev 1 212 . 6

Photograph 50. Gates 1 through 8 open full; crest dischg 1 5671 000 cfs ; penstocks closed; pool elev 1 473 . 0 ; tailvater elev, 242 . 0

Stilling-basin action in the type 10 stilling basin for discharges of 3001 000 and 5671 000 cfs

Photograph 52 . Flov conditions

of basin vith: gates 1 through

5 open 28 ft ; crest dischg,

193 , 000 cfs; penstock dischg, 7, 000 cfs;

pool elev, 466.0;


Photograph 51. Flov conditions

of basin with: gates 1 through

5 open 14 ft ; crest dischg, lo8 1 000 cfs ;


pool elev, 466.0;


Photograph 53 . Flov conditions

of basin v ith : gates 1 through

5 open full; crest dischg,

300,000 cfs ; penstocks

closed; pool elev, 468.6;

tailvater elev, 212 .6

Stilling-basin a ction in the type 11 stilling basin


of' bas in vith: gates 1 through 5 open 14 ft;


penstock discbg, 7, 000 cfs;

pool elev, 466.0;


Photograph 56. Flow condi tioos

of basin v i th: gates 1 through

5 open full; crest dischg,

300, 000 cfs ; penstocks closed;

pool elev , 468. 6;

tailvater elev, 212 . 6

Photograph 55 . Flow conditions of basin vith :


crest discbg , 193,000 cfs;

penstock discbg, 7, 000 cfs;

pool elev, 466.0;


Stilling- basin action in t he type 12 stillina b asin

Photograph 58. Fl01o1 conditions of basin vith:


crest dischg, 193, 000 cfs;

penstock dischg 1

7,000 c fs; pool elev, 466.0;

tailvater elev, 196. 0

Photograph 57. Fl01o1 cond1 t1ons

of bas in vi th: gates 1 through

5 open 14 ft; crest dischg 1

loB , 000 cfs; penstock dischg, 7,000 cfs ;

pool elev, 466 .0;

tailwater elev, 179 .2

Photograph 59 . Fl01o1 conditions of bas 1n with:

gates 1 through 5 open full;

crest dischg, 300, 000 cfs ;

penstocks closed;

pool elev1 468.6;

ta1lwater elev, 212.6


Photograph 60. Stilling- basin action in the type 22 stilling 'basin

Photograph 61. Flow conditions below the type 22 stilling basin

Gates 1 through 8 open full; crest discbg, 567,000 cfs; penstocks close<; pool elev, 473.8; tailwater elev, 242.0

Hlotograph 63. Flow conditions

of basin with : gates 1 through

5 open 28 ft ; crest dischg ,

193 , 000 cfs ; penstock dischg, 7,000 cfs ;

pool elev, 466.0;

tailwa ter elev, 196. 0

Photograph 62 . Flow conditions of bas in with :

gates 1 through 5 open 14 ft ;

crest dischg , lo8, 000 cfs ;

penstock dischg , 7 , 000 cfs ;

pool elev, 466.0;



of bas in with : gates 1 through 5 open full ;

crest dischg , 300, 000 cfs ;

penstocks closed;

pool elev, 468. 6 ;


Stilling-=basin action in the type 24 stilling basin

Photograph 65 . Details of the type A center training wall

Photograph 66 . Details of the type B center training wall

Photograph 67. Details of type C center training wall

Photograph 68. Flow conditions along type B center training wall. Gates 1 through 8 open full. Crest dischg , 567,000 cf s ; pool elev, 473.8

PLATES

\_RIGHT WING DAM\

SPILLWAY FLOOD POOL EL£V 475.40

D

SECTION A-A THROUGH STILLING BASIN

SCALE

STA 11+61.49 £LEV 315.00

DOWNSTREAM ELEVATION

SECTION B-B THROUGH FLIP BUCKET

£LEV 183.00

~ l!U:V 1/SJJO

-----LEFT WING DAM__.,...

£LEV 466.00

£LEV 408.00

SECTION C-C TYPICAL NON-OVERFLOW SECTION

~

ELEVATION AND SECTIONS PROPOSED DESIGN

~0

----1

GENERAL PLAN SCALE

0 50 ~ 200 250FT

I I I I I I I I I

"U r ~

e•x4•vE~

a•suPP Y LINE

CONCRETE WALL

19.34 1

POOL GAGE

~ -~-il(

19.34'

,, ,, ,, ,, ,, l: " ,, :: ,, ,, ':

" •: \,~~~--=-~-:;.

£LEV4l54

6JT'

REFERENCE RAIL

SPILLWAY fLOOD POOL

PLAN

,, I.! SAND. fILLER j·i

ELEVATION ALONG CENTER LINE

25.44'

MODEL A MODEL LAYOUT ~ :L_ ____________________________________________________________ __ PROTOTYPE 100

MODEL

o · 100 200 300 rT 0 3 4fT

6X.Jj" VENTURI

Yi;Sl/PPLY -~~~~!;

- <> - .] X tJ --t-T---"""'>'"--1-~~

PLAN

REFERENCE RAIL ELEV 350

'' '' '' '' TAILRACE

CHANNEL (

I'" ,, '' ,,

ELEVATION ALONG CENTER LINE

TAILGATE

MODEL B MODEL LAYOUT

SCALES PROTOTYPE

100

MODEL

0

0

100 200 300 rT

2 3 4FT

UPSTREAM ELEVATION

ELEV484,0 ELEV 48125

-~ .... ~if··· !t , .. <17. I ,. .... j /.OIJ:t:'·s' 2.75' 1.0' 2.1s'

p~A-· 3EfE-±-3I PLAN

SIDE ELEVATION

• --·-I! :::

I! t!

Q

::

DOWNSTREAM ELEVATION

DETAILS OF SPILLWAY CREST MODELS A AND B

490

t:;p,

470

GR

...J 460 IJ)

:::!:

1-UJ UJ ll. 450 I z

0

~ > 440 UJ ...J UJ

...J 0 0 430 a.

y)

~~ 420 I'

410

'I WAV F/, )nn >nm °Ft Fl 47 4

~ """ .A

)SSP OOL 'ELEV 46 ;o ,/; ~r;or

~7 _.,-: ~

~ ~ e ure:D) ~ ~

o~f? 7 ~ ~ D I AY J-~ ,#' ~6~y5

0 D sC ~RG£

/ .> o,scH

.;) T .Y y

~~ ,/'

100

~ 0 MODEL A X MODEL B

'PI/ UAV CRn 'T.FI FV

200

IRn

300 DISCHARGE IN 1,000 CFS

NOTE: ALL GATES OPEN FULL

_..1-:;::i f::::=:8

-::::P ~-

400

490

480

t:::= .,;::-.......

_.,,.--:::::: ·- 470

460 ...J IJ)

::!

1-UJ UJ

450 ll. I z 0

~ 440 >

UJ ...J UJ

...J 0

430 0 a.

420

410

500

DISCHARGE CURVES ORIGINAL DESIGN

-' If)

:::;;

1-.... .... lL

~

z Q 1-~ .... -' ....

SOOr-~---.--~---r~---,p~~~E~R.~--.---.---,---,---,---,--,---,---,--~---r---r--.---.---.---r-~r--,---,--~---.---r--,---,500

y

\

4oor--+--,_--r-r.1~~~-~~\~,\T-r-~--+-_,---+--+---~~--+-~~-+--+-_,~~--+-~--~--+-_,--~--+--4--~--+-~4oo .... ,:,.~ \

300

200

~·· ..

. ' . . ' . ;::'J'.

.. '·\\\ .•·

: ::·~1\'v-~WATER SURFACE

: 0:~1\\\ . ·.: :\\\

: ::~. \\ .· .. \\\ :_ ·.: ~\ ~ rTOP 0 WALL

. -~· :'·:~ 'X-1-L- ..-.-c.----· .. :.\ .....-:-.-:;_ 1- ---....... ~ /..- -~

-AXIS OF OAM .o· .· .. ,,,. --. ---..., ,_ - -STATION 9+97.60·,· ·.'-',·. 0: ....., -...;;:::::: L

, :~·:: :.:'):·::.·.q:c. ::.v.: ·:.:.~: ..... q.

300

200 --- -- --- - -r-

100~~~~---+--~--~--~--4---+---+---+---~--~~--~---+---+--~--~--+---+---+---~~~~---+---+---+--~--~--1100

~+~0-0~~-9~+-0-0~--~-0~+0-0--~-I-1+~00--~--12~+-00--~-I-3+~0-0--L--14-+~0-0~---15~+0-0--~-I-6~+0-0--L--17~+LO-O~--I-8~+-00--~-I-9+~0-0~L-2-0-'+-0-0~--2-I~+-OO--L-2-2~+~00~~~2~3+g0

STATIONS IN FEET ALONG CENTER LINE

TEST CONDITIONS ORIGINAL DESIGN PENSTOCKS POOL ELEV TAILWATER ELEV CONDUITS CLOSED

7,000 CFS 466.00 FT 179.20 FT

5 BAYS OPEN 14.e ± fT (6,7 &8 CLOSED)

MODEL A

WATER-SURFACE PROFILE TYPE I (ORIGINAL) DESIGN

DISCHARGE 108,000 CF'S

-' If)

:::;;

1-.... lU lL

~

z 0

~ .... -' ....

..J 1/)

:::0

t-UJ UJ IL

~

z 0 t= ~ UJ ..J UJ

500,--,---,---,--~~--~,p~~~E~R~--.---,---r---r--.---.~-.---.---,---,--,---,---,---.---r--.r--.---.---.---.---.--,---,---,500

.A

I(\ ·'\

4oor-~---;---t~~~~~~·~· ~lrr\~--~--+---~--~~--~r--+---+---+---+--~--,_--+---t---r-~r--;---+---+---+---r--~--~--;4oo ~· •. :-\ 1\ \ .· .... _:·t>. I~\

300

•> . . . ·:::-.' ,\ :< . .':t\ :\ > :.' · · ::.:.·~\\_,I--WATER SURFACE

,q·:

.··.::.\~ .. :·."-\ ':\

·::-\n

:):l\\ :. :.: ~~\\ \ rTOP 0 WALL

300

:.: .. { ···~:~ ~ ~ ----'r ---......_ !"'---....__~ Vl----"' __...- - ---..- -.. 200 1-

200 - '--- ~ 1---:~:.:: ";~l.f.fo,J~/t7~0·Y'; :.=:·:·:.~; "-.or---.....,. -:-t'-' ~ -- -r-- ---::::::... r>:Y//, - 'IN (N

.·.: · .. :4·.:: :.:'il:·::.·,q:c. ::.v.: c~:.v: :::c.

loor-~r-~---+---t---+---r--~--,_--+---t---r---r--;---;---t---t---r--~--,_--+---+---~~~~---+---+---+---r--~__, 100

OL-~~~--~--~--~--~--~--~--~--~--~--~~---J--~--~--~--~--~--~--~--L-~~_..J __ -J __ -L __ _L __ ~--~--..~0

8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS POOL ELEV TAILWATER ELEV CONDUITS CLOSED

1,000 CFS 466.00 FT 196.00 fT

5 BAYS OPEN 28.0 FT (6,7 1!.8 CLOSED)


MODEL A



..J 1/)

:::0

t-UJ UJ IL

~

z 0

~ UJ ..J UJ

.J If)

::ii

.... "' "' IL

~

z Q .... ~ "' .J

"'

500r---r--or--;--~~~~P~/~E~R,_--,---,---~--~--,---,--,---,---,---,---,---r--,---,---~--.---r--.---.---,---,---,---,--,500

~ 1(. \ ' \

4oor-~--_,---t~~~~~~·~· ~~~~--4---+---t---t-~r-~r-~--~---+---+--~--1---+---+---t---r--4---4---+---+--~--~--4---4400 ~·. :~) \\

300

200

•> . . ·:.:-.. i\

.·.·~ \\

::.:.'~\\,_I--WATER SURFACE

:~·.,: :.:~;~:·. :.·.•:.·. ::.fl.: ·:.:.v: :::q.

loor-~--_,---t--~--~--~--4---+---t---t-~--~r-~---+---+---+--~--1---+---+---t---r--4--~---+---+--~--~--4-__,IOO

~+~0-0~---9~+-00--~-10-+~0-0--~-I~I+~OO--~-I-2~+--00-L--13-+~0-0~~-14~+~0-0~--I-5~+0-0--~-I-6+~0-0~~-17.J+_O __ O~-I-B+~O-O--L--19-+~0-0__; __ 2_0.J+_00--~-2-I+~O-O--L-2-2~+~00--.J--2-J3+g0


TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 7,000 CFS POOL ELEV 466.00 FT TAILWATER ELEV 205.40 FT CONDUITS CLOSED 5 BAYS OPEN 33.75 FT (6,7 &8 CLOSED)

MODEL A


DISCHARGE 243,000 CFS

.J If)

::ii

flU

"' IL

1J r ~ , 0

.J <I)

::i

1-UJ UJ IL

~

z Q 1-~ UJ .J UJ

500r--,---,--~-,~~~PD~uE~R,_--,--,---,--.---r--,---,--.---,--,---,--,---r-_,--,---~-,---,--,---,--,---,--.--,500

A'

;~ \\ 4oor--4---i---t-4~~~~.~:~~:)~~~~~~-i---t---r---r--~--~--+---+---+---+-~~~---t---+--~--~--4---4---+---+---+---~~---44oo

•:'[· . :.\ ~ : ;.·.) " I.--WATER SURFACE

300 . · .. \ ~ 300

~··

;:·,. :):l\\ :. :_:!~\ \\ r;:-TOP 0 WALL ./

,_. ----:-"" -~ ...... ~ ~

200 ~ - 1----- f..- 200

.::--- - '-- - f---------- t---- -- _,...... -----. ~ - r;:::-

--- ------'

:q·,: :.: .. :·::.·.9:.·. :::v.: ·:.:.v: ·::q.

IOOr-~--~---t--~---r---r--f---t---r---r-~~~r--+---+---t---+---r--4---f---t---+---+-~---4---+---f---+--~--4---4100

o~~--~--~--~--~--~--~--~--~--~~--~~~--~--~--~---L--~--~--~--L---L-~--~--~--~---L---L--~--~0 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00

TEST CONDITIONS

ORIGINAL DESIGN POOL ELEV 469.40 FT TAILWATER ELEV 212.60 FT PENSTOCI<.S & CONDUITS CLOSED 5 BAYS OPEN FULL (6

17 & 8 CLOSED)


MODEL A



.J UJ

:::;

1-UJ w "-

~

z 0

~ UJ .J w

"0 r ~ (11

.J U)

::!:

1-

"' "' lL

~

z 0 j: ~ "' .J

"'

500r--,--~---r--T~---,P~I~E~R~--,---,--,--~---,--,---,---,--,--~--,---,---.--,--~---.--,---,---,--,---,--,---,--,500

300

200

I

. ·-~A 1\ :-.: :.' · ·. : :_:.') \_r-WATER SURFACE .. . ·: ·.,, ~

:.· . :· .. 1-.\ \\

~- .. - ·,

:<: ·.·.· .·

.· ·.: :.\'

.. : ~- \\

.. · ... \\ .' ·.:!'~ \\ .--TOP 0 WALL ./ •. ·!•:\ \\ .1. ,......... ......- -----

-

300

/..--r-- ----- 1>-- - v/

1- ....._

--- 200

-1-- -- ----

loor-~---+---r--+---r-_,---+--~--+---+-_,--~---+---r--+---+-_,---+--~--+---+-_,r--+---l---4---+---r-_,---+~IOO

~+~0-0~---9+~00--~--IO~+-OO--~-I~I+~00--~-12-+~00--~-I-3+~0-0~--I-4~+-00--~-15~+0~0~--I-6+~0-0~--1~7~+0-0--~~18~+~00~~-19~+~0~0~~20-+~0~0~--2~1~+~00~~2~2~+~00~~2~3+80

TEST CONDITIONS

ORIGINAL DESIGN POOL ELEV 473.80 FT TAILWATER ELEV 242.00 FT PENSTOCKS & CONDUITS CLOSED 8 BAYS OPEN FULL


MODEL A

WATER-SURF'ACE PROF'ILE TYPE I (ORIGINAL) DESIGN


.J U)

::!:

1-

"' "' lL

~

z 0

~ "' .J

"'

- L.--------------------------------------------------------------------------------------------------------------------------~

"'0 r ~ rn

N

TYPE I BUCKET ORIGINAL DESIGN

TYPE 4 BUCKET

TYPE 6 BUCKET

" ... ~ ... .., 0 0

.,; ... "' " "' "' ., 0.66 "' + + +

. :-~\]1.00 ~ ~ ~ ~

. :··:·.. ~ ~ ;:! ;:! .. "' "' "'

TYPE 2 BUCKET

TYPE 5 BUCKET

~~~ ~_j_

~

TYPE 3 BUCKET

I

I

8 DENTAT£132.0~ O.C. £LEV 180.16

~ELEV/80.16

' :l ' I I L ________________________ J

UPSTREAM ELEVATION

TYPE 5 BUCKET

BELEVI7/.16 MODEL A

ALTERNATE BUCKET DESIGNS DETAIL OF DENTATE IN TYPE 5 BUCKET TYPE I TO 6

SCALE: I"= 10'

PROTOTYPE 8

'ii~-=--==-----MODEL

..J II)

:::> 1-w w ... I

z 0 I-

~ w ..J w a: w I-

~ ..J

~

260

250

240

230

220

210

200 -

190

180 -170

160

150 I L I

140

I 130 l

0

1-,..... ~

....., 1-- -~ 1-... ).-- '--""' .--DEVELOPED BY SACRAMENTO DISTRICT, C OF E

~ .... ,.....- ;...--- 1-- l---~ -.... >-- _..., ;..- ;..-

1\. .-~ ;.--~ ~-----__.... :::-l-- ;.-......

,... :::::. I--: -y-

..........: ~ .-:--: ~ FOR POWERHOUSE FLOWS UP TO 7,000 CFS ~ k: v y- i\ SLACK WATER AT TOE OF DAM CONTROLLED

\ BY ROCK LEDGE'- . ....-.:: ;:/: ._,..

'C-DEVELOPED BY US. BUREAU OF RECLAMATION

~~ v 1\ I I I I I I I I I

J I« ~ v,.

"' AVERAGE CUR~E ~SEb I~ M~DiLS lA JND I B / .cr ~ ~ - .(). !-<>- ().--'

~ ")>' .,-<10 ..,

p ,11

v

25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550 575 600 DISCHARGE- 1000 CFS

NOTE: TAIL WATER RATINGS AT STATION 29 +50.

U.S.C.E. TAILWATER RATING CURVE USED IN THE MODEL FOR DISCHARGES BELOW 100,000 CFS.

MODELS A AND 8 TAILWATER RATING CURVES

"U r ~ fTl

100

z 000 w u ::!; 0 0: 160 ... t;

100 180

~ ;;

'" ~ 200 < 1-VI 15

13+00 14+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS POOL ELEVATION TAILWATER ELEVATION CONDUITS CLOSED GATES I THRU 5 OPEN BAYS 6, 7 AND 8 CLOSED

7,000 C FS 466.0 FT 176.5 FT

6.0 FT

/60

NOTE: BED MOLDED IN CEMENT MORTAR TO NATURAL CONfiGURATION.

100

000

w z :::i a: w 1-z w u ::!; 0 a:

200 ... 1-w w ..._

;;

300 tl

700

MODEL A

WATER-SURFACE CURRENT DIRECTIONS

TYPE 1 (ORIGINAL) DESIGN DISCHARGE 50,000 CFS

z < 1-VI 15

""0 r ~ rn (}I

300

200

100 w z ::J 0: w /

!z 000 4Q_ w u 140 ::; 0 E 160

>- 100

"' 180

::: ;; w ~ 200 ~ >-V>

0

13+00 14+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 7,000 C FS

466.0 FT 179.2 FT

POOL ELEVATION TAILWATER ELEVATION CONDUITS CLOSED GATES I THRU 5 OPEN BAYS 6, 7 AND 8 CLOSED

14.0 FT

IS+OO


NOTE: BED MOLDED IN CEMENT MORTAR TO NATURAL CONFIGURATION.

100

000

"' ~ .J

a: "' 100 lz "' u

:::0 0 a:

200 ... l;j ... ... ~

300 t: ~ 0

MODEL A



'"'0 r )> ......j rn -0>

w z :J a: 41

~000~----4t~~F7~====--~~ ~~::==:t~~====~ u ::!;

~

8 IOO~::::J±tttil~~::::::~~~~~~~~~~====~=-l=~~~ ... ;;!; 41

~ 200 1-<1)

i'i

13+00 14+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 7,000 CFS

466.0 FT 196.0 FT

POOL ELEVATION TAILWATER ELEVATION CONDUITS CLOSED GATES 1 THRU 5 OPEN BAYS 6, 7 AND 8 CLOSED

28.0 FT

15+00

NOTE: BED MOLDED IN CEMENT MORTAR TO NATURAL CONFIGURATION. MODEL A

;;!; 300 41

u

~ "' 0

700



"'0 r ~ rn

300

200

100 w z :J a: w 1-tjiOOO U·

JE 0 e: 160 1- 100 w 180 w ... ;!:

w ~ 200

~ 15

13+00 14+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 7,000 C FS

466.0 FT 205.40 FT


33.75:!: FT

15+00


100

000 w

·Z :J a: "' 100 1-z tj

JE 0 a:

200 ... t;; w ... :!:

~ z .. t; i5

MODEL A


TYPE 1 (ORIGINAL) DESIGN

~ L-------------------------------------------------------------------------------------------------------~D~IS:C~H:A:RG~E_:2:4~3~,0~0~0~C~F~S~----------J

'1J r )> -1 fJ1

(X)

200

100 w z ::i a: w ~ 000 w <.J

;l; 0

e: t- 100 w :::' :;; w ~ 200 < t-<J)

0

300

13+00 14+00 15+0C

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS CLOSED POOL ELEVATION TAILWATER ELEVATION CONDUITS CLOSED 8 BAYS OPEN FULL

4 73.80 FT 242.0 FT


100

000

w z :J

:;;

300 ~

700

MODEL A



z < t-<J)

0

'"'0 r ~ rn

-co

w z J a: w 1-

~ u ::; 0 a: ... 1-w w ... t-w w ... ~ w u z ~ "' 0 400

13+00 14+00 15+00

NOTE: S LOCATIONS OF WAVE RODS FOR MEASURING SURGE AND FREQUENCY OF WAVE ACTION VICINITY OF POWERHOUSE.

ELEVATIONS ARE IN FEET REFERRED TO MEAN SEA LEVEL.

AREAS OUTSIDE OF MOVABLE BED LIM ITS FIXED IN CEMENT MORTAR.

300

200

100

ltJo

000

w z 100 J

a: w t-z w u

200 ~ a: ... t-w w ...

300 ~

w u z ~ "' 400 5

MODEL A

NATURAL BED CONFIGURATION

"U r

~ JTl

N 0

"' z :::;

"' "' ~ooo~----~~~~~t===---t=~ ~r==---=h~r~==~~~-r~~---------t u

~ LL

8 IOO~====~tttllj::1::::::±:~~~::~~~ LL

!';

"' ~ 200

~ U)

0

13+00 14+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 7,000 CFS POOL ELEVATION 466.0 FT TAILWATER ELEVATION I 76.5 FT CONDUITS CLOSED GATES I THRU 5 OPEN BAYS 6, 7 AND 8 CLOSED

6.0 FT

15+00

NOTE: VELOCITIES ARE IN PROTOTYPE FEET PER SECOND 2 FEET OFF BOTTOM.

BED MOLDED IN CEMENT MORTAR TO NATURAL CONriGURATION.

MODEL A

"' z ::;

"' 100 ~ z "' u ::0 a1

200 ... ,... "' "' ... ;!;

300 tj z

~ 0

700

BOTTOM VELOCITIES TYPE 1 (ORIGINAL) DESIGN


w z :::; 0: w 1--

i5 000 u :; 0

"' "-1--w w "-

~ w u z

"' 1--<fl

0

100

200

13+00 14+00

TEST CONDITIONS


466.0 FT 179.2 FT


14.0 FT

15+00

NOTE: VELOCITIES ARE IN Pf'lOTOTYPE FEET PER SECOND 2 FEET OFF BOTTOM.

BED MOLDED IN CEMENT MORTAR TO NATURAL CONFIGURATION.

'<t 0 I')

100

000

..; z :::;

"' 100 ~ z w u

t-w w "-

~

300~

700

MODEL A


DISCHARGE 108,000 C F S

z "' t-<fl 0

w z :J 0: w !z ooo 1-----h-1!-'-+lli=Lb w u ::l; 0 0:

.... 100 1------H+-:---Hi-+-+-t:i t:' ;;; w u z " I-V)

0

13+00

TEST CONDITIONS


466.0 FT 196.0 FT


28.0 FT




MODEL A

100

w z :J 0: w

100 !z w u ::l; 0 0:

20C ~ w w .... ;;;

30C tJ ~ !--

"' 0

BOTTOM VELOCITIES TYPE I (ORIGINAL) DESIGN

DISCHARGE 193,000 C F S

""0 r ~ fTI

!'\) w

"' z ::i a:

"' ~ 000~----~~tHF=~====---r~ft' t! ::; 0 e: t;i "' ... IOO~::::j!tt!j:t~======~~~::~=:~~

;!!;

"' u 200

~ 0

300

400

500

13+00 14+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS POOL ELEVATION TAILWATER ELEVATION CONDUITS CLOSED

7,000 C FS 466.0 FT 205.4 FT

GATES 1 THRU 5 OPEN 33.75 ± FT BAYS 6, 7 AND 8 CLOSED

15+00 STATIONS IN



MODEL A



... z :::;

a: w

100 !z "' u

::; ~

200 ~ "' .., ... ~

"' 300 :;! ~ "' 2i

500

600

700

~ooo~~-H~~~~=--1==~~~=---~~==~~--~~--------~~~~~~~~-------z w u ::; 0

e: 100 ~----1-H-+-1--ti ~ ~

tJ 200

! <J)

i5

13+00 14+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 0 C FS

469.4 FT 212.6 FT

POOL ELEVATION TAILWATER ELEVATION CONDUITS CLOSED GATES I THRU 5 OPEN BAYS 6, 7 AND 8 CLOSED

FULL

15+00



MODEL A



w z ::;

"' w 100 !z

w u ::; 0

"' ... 200 ~

"' ~ ~ w

300 u z .. lii 0

700

'"0 r )> -f m

::; 0 "' "-1-w

•W ,.._ :~ w u z <( 1-if)

0

300

200

13+00 14+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 0 C FS

4 73.8 FT 242.0 FT

POOL ELEVATION TAILWATER ELEVATION CONDUITS CLOSED GATES I THRU 8 OPEN FULL

15+00



BED MOLDED IN CEMENT MORTAR TO NATURAL CONFIGUATION.

MODEL A

w z :J 0:

tOO~ z w u :2 0 a:

200 "-1-w ::' ~

300 ~

700

z <( IV)

0



~L---------~------------------------------------------------------------------------~

"'0 r ?:i ITI

N Q')

200

100 w z :::; It w ~,ooo u ::;; 0

~~ 100 w

~~ wl ~:zoo

" 1-(/)

i5

13+00 14+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS POOL ELEVATION TAILWATER ELEVATION CONDUITS CLOSED

7,000 C F S 445.0 FT

179.2 FT

GATES I THRU 5 OPEN FULL BAYS 6, 7 AND 8 CLOSED

15+00


- _. VELOCITIES TAKEN AFIER ONE HOUR SCOUR.

- VELOCITIES BEFORE SCOUR.

100

000

w z :::; It

100 ~ z w u ::;; 0 It

200 ... 1-w w ... ~

300 t:l

MODEL A



z

" 1-(/)

i5

..J <II

::!:

t-UJ UJ ,..

~

z 0 i= ~ UJ ..J UJ

500 ~-----~~~~---*---+~~--~--,_--+---+---+--; ~PIER

400

300

\

:·.::' ··.--:\\\ ~- '.: ' ;q;\\

· .. A\1\ :. ::~~1\ \

<i~\\ ' :-\\\ .. :&\\

500r----.---.----.----.----r---~500


PIEZOMETER NO. PRESSURE

52.29 2 43.58 3 33.00 4 -0.42 5 0.54 6 0.08 7 4.68 8 5.04 9 4.89 10 3.74

NOTE: PRESSURES ARE RECORDED IN PROTOTYPE FEET OF WATER.

:· ·.-.:~ ,\ / WATER SURFACE ~~r-~---+~::~-:~--r---r-~~~---+---+--~--~--~--~--.---~--r-~~_,---,--~--~---r---r---.--~--~--.---r-~260

~":-:~~ ':<7··:

TOP OF WALL "'\..

'

..J V)

~

200 _·._:· . .,.__AXIS OF DAM ·:)\'

1-~f--t---t+-':-':"'~·tt-STATION 9+97.60·i."'l\ .. \\t\--~--~--~--+--+---t---t-l--r--!f--t---t---t---t---+--~--,_--+--+---t---t---f--t 200 l;j '·,_; ·-.~ ~

r.: '>~ ..... .-::::::---:... -=~ I'\ \--::/- --- -r-- -r--- __::~

60 L-~~--'--~---L--~--~---'---~--~--L---~--'~~--~--~--~--~--~---'---~--~--~--L---~~~--'--~--~--~--~ 60 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 1,000 CFS POOL ELEV 446.00 FT TAILWATER ELE:V 179.20 FT CONDUITS CLOSED 5 BAYS OPE:N 14.0 FT (6, 7 & 8 CLOSED)


MODEL B

WATER- SURFACE AND PRESSURE PROFILES

TYPE 1 (ORIGINAL) DESIGN DISCHARGE 108,000 CF'S

soor---~----~--~----~--~--~soo


I 39.29 '(f

2 30.58 3 21.00

4 5.58 5 1.54

6 0.08 7 6.69

8 8.04 9 6.89 10 5.74

NOTE: PRESSURES ARE RECORDED IN PROTOTYPE FEET OF

STATIONS IN FEET ALONG CENTER L1 NE WATER.

260 ..J

"' :::E ~:.. 01;}..\\ TOP OF WALL "'\.

200 f-w w -- "-

~"'« C«'-~

z 0 f-<( >

100 w ...J

100 w

60 22+00 23+00

6~+~0~0--L--9-+~0-0 __ L__IO~+L0-0--~-I-I+L0-0--~-12_+L0-0--~-I-3L+-OO--L--14-L+-OO--L--I-5~+-00--~--16J+_O_O_J ___ I7J+_O_O_J ___ I8~+LO-O--L--19-+LO-O--L-2-0-+L0-0--~-2-I+LO_O __ L_ __ L_ __ L___J

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 7,000 CFS POOL ELEV 466.00 FT TAILWATER ELEV 196.00 FT OONDUITS CLOSED 5 BAYS OPEN 28.0 FT (6,7 &8 CLOSED)


MODEL B

WATER-SURFACE AND PRESSURE PROFILES

TYPE 1 (ORIGINAL) DESIGN DISCHARGE 193

1000 CFS

..J 1/1

:lE

1-UJ UJ ...

= z Q 1-~ UJ ..J w

( \

400

300 . :-\. '\\ . . ·.b\ \

soor---~--~----~--~----~--~soo

STATIONS IN FEET ALONG CENTER Ll NE


I 37.29

2 23.58

3 17.00 4 4.58 5 1.54 6 1.08 7 4.69

8 8.04 9 7.89

10 6.74


;~:: ... __ :~.'~\/WATER SURFACE r-~~-i---+~.9~::t---r---~:~::t~l~\\-i---t---t---t---r--.---,---,---.---,---r---r--.---.---.---.---.---,--,---,--,---.---4260

q:.. ·::}..\\ TOP OF WALL '.

200 200 t;; UJ ...

6~+~0=0~~~9~+~070~~IO~+LO~O~~~I~I+~0~0~--1~2~+-00--~-1~3+~0-0--~-14~+~00--~--15~+-00--~--16~+-00--L--17-+LOO---L--18~+-0-0_J __ I_9~+-00--~-2-0+L0-0--~-2~1+~0-0~--2-2~+-0-0~--2~3+0~0

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 7,000 CFS POOL ELEV 466.00 FT TAILWATER ELEV 205.40 fT CONDUITS CLOSED 5 BAYS OPEN 33.75:!: FT (617 &8 CLOSED)


MODEL B

WATER-SURFACE AND PRESSURE PROFILES

TYPE 1 (ORIGINAL) DESIGN DISCHARGE 243,000 CF'S

""CJ r )> -l m (,.) 0

...J Ill

Ji

1-

"' "' "-

~

z 0 i= ~ "' ...J

"'

500

400

300

200

..L::;'" PIER 500r----.---.----~---.----,---,500

.·.\ ~ • ".b-\ STATIONS IN FEET ALONG CEN,TER LINE


18.70 2 13.58 3 7.00 4 2.58 5 1.54 6 0.08 7 5.69 8 10.04 9 6.69 10 7.74


;~:: . :.\~\--WATER SURFACE r---r--i---i-r~---T---r~~\-~--+---t---t---r-~r--.---.---.---.---.---.--.---,---,---~--.---.---r-~r--.---.---i260

:)7: :.<t \

SJ~ ~~ ~~~--~~ ~ ~~-~~ ~ __ __,.... e----_1--' ;;,~

...J (I)

::1

~

z 2 1-

·:v.;; ·>~·::·:·:·A.c.· :;"f.:·;::":···:. ::'.4: .:· ·:; < 100 r---r--i---+---t---+---r---r--~--t---t-~t-~~~~~~~~-+---t---r--~---r--,_--+---+---t---r---r-~r-_,---+---i 100 ~

...J

"' 6o ~--~-...J--~---L--~--~--~--~--~--~--~--~-...J~-...J--~--~--~--~--~--~--~--~--~--~--~--L--...J~~--~--..J6o

8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00

TEST CONDITIONS

ORIGINAL DESIGN POOL ELEV 468.60 F'T TAILWATER ELEV 212.80 F'T PENSTOCKS &CONDUITS CLOSED 5 BAYS OPEN FULL (6,7&8CLOSED)


MODEL B


TYPE 1 (ORIGINAL) DESIGN DISCHARGE 300p00 Cf"S

...J 1/1

::E

1-UJ UJ ... ~

z 0 t= ~ UJ ...J UJ

500 r-~~_,---t--~--~~~--,_--+---t---t---r--; ~PIER

400

300

200

Sl~

.·) \

.. ·.\ ' .. ·.b\

soor---.----.----.----r---,,---,soo



I 27.00

2 14.60 3 6.00 4 1.60

5 0.50 6 0.10 7 4.70 8 11.00

9 10.90 10 6.70


-200 tu

UJ ... ~

z 0

··:v.: .:.:/.>:.:.':•: ·.·. P.: .. : ·.:··A:·: . .. A··:·::: ~ 100 r---r-~---t--~---r---r--,_--+---t---t-~r-~~~~_,~~~-t---+---r--,_ __ ,_ __ +---+---t---r---r-~--_,---+---+--1100 j

UJ

60 ~--~~--~---L---L--~--~--~--~--~--~~~~--~--~--~---L--~--~---'---~--~--~--~--~~--~--~---L--~60 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00

TEST CONDITIONS

ORIGINAL DESIGN POOL ELEV TAILWATER ELEV

473.00 FT 242.00 FT

PENSTOCKS & CONDUITS CLOSED 8 BAYS OPEN F"ULL


MODEL B


TYPE 1 (ORIGINAL) DESIGN DISCHARGE 567,000 CF"S

230

220

...J (/) 210 ::.!:

1-

"' "' "-

!: z 2 1-

200 < > "' ...J

"' a:: "' 1-<

"' ...J

< 1-

190

180

17 0

/ v/v v -OBSERVED JUMP -HEIGHT CURVE

/ v/

I

I I

r; I I

100

/I v I

I I I J -coMPUTED TAILWATER CURVE

I I I

I / v / /

6

~ ~SPRAY ACTION CURVE

/

200 300

DISCHARGE IN 1000 C F S

400 500

NOTE: EXIT AREA FIXED IN CEMENT MORTAR TO NATURAL CONFIGURATIONS.

JUMP-HEIGHT CURVE INDICATES TAILWATER ELEVATION AT WHICH BEST JUMP ACTION OCCURS.

SPRAY ACTION CURVE INDICATES TAILWATER ELEVATION AT WHICH SPRAY OCCURS.

5 SPILLWAY BAYS OPEN FULL.

PLATE 32

MODEL B

TAILWATER RATING CURVES

TYPE 1 (ORIGINAL) DESIGN

"0 r ~ rn

w w

"' z .J

0: UJ 1-z UJ u

~ 0 0: IL

1-UJ UJ IL

!: uJ u z < 1-~ 0

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS POOL ELEV TAILWATER ELEV CONDUITS CLOSED

7,000 CFS 468.00 FT 176.50 FT

$ BAYS OPEN 6.0 FT (617 &6 CLOSED)

18+00 20+00


22+00

200

"' z :::i

100 0: UJ 1-z "' u

~ 0 0: IL

1-UJ

"' 100 IL

!: uJ u z

200 < 1-~ 0

300

24+00

MODEL B

WATER-SURFACE CURRENT DIRECTIONS TYPE I (ORIGINAL) DESIGN


-o r )> -1 ITI

"' z ::::;

a:

"' 1-z w u :::; 0 a: u.

1-

"' w u.

~ w u z <( .... ~ 0

13+00

TEST CONDITIONS ORIGINAL DESIGN

14+00

PENSTOCKS 7,000 CFS POOL ELEV 466 .00 FT TAILWATER ELEV 179.20 FT CONDUITS CLOSED 5 BAYS OPEN 14.0 FT(6,7 &8 CLOSED)

15+00 18+00 20+00 22 +00

STATIONS IN FEET ALONG CENTER L1 NE

200

"' z ::::;

100 a:

"' 1-z "' u

:::; 0 a: ... .... "' "' 100 u.

~ w u z

200 <( 1-1/)

0

300

24+00

MODEL B

WATER-SURFACE CURRENT DIRECTIONS TYPE I (ORIGINAL> DESIGN


'"U r ~ rn

w (Jl

w z ::::i a: w f-z UJ u

:::!: 0 a: u.

f-w w ....

::0: UJ u z < f-~ 0

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS POOL ELEV

7,000 CFS 466.00 FT

TAILWATER ELEV 196.00 FT CONDUITS CLOSED S BAYS OPEN 28.0 FT (617 &8 CLOSED)

18+00 20+00


22+00

400

300

200

w z ::::i

100 a: w f-z w u

000 :::!: 0 a: .... f-w UJ

100 ....

::0: UJ u z

200 < f-If)

0

300

400

24+00

MODEL B

WATER-SURFACE CURRENT DIRECTIONS TYPE I <ORIGINAL> DESIGN

DISCHARGE 1931000 CFS

w z :::i a: "' f-z UJ u

J! 0 a: u..

1-UJ UJ IL

~ UJ u z < 1-'!2 0

14+00

TEST CONDITIONS

ORIGINAL OCSIGN PENSTOCKS POOL ELEV

1,000 CFS 466.00 fT

TAILWATER ELEV 205.40 fT CONDUITS CLOSED 5 BAYS OPEN 33.75:!: fT (6,7 &8 CLOSED)

18+00 20+00


22+00

400

300

200

1&.1 z :::i

100 a: 1&.1 f-z 1&.1 u

000 J! 0 a: IL

f-UJ UJ

100 IL

~ UJ u z

200 < f-!!! 0

300

400

24+00

MODEL B

WATER-SURFACE CURRENT DIRECTIONS TYPE I (ORIGINAL) DESIGN


"U r )> -i m w -...)

"' z ::::i

a: "' 1-z "' u

::li 0 a: IL

1-

"' w IL

!: w u z < 1-!!! 0

13+00

TEST CONDITIONS

ORIGINAL DESIGN

14+00

POOL ELEV 473.00 FT TAILWATER ELEV 242.00 fT CONDUITS AND PENSTOCKS CLOSED 8 BAYS OPEN fULL

15+00 16+00 16+00 20+00


400

300

200

"' z ...J

100 a: 11.1 1-z "' u ::li 0 a: IL

1-

"' w 100 IL

~ w u z

200 < 1-!!! 0

300

400

24+00

MODEL B

WATER-SURFACE CURRENT DIRECTIONS TYPE I <ORIGINAL> DESIGN

DISCHARGE 567,000 CfS

"'0 r

~ fTl

w z ..J

0: w 1-z w u

:::! 0 0: u.

1-w w u.

~ w u z <( 1-II)

0

13+00 14+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 7,000 CFS POOL ELEV 466.00 fT TAILWATER ELEV 176.50 FT CONDUITS CLOSED 5 BAYS OPEN 6 FT (6,7 &8 CLOSED)

15+00 18+00 20+00


NOTE VELOCITIES ARE IN PROTOTYPE FEET PER SECOND 2 FT OFF BOTTOM.


22+00

200

w z ..J

100 0: w 1-z "' u ::,; 0 0:: u.

1-w w

100 ... ~ w u z

200 <( 1-'1 0

300

24+00

MODEL B

BOTTOM VELOCITIES TYPE I (ORIGINAL> DESIGN


., r ~ JTI

w tO

w ~ ..J

a: w 1-z w u

:::!! 0 a: u..

1-w w u..

~ UJ u z <( 1-~ a

13-t-00 14+00

TEST CONDITIONS ORIGINAL. DESIGN PENSTOCKS POOL. EL.EV TAIL.WATER ELEV CONDUITS CLOSED

7,000 CFS 445.00 FT I 79.20 FT

5 BAYS OPEN (617 & 8 CL.OSED)

15+00 18+00 20+00


NOTE: VELOCITIES ARE IN PROTOTYPE FEET PER SECOND 2 FT OFF BOTTOM.

BED MOL.DED IN CEMENT MORTAR TO NATURAL CONFIGURATION.

22+00

200

w z ::i

100 a: w 1-z w u

:::!! 0 a: ... 1-w w

100 LL

~ UJ u z

200 <( 1-~ a

300

24+00

MODEL B

BOTTOM VELOCITIES TYPE I (ORIGINAL) DESIGN

DISCHARGE 1081000 CF'S

~ 0

... z ..J

a: ... .... z ... u

::1: 0 0 a: u.

.... ... ... u.

z ... u z <( .... !!! 0

13+00 14+00

TEST CONDITIONS

ORIGINAL DESIGN PENSTOCKS 71000 CFS

466.00 FT 196.00 FT

POOL ELEV TAILWATER ELEV CONDUITS CLOSED 5 BAYS OPEN 28 I'T (6,7&8 CLOSED)

15+00 16+00 18+00 20+00


NOTE: VELOCITIES ARE IN PROTOTYPE fEET PER SECOND 2 fT Off BOTTOM.


22+00

200

... z :::i

100 a: ... .... z ... u

::1: 0 a: u.

.... ... ... 100 u.

~ w u z

200 <( .... !!! 0

300

24+00

MODEL B

BOTTOM VELOCITIES TYPE I <ORIGINAL) DESIGN

DISCHARGE 1931090 CF'S

.... z

.J

a: Ill .... z Ill v

::ll 0 a: u.

.... .... .... u.

~ w v z <( .... ~ 0

13+00 14+00

TEST CONDITIONS ORIGINAL-DESIGN PENSTOCKS POOL ELEV TAILWATER ELEV CONDUITS CLOSED

7,000 C F'S 468.00 FT 205.40 FT

5 BAYS OPEN 33.75 rT (6,7 &8 CLOSED)

15+00 16+00 18+00 20+00


NOTE: VELOCITIES ARE IN PROIUTYPE FEET PER SECOND 2 FT OFF BOTTOM.


22+00

400

300

200

100

100

200

300

400

24+00

MODEL B

BOTTOM VELOCITIES TYPE I <ORIGINAL> DESIGN

DISCHARGE 243,000 CF"S

Ill z :::i a: Ill .... z Ill 0

::ll 0 a: u.

.... Ill w u.

~ w 0 z <( .... ~ 0

'1l r ~ IT]

1&1 z :::i a: 1&1 1-z

.1&1 u

:::!: 0 a: u.

1-UJ ... ... z 1&1 u z < I-~ 0

TEST CONDITIONS ORIGINAL DESIGN POOL ELEV 468.60 fT TAILWATER ELEV 212.60 fT CONDUITS & PENSTOCKS CLOSED 5 BAYS OPEN (6,7&8 CLOSED)

18-tOO


NOTE; VELOCITIES ARE IN PROTOTYPE fEET PER SECOND 2 fT Off BOTTOM.


22-tOO

200

1&1 z ::::i

100 a: 1&1 1-z 1&1 0

~ 0 a: ... 1-... 1&1

100 IL

z UJ u z

200 < 1-!!.! 0

300

24-tOO

MODEL B

BOTTOM VELOCITIES TYPE I (ORIGINAL> DESIGN

DISCHARGE 3001000 CfS

"' ~ ..J

a:

"' 1-z w u

::!; 0 a: ... 1-

"' "' IL

~ w u z < 1-<I)

Ci

TEST CONDITIONS ORIGINAL DESIGN POOL ELEV 473.00 F'T TAILWATER ELEV 242.00 FT CONDUITS & PENSTOCKS CLOSED 8 BAYS OPEN FULL


NOTE; VELOCITIES ARE IN PROTOTYPE fEET PER SECOND 2fT OH BOTTOM.


22-t-00

200

"' z ..J

100 a:

"' 1-z "' u

::I! 0 a: ... 1-

"' 1&1

100 .... z w u z < 200 1-!! 0

300

24-t-00

MODEL B

BOTTOM VELOCITIES TYPE I <ORIGINAL> DESIGN


.J (/)

::li!

ti ILl

260

2&0

240

230

.... 220 ~ z 0

~ > ILl .J ILl

::; 210

!( ~ ~

200

IGO

180

;:>

¢ /

_(( "' v I /i

I L I I I

( :~ ~~ J f

I r LEGENQ

i/ I : Q =100,000 CfS. --C5 BAYS OPEN FULL l ,:~ <~ Q =200,000 CfS. -- C5 BAYS OPEN FULL)

I I ~ Q=250,000CFS.---C5 BAYS OPEN 33.75FTl

J ), ,( t Q = 300,000 C.FS. ----- C5 BAYS OPEN FULL)

I I 1 ~ 0 = 363,000 CFS. ---- C5 BAYS OPEN FULL)

1\ 1 1 I I 9 lo

\ I I I

,). l. NORMAL TAIL WATER

r l, £LEV.= 220.0 I

! ! I

I 16 p ::t I I I I I I

I I '· NORMAL TA/LWATER ELEV.=2/2.6

r"' I I I 1\ ~-1--1--l ..

\ \ NORMAL TAILWATER .,

!il r<. ELEV. = 205.4 1',

! \ ., (

,( ( '"0. .........

r '•r-.. ... ~. -!--

1 .. - - f? r-.. ... ~ 1 -r-·r--c~. "t \ \_ NORMAL TAILWATER t

ELEV. =196.0 "-, \ I

I 1"-- jo.., ...1'"\ -.... ~ ~ I ...

~'-· I""" I I

n ) ' I j_ ~ ) ~ :

\ o' ~ {_

NORMAL TAIL WATER I

,... ., ll ELEV.=/78.7

25 50 75 100 125

VELOCITY IN FEET PER SECONO- PROTOTYPE

NOTE: VELOCITIES MEASURED AT END OF APRON ON TOP OF 5.0 FT. END SILL. BED FIXED IN CEMENT MORTAR TO MODEL B NATURAL CONFIGURATIONS.

-----

150

EFFECT OF TAILWATER ELEVATIONS ORIGINAL DESIGN

PLATE 44

"'0 r )> ..; fT]

~

..J II)

::li

1-l&J l&J ... ! z Q 1-

~ l&J ..J l&J

370

330

290

250 \

210 TOP OF WALL

I 70

130

90

50

11+00 12+00

ELEV 210.0-..._

_,c_300,000 C F S

.-o----

370

330

290

250

210

170

-n,--~ii==="~ ~~r-~ >-·---. ~ ._L9llf2!L.C F S __ --· ____,

----<~==-:: p-------b-~ ...!..<Z.!.P!!..<?._£[_§__ -;11------------<~-------- --1

13+00 14+00 15+00 16+00


130

90

50

17+00 18+00 19+00

MODEL B

WATER- SURFACE PROFILES TYPE 2 DESIGN

..J II)

::li

1-l&J l&J ... ~

z Q 1-

~ l&J ..J l&J

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

'"U r )> ~ m

w z :::; a: w 1-z UJ u

~ 0 a: IL

1-UJ w IL

~ UJ u z <( 1-~ 0

13+00

TEST CONDITIONS

TYPE 2 DESIGN

14+00

PENSTOCKS 7,000 CfS POOL ELEVATION 466.00 fT TAILWATER ELEVATION 196.00 fT

CONDUITS CLOSED 5 BAYS OPEN 28.0 fT (8,7 &II CLOSED)

15+00 16+00 18+00 20+00


NOTE: VELOCITIES ARE IN PROTOTYPE fEET PER SECOND 2.0 fEET OfF BOTTOM.

BED MOLDED IN CEMENT MORTAR TO NATURAL CONfiGURATION.

22+00

400

300

200

100

200

24+00

MODEL B

BOTTOM VELOCITIES

TYPE 2 DESIGN DISCHARGE 193,000 CfS

11.1 z J a: w 1-z .... u

~ 0 a: IL

1-UJ UJ IL

z UJ u z <( 1-!!! 0

, r ~ ITI

\~ ~ ~ a: "" ~-r--- ~

~ "' ... ... ... ~ ~ ~ ~

~-r--~

..J

300 "' ::;

.... w

..J

"' 3 00 ::;

.... UJ

~ ~· V)l _..-£LEV . 210.0 V)

V)

~WATER SURFACE PROFILE w "-

UJ ...

-_ELEV /4~-~ -~ f--"'" --=--~ TYPE 13 E:LE 130.0

~ T , I- SCOUREO BED -- -U~ llEV !50 I-- --------II ,/

OR(GINAf oy/GN( Oi/GINIL 810 I

200 !!: z 0

100 ~ w ..J w

!'; 2 00

z Q !;( > UJ I 00 ..J w

11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00


PROFILE

~~_j_l_l_j___l_~sblw~l_LJ__L_Lj_LJ~

~~~~~~ L !15 0

" ~ 120~ I ~ ~ ~ ~ ... ... ~ ~

/!: ~ V) V)

200

w z ..J 100

a: w .... z UJ u

200

UJ z

100 ::i a: w f-z w u !iC?2 ~

~ --~

~ ~ ~ 0

::; 0

::; 0 a: "-

.... UJ 100 UJ "-

~ w u

200 z < .... ~ 0

30011+00 12+00

TEST CONDITIONS

TYPE 13 DESIGN

13+00

PENSTOCKS 0 crs POOL. EL.EVATION 466.00 FT

TAILWATER EL.EVATION I 76.50 FT

CONDUITS CL.OSED

5 BAYS OPEN 14.0 FT (6,7 &8 CLOSED)

14+00 15+00

, __ .. /

!20

~ '\- ~s ~ "'

8" BRICK WALL

~~--

16+00 17+00 18+00 19+00 20+00


PLAN

NOTE: SAND MOLDED fLAT TO ELEVATION 115.0 FT MSL

0 a: ...

~ 100 .... UJ UJ "-

t ;<: w

200 u z < .... "' 0

21+00 22+00 23+00 24+00 25+00 300

MODEL B

WATER-SURFACE PROFILE AND SCOUR PATTERN

TYPE 13 STILLING BASIN DISCHARGE 108,000 CFS

., r )> -4 JTI

~ C»

...J

"' 300 :::;

.:. UJ w ... ~ 200

z Q !:( > w 100 _J w

r\~ ~ ~ c "' ... ~

~ "' ' ... ... \\ ~ ;!; '!:! VH ~T£R SUR!> CEP roFIL

"' ~ ~ .., v "' ...,.-£LEV . 210.0

'\ kl f--T !-

£L£ 148.;', --~ 'E 13 sco R£0 ~£0 ... = p!._ 1£. !"V/30 / -- l. V/15. -· f--. 7 ·-1- 1-- 1--1--I-

OR~GINAf oytGN( O'i/GINIL BfO 7

I

_J

300 "' :::;

>-w w ...

200 ~

z 0

100 ~ w ...J w

11+00 12+00 13+00 14+00 15+00 16+00 + 17 00 18+00 + 19 00 20+00 21+00 22+00 23+00 24+00 25+00


PROFILE

300 l~lt~0~0~--1~2~+~0~0~~~3~t~O~O~~I~4~+~00~L-~15~+~0~0~~~~6L+O~O~L-~17~+~0~0~~1~8+L0~0~--1~9~t~O~O-L~2~0+L0~0~--2~1~+~00~L-~22~+L0~0~~2~3~+700~~2~4~+~070~~275+L0~0~ 300

TEST CONDITIONS

TYPE 13 DESIGN PENSTOCKS 0 CFS POOL ELEVATION 466.00 FT

TAILWATER ELEVATION. 195.00 FT

CONDUITS CLOSED 5 BAYS OPEN 28.0 FT (8,7 &8 CLOSED)


PLAN

NOT!:: SAND MOLDED FLAT TO ELEVATION 115.0 FT MSL

MODEL 8



"'0 r )> -f JTI

..J II) 300 :::;;

~ UJ

~ ~ ~ l~ ~ I~

UJ "- ~ t; _.....'!LEV. 2/0.:W

~ 2 00

z 0

\ ~ __.-!-""' ELE~ :/48.71 f.-TV:

~ > ---. - t::; t-UJ 100 ..J UJ DESiw• / T -1 I

w z ..J

a: w ... z UJ u :::;; 0 a: IL

... UJ UJ IL

200

100

0

100

I I •00 12+00

~ ll.i ... ~

~

"'

TEST CONDITIONS

TYPE 13 DESIGN

13+00

POOL ELEVATION 468.60 FT TAILWATER ELEVATION 212.60 rT

CONDUITS I. PENSTOCKS CLOSED S BAYS OPEN FULL (117&11 CLOSED)

14·

'E 1.1

·00

fiJ.. 'f.X)I,

15·>00

I~

~ v-"m "PR 'F"ILE

&;I- L -- r--

~ED

f-r-- --- ·-r-·-0~ L~l.8f~-;

16·>00 17·>00 18+00 19+00 20· •oo STATIONS IN FEET ALONG CENTER LINE


PLAN

NOTE: SAND BED MOLDED rLAT TO ELEVATION IIS.D rT MSL

..J

300 II)

:::;;

... UJ UJ ...

200 ~

z 0

·-...__ r-100 ~ w

..J UJ

21· >00 22 ·00 23· ·00 24· fOO 25· >00

200

UJ z

100 ::; a: UJ ... z w

0 u :::;; 0 a: "-

100 ... w w ... ~ w

200 u z < ... II)

a

MODEL.B


TYPE 13 STILLING BASIN DISGHARGE 300,000 C F S

"'0 r ~ (TI

(]I 0

..J

"' 300 ::E ,.. "' "'

i'\~ Q

~ ~ :;: ..

\\ !)! ~ ~

..J

300 "' ::E ,.. UJ ... ~"' __.ELEV. 210.00

.., ----WATER-SURFACE PROFILE UJ ...

200 ~

5 ~

'\ ;::_ry LEV 158.50 L

' I -- -- 8.7

"' 100 ..J UJ ORt/NAf DiS/GN(

11+00 12+00

200

"' z :::i 100

a: IIJ ,..

g ... !)!

z UJ 1.)

0 ::E 0

~ -I

a: ... ,.. "' 100

"' ... ~ IIJ 1.)

200 z <( ,.. ~ 0

30011+00 12+00

TEST CONDITIONS

TYPE 14 DESIGN PENSTOCI\5

13+00

-

13+00

o crs POOL ELEVATION 466.00 FT TAILWATER ELEVATION 176.50 FT CONDUITS CLOSED 5 BAYS OPEN 14.0 FT (8,7 &8 CLOSED)

14+00

-

14+00

bE I~ .1" 200

~

z I ELEII 130. v scou EDt jED -1::::-= l-lf-1- f- ·-f--~- - f- 1------

Oi/GIN~L B~D-1

0

~ 100 >

UJ ..J IIJ

15+00 18+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00


PROFILE

1,-----L__LLI_l___L~s~w:d--LLJ=.II-r=D-=h_

~10~ [ f.- 115

~="~~ t ~~ I ... ~~~~ .

-

LJ L="s I-

~ I-

~~~~ ~ 7/10015~ J 8" 8 ICK W-!I,.L

200

UJ z

100 :::i a: UJ ,.. z "' 0 1.)

::;; 0 a: ...

100 ,.. "' "' ... ~

"' 200 u z <( ,.. "' a

15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 300


PLAN MODEL B

NOTE: SAND BED MOLDED FLAT TO

ELEVATION 115.0 FT M S L


TYPE 14 STILLING BASIN DISCHARGE I 08,000 C F S

"'J r ~ JT1

(JI -

.J U) 300 :::!! ' ...

~ Q

~~ :;: !)!

UJ UJ IL

~ 200

z

~I; _.-£LEV. 210.00

\ -""' TYPI. J-r,;-

__... ru-v '58.50 I'-.

0

~ > UJ

" 8 ELEo 1.10.1 -- -- I '7' ~· ::::-100

.J UJ ORtNAt DJSIGN(

11+00 12+00

200

UJ z .J 100 ~ a: UJ ...

~ ... !)!

z .... ~ u

0 :::!! 0

., ~

a: IL

... UJ 100 UJ IL

~ UJ u 200 z ~ !!! 0

300 11+00 12+00

TE:ST CONDITIONS

TYPE 14 DESIGN

13+00

-

13+00

PENSTOCKS 0 Cf'S

14+00 15+00

-

14+00 15+00

i _J

~ .. 300 II)

::; ~

I! 1--UJ ., !---;'WATER-SURFACE PROFILE UJ IL

200 ~

SCGI REO ~EO z ..c.

r-- ·- ·-r ·- --r--r- 1---f----1--

OjiGINIL SiD I

0

100 ~ UJ .J UJ

16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00


PROFILE

,---L_L l_l_l_ _L ~Bb)W~ j_ L_l_j__j_ LLJ~

--------'::--,oo~~ ------ L

!hrn~ \ ~, -

200

UJ z

00 :::; a: UJ t-z UJ

0 u ::;

• r'~ ,,, j"' 1-

1-

~ t 8" BRICK WJ!k..L

0 a: "-

100 t-UJ UJ IL

~ UJ

200 u z <( 1--II)

Ci

16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 300


PLAN MODEL 8

POOL ELEVATION 4118.00 f'T TAILWATER ELEVATION 186.00 f'T




TYPE 14 STILLING BASIN DISCHARGE 193,000 CF S

CONDUITS CLOSED 5 BAYS OPEN 28.0 f'T (11,7 ol II CLOSED)

"'0 r ~ fTI

()I [\)

_J II) 300 ::=;

1-

"' "'

r-,~ <> ~ ~

~~ i ... ~ _.-w. TER- URFA E p~ joFtU ~ L" ... ~ r-ELEV. 210.00 .- "'r- -.

~ 200

z 0

~ >

\ ['......_ ..---~ -ELEV "58.50 TYP~

,, I !'------ - IL7

"' I 00 _J

"' OR(GINAf DEt'GN(

"' z :::; a: "' 1-z "' u ::=; 0 a: .... 1-

"' "' ...

11+00

200

100

0

100

30011+00

12+00

!;! !!! ... ~

>! .,

12+00

TEST CONDITIONS

TYPE 14 OESIGN

13+00

13+00

POOL ELEVATION 468.60 FT

TAILWATER ELEVATION· 212.60 FT

CONDUITS L PENSTOCKS CLOSED 5 BAYS OPEN FULL (6 7&8 CLOSED)

14+00

14+00

'" ELEV 30.0 __..-sco URED BED

= 1-r-- 7

O'i'GJNIL sri 15+00 16+00 + 17 00 + 18 00 + 19 00 20+00


15+00 16+00 17+00 18+00 19+00 20+00


PLAN

NOTE: SAND BED MOLDED FLAT TO ELEVATION 115.00 FT MSL

J

300 II)

:::;

1-

"' w ... 200

~

z 0

1-·- ·-r-- -1---1--;::

100 ~ "' _J w

21+00 22+00 23+00 24+00 25+00

200

w z :::; a: w 1-z w

0 u

::;; 0 a: ...

100 1-w w ... ~ w

200 u z .. 1-~ a

21+00 22+00 23+00 24+00 25+00 300

MODEL B


TYPE 14 STILLING BASIN DISCHARGE 300,000 C F S

~ ~ () ~ :::l

~~ :;: .... ' ~ ... ~ ~ !!!

~

...J

300 "' ::!

f-UJ

...J

"' 300 ::! ,... UJ UJ ~ ~:;; ~ __-'ELEV. 210.00 "' /""'W. TER- ~(!RFA E p~ 'OFIL

UJ "-"-

\\ rlo.J:r ELEV 158.5 ~ 2 00

z 0 ...

T-rl----~ >

OR(G/NAf DEISIGN(

UJ 100 ...J UJ

11+00 12+00

200

w z :::i 100 Q

!!! ... !!!

a: UJ ,...

~ z w

"' \ 1.)

0 ::! 0 a: .....

f-UJ 100 w "-

~ w 1.)

200 z < f-~ 0

300 I 1+00 12+00

TEST CONDITIONS

TYPE IS DESIGN

13+00 14+00

~c=J ~ c:::=:J_L ~ c:::=:J Lr6.0'

"'.------. ~' _rl6.0

c:::=:JT c=::J

13+00 14+00

PENSTOCI\5 0 crs POOL ELEVATION 466.00 f"T

TAILWATER ELI:VATION 176.50 fT CONDUIT5 CL05ED

5 BAYS OPEN 14.0 fT (817 &8 CLOSED)

-

L TYPE 15

200 ~

z LEV '.JO.O f--SC VRE BED

f- ·-I- 1---I--~- I-- ·- 7 Oi/GINIL BiOI

0

100 ~ UJ ...J UJ

15+00 16+00 17+00 + 18 00 + 19 00 20+00 21+00 22+00 23+00 24+00 + 2:. 00


PROFILE

1,---l __L j_!_j_ _j__ ~Bk)w:d-- . Ll __l-__L__ L D~ 200

~~~o~ 2:>- 115 125 ~ .. 5:1 "' .':\ ... c!!7 ~"' ~, v~ f/0

~~-'o t) ~~ ~ ~~~

8" BRICK WALL

15+00 16+00 17+00 18+00 19+00 20+00


PLAN

NOTE: SAND BI:D MOLDED fLAT TO ELEVATION 115.00 fT MSL

r ~ -

UJ z

100 :::i 0: UJ f-z UJ

0 1.)

~ ::! 0 0: "-

100 ,... UJ UJ "-

J ~ UJ

200 1.) z < f-<I)

0

21+00 22+00 23+00 24+00 25+00 300

MODEL B



"'0 r ~ m 01 .boo

_J

"' 300 :::; ;_ "' w ...

~ a Q i

' f--~

~ ~ ... ... ~

.... :)!: !!! !'- !\!

~ ~~--- -~ ~ r--~ "' "' .--ELEV. 210.00 !---WATER StmFACE PROFILE:

_J

300 "' :::;

... w UJ ...

~ 2 00

z 0

\ ~ J- TYA 16 to·-~ ---E:IIV /58.50

FYJc

200 ~

z ~ > "' 100 _J UJ

r---- -- ·:r OR(GINAf DISIGN~~ 12500

lltOO 12+00 13+00 14+00

300 11+00 12+00 13+00 14+00

TEST CONDITIONS

TYPE 18 DESIGN PENSTOCKS ·0 CI'S

POOL ELEVATION 468.00 I'T TAILWATER ELEVATION 1711.$0 I'T

CONDUITS CLOSED 5 SAYS OPEN 14.0 I'T (6,7 && CLOSED)

I "p-~ <:._J COUR 0 BEp

r- r-Oi/G/Nt BiD I

15+00 18+00 17+00 18+00 19+00 20+00


PROFILE

15+00 16+00 17+00 18+00 19+00 20+00


PLAN

NOTE: SAND BED MOLDED FLAT TO ELEVATION 115.00 I'T MSL

0

·------ ----- ~ 100 > w

_J UJ

21+00 22+00 23+00 24+00 25+00

200

UJ z

100 :::; a: UJ ... z w

0 u :::; 0 a: ...

100 ... "' w ... ~ w

200 u z <( ... "' a

21+00 22+00 23+00 24+00 25+00 300

MODEL B


TYPE 16 STILLING BASIN DISCHARGE I 08,000 C f S

~~ ~ Q i ~~ 1:;: ~ ... ~ ::t '!!

~~ "" ~ _.-£LEV. 210.0 "' ./'!---WATER-SURFACE PROFILE

\ ~ TY~/7 ~ ~ L

ELEV 58.5 ,.-- !-----' lEV !<Ia

' I r--- ·ri· F- ---.......:: f.-S OUR~ 0 BE -- 7

8 ~- ·c= I-

OR G/Ni li:Sii-f"' EL£ 12S:Clli Oi/GINIL BID I

..J

"' 300 :::;

;... "' "' ... ~ 2 00

z 0

~ "' 100 ..J

"' 11-100 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00

UJ z ...J 100

a: UJ 1-z UJ u

TEST CONDITIONS

TYPE 17 DESIGN PENSTOCKS •0 crs POOL ELEVATION 488.00 FT TAILWATER ELEVATION 178.50 rT CONDUITS CLOSED



PROFILE


PLAN



--I- - t---

21+00 22+00 23+00 24+00

MODEL B

I-- -

25+00

300

200

100

200

100

..J

"' :::;

1-

"' "' ... ~

z 0

~ > "' ..J

"'

UJ z :::; a: UJ 1-z UJ u

:::; 0 a: ...

100 I;; "' ...



'"0 r )> -1 fT1

(J1 0)

..J

"' 300 ::;

1-w w

I\~ ~

~ ~

~\\ '11 ... ... ~ ~ ~

..J

300 "' ::;

1-w

... ~ ~ _.ELEV . 210.00 "' vWA 'ER- URFA E:Pfl FILE UJ IL

!!: 200

z 0

\ \::: ~TY/ f: 18

/ ·EL '~'"" ·~·/

~ > w

' - I £. - -- 'T It·--100

..J UJ OR[GINAJ OttGN(

ST.

11+00 12+00 13+00

200

UJ z ::; 100

a: ~ ~

w 1-z w u

0

.,_ ~

~ -::; 0 a: IL

1-w 100 UJ IL

~ UJ u 200 z < 1-

"' Q

300 11+00 12+00 13+00

TEST CONDITIONS

TYPE 18 DESIGN PENSTOCKS •0 CFS


TAILWATER ELEVATION 176.50 FT

CONDUITS CLOSED


14+00

~ .,; 0 .,._ ~

>! "' ~

14+00

/ rVt:fi -./)()

200 ~

z v 125. 00_ -~ 1---s OUR 'D BE£ -- - ·-.---·-1--I--f-- - f---I-- -

14t-O .46 OriNJL s~o----1

0 ;::

100 ~ UJ ..J w

15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 2!'>+00


PROFILE

,---1 __l__ l_l__j_ _L ~s~w:d-- _L L_1 ___L _l_ j_LJ~

0--~~~ L !Ol IS~ I

!~\~~ ~ \ :q ,!.). J ~

J£ ~ -

~ 5 -

,,~

t ~ 8" BRICK WALL

200

w z

100 ::; a: w 1-z w

0 u

::;; 0 a: ...

100 1-w w ... ~

w 200 u

z <( 1-<I)

0

15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 300


PLAN MODEL 8


ELEVATION 115.0 FT MSL



""0 r )> -f FTl

1\~ c

~" lli ~

_j !I) 300 ::;

;.. ILl ILl ~ ~ .;-ELEV. 210.00 "' ...

\ N -~ E 18 -IELE ~7.5£ ./ EL

~ 200

z 0

' - I EL -- - -rt· ~ >

ORtiNAt DjSIGN ( ST.

ILl 100 _j

ILl

11+00 12+00

200

UJ z

~ ~

J 100

a: UJ ... z UJ I.)

0 II)

::; 0 a: ... ... UJ 100 ILl ... ~ ILl I.)

200 z < ... ~ a

300 11+00 12+00

TEST CONDITIONS

TYPE 18 OESIGN PENSTOCKS

13+00

-

13+00

o crs POOL ELEVATION 466.00 fT TAILWATER ELEVATION 195.00 FT CONDUITS CLOSED S BAYS OPEN 26.0 FT (8,7 &8 CLOSED)

14+00

~ ~ ... ::! ~

"' -

14+00

V/4 .00

Vl .00 r-

141-0 .46

15+00

1~00

i _j

<:) ... .. 300 !I)

::; ~ ;! ...

l1J

"' 1--W. TER SURF. ~E Pli ~ILt _, l1J u.

200 ~

f--SC URE 11£0 z -<--i--

I- T ·-r- t- t--r-- f-

OiiGIN~L 810 I

0

100 ~ ILl _j ILl

16+00 17+00 16+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00


PROFILE

,--l __l_ l_l_l_ _j_ ~skJ-w-.J--l_ Ll _.1_ _j_ l_L_j~

~~,'-gs/ __/ ~ / L Y/o 100 115

~~\~)' ~ ~~ .. C ..

- -

'~~~ r-

r-

t " BRICK WALL

200

UJ z

100 J a: ILl t-z UJ

0 I.)

::; 0 a: ...

100 t-UJ ILl ... ~ UJ

200 I.) z < t-!I)

0

16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 300


PLAN MODEL B

NOTE: SAND BED MOLDE:D FLAT TO E:LE:VATION 115.0 rT MSL


TYPE 18 STILLING BASIN DISCHARGE 193,000 C f S

, r > -i ['1'1

(11 ()D

_J U) 300 ::i

1-w

~ 51

~ ~ ~ w "- ~ t; ...-ELEV. 210.00

~ 200

z 0

\ ~ ~ ~T~

E 18 r-EI.EV /.f.7.5G El.

~ ' I EL -- -- -rlt· w 100 _J w ORIGINAl 015/GN(

ST.

11+00 12+00

200

w z :::i 100

a: w 1-z ;!: w 1.)

0 ..,

::i 0 a: "-1-UJ 100 UJ ... ?: UJ 1.)

200 z < 1-"1 0

300 11-t-00 12-t-00

TEST CONDITIONS

TYPE 18 DESIGN

13+00

13+00

POOL ELEVATION 468.60 fT

TAILWATE:R ELEVATION 212.60 fT CONDUITS L PENSTOCKS CLOSED 5 BAYS OPEN fULL (6 7&8 CLOSED)

14+00

14-t-00

V/4 oo· V/2 .oo·

• l.f.fl '.46

15+00

15+00

~ ~ ... ~

i'! .., k -WA ER- URFA EP 'OF/I.

k f--S OURE: BEl

- -- ·-·- ·-Oi/GIN11. BID-I

16+00 17+00 18+00 19+00 20+00


16+00 17+00 18+00 19-t-00 20+00


PLAN

NOTE:: SAND MOLDE:D FLAT TO E:LE:VATION 115.0 fT MSL

_J

300 U)

::i

1-UJ UJ "-

200 ?: z 0

- -- ·-;-- -I--r-100 ~ w

_J w

21+00 22+00 23+00 24+00 25+00

200

UJ z :::i a: w 1-z w

0 1.)

:::; 0 a: "-

100 1-w w "-

;;: w

200 1.) z <( 1-"1 0

21+00 22+00 23+00 24+00 25+00 300

MODEL B



400

300

200

"' z ::;

100 a: w ... z ... u ::; 0 0 a: ... ... ... "' .. ~ 100

w u z <( ... "' Ci 200

300

400

-

r -

(/ """ /TOP OF WALL

!-£LEV 210.0

WATER-SURF'AC£ PROF'JL£

200

~ ~ 200

IT f I I II {~ -

~ 100 12+00 13+00 14+00 15+00 16+00 17+00 16+00 19+00 100

400

300


- - 200

/ '1-r--T--~ ~ 11---- ~- f!--

==== ~ ~ 7 " !U~ .!.2J.-- ~ ~ K 00 -

------I

I ~ ~ ' r- ~ =· '--- / ~ ( ~ -/ ~ ~ ~ ~ ~-90.7 ~~ ""?3'- ~ ~ .. -- r---- --r--· -- --

~ I ... - -/ rz I~ ~ ~ !!1 ~ ~ ~

~ ~ ~ ., ~ ~ ' "' ~ .!!!_., E .,

• j - ~ ~ "- ~0 ~ ~ ~ 1\ ~ ~

-I -'--'=" :::.._. ....... , "==== ..

y ' ' m:hd::: .... ~~ ~~ ~ 1\ ' - ----, r-~ -~[' I I Ill L( ~

- -_,,~~)

~ - pENS t-- ~ ~ I --- ----, r-

~ __ , () ) 7. r----- TAILRACE CHANNEL

k !'~;NST()(;I< N . --- ,....__/ r- .... 0

----, t--::::_ --- -., ()) t-- A l l l 1 l UJ

-N OCI< NO- r-- 0 ;;; :::: ,_./ t-- rr ~

II~ ~ ..

~ ACCESS ...... ~ ' ~ Q i=; PARKING

~r~ ~ ~ II

~ ~ -

'-'J l I ·11 --.... - ~

0

00

200

300

400

13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00

TEST CONDITIONS

TYPE Ill DESIGN PENSTOCKS 7,000 CFS POOL ELEVATION 466.00 FT

TAILWATER ELEVATION 196.00 FT CONDUITS CLOSED 5 BAYS OPEN 28.0 FT (e171.e CLOSED)

STATIONS IN FEET ALONG CENTER l-INE

NOTE: VELOCITIES ARE IN PROTOTYPE FEET PER SECOND 2.0 FEET OFF BOTTOM.


MODEL B

BOTTOM VELOCITIES TYPE 18 STILLING BASIN

DISCHARGE 193,000 CfS

... z ..J

a: w ... z w u ::; 0 a: .. ... ... ... ... ~ ... u z <( ... "' Ci

.., r

400

~ rn

0) 300

0

200

.... z :::i 100 0: .. 1-z "' v

:1 0 0 0: ... 1-w .. IL

~ 100

w v z < 1-Cl)

0 200

300

400

:----

r ,_

(/ -

[ J j I 1T ---......;_

400

300

,_

~ ;I -

~ ~ ~ / ~ ~ ~ F= = -- 1.2

~ ..... gzz:gtT.6., v-- ~ -I

~~ ~ = - / " "' fL- ~ ~ Ill Ill

/ " Ill JllODa.t:" £Lev rY------ " ~ 1/$.00 ., --1---- ---

~ "' ~

p.L-~ l'llOID ~ :!4. ~ fl--____.,... "'

~ "' _"'-,. ...... 5.12~ ~ ~ -.... -......; ~ r\

-I

6= \. ~ ~

~l:J:: ~

::.___ ----, r--~ I I Mil rr f_[ P:

-_pEN I --- -~\~~) f--

R - ----, f-- ~ TAILRACE CHANNEL

pEN~~~: __ ,C.'}

' .... --" r-- 1-- o- I~

~ ----, f--- _, C•) f-- A l 1 1 1 j [I

-

~~~~~~ ~ ,_,..., r-- rrr ::>

~ ~ ~ ACCESS ~

R: I o PARKING AREA

~r~ ~ (> -

~J Jill ----..... ~~ '---- ~

200

00

0

00

200

300

400

13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00

TEST CONDITIONS

TYPE 19 DESIGN PENSTOCKS 7,000 CF'S POOL ELEVATION 466.00 FT TAILWATER ELEVATION 196.00 FT CONDUITS CLOSED 5 BAYS OPEN 28.0 FT (8,7 &8 CLOSED)

STATIONS IN FEET ALONG CENTER L1 NE


BED MOLDED IN CEMENT MORTAR TO NATURAL CONfiGURATION.

MODEl B



w z :::i 0: .. 1-z ... u

:1 0 0: IL

1-w w IL

~ w v z < 1-d)

0

"0 r )> -1 fTI

0>

"' z J a: "' 1-z ... u

:::! 0 a: ... 1-... ... ...

w u z ~ Cl)

Q

;--400 r-

"'[ I 1 1 1 T( 200 r-

F= 100-

100

200

300

400

-"===

--~

--~ -

....___ 13+00 14+00

TEST CONDITIONS

TYPE 22 OESIGN PE N$TOCKS 7,000 CFS POOL ELEVATION 466.00 FT TAILWATER ELEVATION 179.20 FT

CONDUITS CLOSED

15+00


/

18+00

\[ST. u•H.OO STA 121-60.00 I~

l 200 ~zeee

100 12+00 13+00 14+00

STATIONS

17+00 IIS+OO 19+00 20+00 21+00



BED MOLDI!O 11'0 CEMENT MORTAR TO NATURAL CONFIGURATION.

1!1+00 IN FEET

22+00

1- 400

~-..,-f-- WATER- SURFACE PROFILE 200

(--

16+00 ALONG CENTER

23+00

17+00 18+00 19+00 100

LINE

1- 300

- 200

- 100

- 100

"' z ..J

a: "' 1-z ... u

1-

"' ... ... '!: ... u z

~ -200 Q

- 300

- 400

24+00 25+00 26+00 27+00

MODEL B


DISCHARGE 1081000 CFS BED MOLDED TO NATUR[\L CONFIGURATION

'"0 r )> -1 m 0') [\)

... z :::; a: "' 1-z "' u

:1 0 a: ... I

"' "' .. !!:

"' u z ~ "' 0

-400-

200-

;;;====·

100-

100 1-

3.1.6

21.6

~

29.6

L / ~ p!-

7.6 p2.4 ~

p.!

~~ IO.Q

"' ... ~

~~ f!41

116 10.1

1- 400

200

SIMULATED SCOUR ----·

IOOL~~--~~~n-~==~;;==~:;~;::::: .... ~~~~~~=:==~~--J--,ft±~--~100 12+00 13+00 14+00 IS+OO 16+00 17+00 18+00 19+00

1- 300


-200

~ ~

~ -I 00

.i:L

--+-- ---f-- --+-- --+---·--·- ·- 0 ~ ~

-· ·-!---·

~ ~

~ -100

"' z .J

a:

"' 1-z "' u

1-

"' ~ !!:

F==

200 r-t---I=--

W::::t~ :,,:;::\~ ~ I I , - I I ~-L-L~~-L~~-L~L

~ .. I"

w u z < 1-'!2

-200 °

300

400

t---F--r-t---

--- ----, _, ()) ~, _ _.....

- 300 -=/

a:~ a 1-

..___

PARKING AREA

~ ~~~!ill~ '--. ~"' ~ - 400

13+00 14+00

TEST CONDITIONS

TYPE 22 DESIGN PENSTOCKS 7,000 CfS POOL ELEVATION 466.00 fT

TA1LWATER ELEVATION 179.20 fT CONOU ITS CLOSED

15+00

5 BAYS OPEN 14.0 FT (&,7 &8 CLOSED)

16+00 17+00 16+00 19+00 20+00 21+00



BED MOLDED IN CE:MENT MORTAR TO SIMULATED SCOUR.

22+00 23+00 24+00 25+00 26+00 27+00

MODEL B


DISCHARGE 108,000 CFS BED MOLDED TO SIMULATED SCOUR

"' z J a: UJ

ti: "' u

~ 0

ft .... "' "' .. ... u z <( .... "'

-400-

200-

=== 100-

'

100-

"===

0 200--~

300-

400~ 13+00 14+00

TEST CONDITIONS

TYPE 22 OESIGN PENSTOCKS 7,000 CFS

POOL ELEVATION 466.00 fT TAILWATER ELEVATION 196.00 fT

CONDUITS CLOSED

15+00

S BAYS OPEN 28.0 rT (8,7 &8 CLOSED)

16+00

~~€~;~g· 200 STA r.J+ZOOO

<£ ,..,

~ -100

12+00 13+00 14+00 STATIONS

-4_ FL f4-

~ ~ ~

17+00 18+00 19+00 20+00 21+00


NOTE: VELOCITIES ARE IN PROTOTYPE FEET

PER SECOND 2,0 FEET OFF BOTTOM.


1~+00 IN FEET

~

22+00

~I~L-WATER -SURFACE

1- 400 PROFILE

200 '

111+00 ALONG CENTER

~

23+00

17+00 18+00 19+00 100

LINE

1- 300

- 200

-I 00

-100

"' !': -' a: UJ .... z "' u

.... "' "' ... !':

"' u z <( .... !!!

- 200 °

- 300

- 400

24+00 25+00 26+00 27+00

MODEL B


DISCHARGE 193,000 C F S BED MOLDED TO NATURAL CONFIGURATION

'1J r > -i f'Tl

"' z J a: w 1-z "' u

::l! 0 a: ... 1-w w ... ~ w u z < 1-., Q

400

300

14+00

TEST CONDITIONS

TYPE 22 DESIGN PENSTOCKS 7,000 crs POOL ELEVATION 486.00 FT TAILWATER ELEVATION 196.00 FT CONDUITS CLOSED S BAYS OPEN 28.0 fT (8,7 &8 CLOSED)

100 12+00 1+00

20+00

WATER-SURFACE PROFILE

14+00 15+00 16+00 17+00 STATIONS IN FEET ALONG CENTER LINE

21+00 22+00

19+00

27+00

ALONG CENTER LINE


BED MOLDED IN CEMENT MORTM TO SIMULATED SCOUR.

MODEL B



w z ..J

"' w 1-z w u

::l! 0 a: ... 1-w w ... ~ w u z < 1--

"' Q

400

300

200

.. z .J 100 a: "' I-z "' u

:1 0 0 a: ... I-w ~

:!': 100

200

300

400

r---

r - / - 400 ~A t2+IJO.DO ;:ATER-SURFACE PROFILE

~

( 200 ~+2<?.00 ~~STAf5+Tf.OO 200

IT I I I IT 1- 300

__u. td. 100 100 12+00 13+00 14+00 15+00 16+00 17+00 IB+OO 19+00 --= STATIONS IN FEET ALONG CENTER LINE

-~

~ ~

- 200 _..Jb

~ f~ / ~ ~ ~ ~ ===== 1!!1. &U__ ~ ..,___ ="-- 33.6. - -I 00 ---- ~ ~ ~ 69.6- ~ ~ ' ~ = '=/ ~ ~ !QL__ '\ / ~ ~ ~ .. ·- ~ 81J.I 6U ~ .4 4 .7

~-.,..,

r--- r--- 0 -· / ~-- ....._-- --

~ ~ - ~ ~ "-~ ~ ~ I' "' 67.9 E.L"' ~ ~~ ' \ ~ .....

~ ~ '-" -~ zu_ 77. ::""-"=- ...... ~ ~ 1\ ~

-I 00

"'==== '"'"' '\ \. ~\ ~

~D= ,

~<!I \ ----, "'l I I I ll Q_ t( ~ - --\~~) r-

~ - 200

~

~~~---r-

' !>

~ ----.... ~ TAILRACE ~ ..

__ ,C.'} r- CHANNEL

t I' PENS --- ,..__-/ f-- ., ----z,;

K ----, f---

1 i~~I;_-_, ()) f-- A 1 1 1 l j lD IT ~

- 300 ?;; ~ ,_..,.. f-- ,, ..

~ ~ ACCESS ~

Q ~

a: PARKING

AA,. Kr ~ \

~ ~ 0 II

f>- ~; - 400

~1 l I 11 ~l": ---.

....__ ~ f<.. 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00

TEST CONDITIONS

TYPE 22 DESIGN POOL ELEVATION 486.60 F'T TAILWATER ELEVATION 212.80 FT CONDUITS L PENSTOCKS CLOSED

5 BAY$ OPEN FULL (6,7&8 CLOSED)



BED MOLDED IN CEMENT MORTli<R TO NATURAL CONFIGURATION.

MODEL B


DISCHARGE 300,000 CFS BED MOL.DED TO NATURAL. CONFIGURATION

"' z :J a: "' I-z "' u

:1 0 a: ... I-w w "-

:!':

400

300

200

"' z :::;

100 a: "' .... z ... u

::! 0 0 a: "-.... "" ... "-

~ 100

w u z <( .... "' 0 200

300

400

-

r - i

/ 1-' 400 I~A/2+00.00 WATEH-SUHI'ACC PfiCFILC

-· LEV ZIO.O ~TAI$.,.71.00"'"-...,. i 200

~ ~ 200

IT r I 0 ,--

r f IT /SIMULATED SCOUR 1- 300

-...;,_ 100 100

\~ '!!- 12+00 1;>+00 14+00 15+00 16+00 17+00 18+00 19+00 STATIONS IN FEET ALONG CENTER LINE

- ~ t tZ ~ - 200

~ ~

k-p / h-r-.- ~ ;;=== 76.0 7S.~ ~Ms ~ - I 7.2'" -I 00

tt !!!. ~ tffl li:i .r ~ ( ' ,. ~./.3 51.3 ~lru 1;.4 -· ~

70.0 ~· --t--· --1------ --

'1 A 0

~ >!! ~ ~

~ "' ~ IP.L ~"' 1m I ..2!. _fl i- ~§U_ ~ ~ ~

-I 00 6=

'\.I ~ ~ I- ...

ll~L ,

rU

f l l ----, ~ I l ~ {_( P:

1- _, ()) f-- - 200 I-- r-1=-- PEN I --- ,...__/

\ R ----, r;, rA\ ~ACE CHAM r!_L r-~N~---__ , ()}

I-- , __ , ~

~ I-- ----, I--1- '"'\ ()) ~ / l l l 1 j lD

- 300 r- 7~~rrr ~,_...,. rr ti ~ ACCESS """' ~

R: ~ I o PARKING AREA

~ r ~ 1-

~ II f> ~ - 400

~I I I'll ~ ---...

'---13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00

TEST CONDITIONS

TYPE 22 OESIGN POOL ELEVATION 468.80 fT

TAILWATER ELEVATION 212.60 fT CONDUIT$ & PENSTOCK$ CLOSED 5 BAY$ OPEN FULL (6,7&8 CLO$EO)



BED MOLDED IN CEMENT MORTAR TO SIMULATED SCOUR.

MODEL B



... z :::; a: "' .... z "" u

::! 0 a: "-.... ... ... "-

~ ... u z < ,_ "' 0

"'0 r)> -+ rn.

m . ...,_

"' z :::; a: "' ,_ z "' u

,_ "' "' ...

uJ u z < ,_ "'

r-400 f-.

300 [ . I 200 f-.

I=== 100 1-

lOOf-

t-==

I I T r/ iil

I " ~ ~

>! "'

~

~ ~

ELEV ~ 115.00- ~

~ ~ i

0 2001-1--I=--

1-300~

1=------a 400 f-.

13+00 14+00

TEST CONDITIONS TYPE 23 DESIGN PENSTOCKS POOL ELEVATION TAlLWATER ELEVATION CONDUITS CLOSED

7,000 CFS 466.00 FT 196.00 FT

1!1+00

!> BAYS ()PEN 28.0 FT (11,7 &8 CLOSEO)

16+00

200

1-400

1-300 r I STA 12+60.00 ~

v 210.0

~ ?WATER-SURFACE PROrtLE

200 ~

~+94.20 ::v- STA 14+24.20 ~ ~ I €LEV 115.0

~ 100 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00


- 200

-100

~ !---·-+--- --+--·-r--·----1-- ---+-- --+-- --+--·-1---·- ·- 0

-100

w z :::; a:

"' ,_ z ... u

:!; 0 a: ... ,_ "' "' ... ~ w u z

~ - 200 °

17+00 18+00 19+00 20+00 21+00




22+00 23+00

- 300

- 400

24+00 25+00 26+00 27+00

MODEL B


DIS.CHARGE 193,000 CFS

'"'0 r

400 )> -1 m

en 300

Q)

200

... z :::i 100 a: "' .... z "' 1.)

::! 0 0 a: ... .... "' ~ :! 100

"' 1.)

z < .... ~ c 200

300

4DO

.----1- / L

:tr~ U.+-1!1.~ ~

-----L £LEV 2100 ~

200 srA tJ+-i_0.9.JJ. ~WArER-SIJRFACE PROFILE 200

( I

[ I I I I ...--- S7"A 14+14.20 (--- -.....

100 12+00 13+00 14+00 1!>+00 16+00 17+00 18+00 19+00 100

400

300


1- ~ ~ ~ -,. ;:; ;:: ~ ... ... ~ ~ ~

~ ~ ~ ~ ~ /

!!Y--- ~ "' "' "' I=== r.;;-;- §iU o.;,; ~ K 1- .JS., 29.6 ...--- ~ -I

tt~8 p?;?.. ~

33.6 :~ ~ u / !Ed_.._ ~ ~ K ~ ~ !K.

/ ~ ~ c---- <rL t---· --r-· ·-·-0 ~ - -/. .!L__ K K ~ """~o § 4 ~ ~ ~ -11(..._ ~

"---.. ~ ~ ~ 1\ r- 34. zs.g ~ M. 14.3 .........

' \ ~ -I

I-== '-I r [\

~rJ~~ ' ~ ~ - -~

~ I I ~ l I fl L£ ~ ~ r- -·~_5~) - -

1--- - 1\ =---- pE.N I --- ----,

& yl-- r;); ~ --1 C.') TAILRACE CHANNEL - PENSTOCK NO. --- , __ ,..,

~ - --- ----, ----<

l 1 1 1 j -

['~~~ -, ()) t--< A []

-- ~,_...,. t--<

liT R ~ ~ ACCESS ""':~ PARKING AREA

~ ~ 0 ~r($1 - II

~ ~ -

~l 1 I .ll ----. ~ j ..._

200

00

0

DO

20D

3DD

4DO

13+DO 14+00 1!>+00 16+00 17+DO 18+00 19+00 2D+OO 21+00 22+00 23+DD 24+0D 25+DO 26+00 27+DD

TEST CONDITIONS

TYPE 24 DESIGN

PENSTOCKS 71000 CFS


TAILWATER ELEVATION 179.20 fT CONDUITS CLOSED 5 BAYS OPEN 14.0 FT {6,7 &8 CLOSED)



PER SECOND 2.0 FEET OFF BOTTOM.


MODEL B


DISCHARGE 108,000 CFS BED MOLDED TO NATURAL CONFIGURATION

"' z ..J

a: "' .... z "' 1.)

::! 0 a: ... .... "' "' ... ~

"' 1.) z <( .... 1/)

0

400

300

200

"' z _J 100 a:

"' '" z "' u

::! 0 0 a: ... '" "' "' ... ~ 100

"' u z "' '" "' 0 200

300

400

,...- rr r-

/ ~ 1-

~ ELEV 210.0 /WATER-SURFACE PROFILE 200

~000 200

( ~

[ I I I T STA 14 ~g4.20 ~S/MULAT£0 SCOUR 1-h

-..........;_ 100 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00

100

400

300


<:> ~ ~ "' -r- " IJ: " ~ ..

1- 1-:t :t !Q

200

~ ~ ~ / ~ ~ P- ~

I=== "' "> ">

- 8.G 35.6 s 1/.4 ~3 ~ -I

F£ ~~ ~ 5~ e;! ~

[ ?.:!-~

1--· 5 24.9 [ ~ 0 .I ft.-f---· ·-r--· ·-t--·- ·-

~ ~ ~ ~ o ~~ § u ~ E.... ~

r- ~ I~ ~ ~ -I

~ ~0 3~ [ ';.

~I ~ ~J:J,::: ' <fe ...

----, ~ I 1 I I 1'-

I_[ P: r- --, C)) f----< -r---

PH' I --- ' .... _ ... f----<

K F--~~-()"} h TAILRACE CHANNEL

PEN~--- .I 7 ,...._ __ /

~ ---- ..... f----<

r- -1 c_:.) f----< / l l l l I UJ -

['~~~-;- m , _ _..... f----<

U! ~ ACCESS .._,~

R [I rz: ~ 0 PARKING AREA

~r~ ~ ~ II

~ ~ -

~J 11 1 l ............

~ - ~ lA

00

0

00

200

300

400

13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00

TEST CONDITIONS

TYPE 24 DESIGN PENSTOCKS 7,000 crs POOL ELEVATION 466.00 FT TAILWATER ELEVATION 179.20 F'T CONDUITS CLOSED

5 BAYS OPEN 14.0 FT (&,7 &8 CLOSED)


NOTE: VELOCITIES ARE IN PROTOTYPE FEET PER SECOND 2.0 fEET OFF BOTTOM.

BED MOLDED IN CEMENT MORTAR TO SIMULATED SCOUR

MODEL B


DISCHARGE 108,000 CfS BED MOL.DED TO SIMUL.ATED SCOUR

"' z :::i a:

"' 1-z "' u

::! 0 a: .. 1-

"' "' ... ~

"' u z "' 1-!!! c

1J r ~ fl1

..,. z ..J

a: "' 1-z w u

-400-

/ ,,I r r 1 1 T( 200-

==== 100-

~ or--+t---a: ... 1-

"' "' ....

"' u z < 1-

"'

100 f-~

Q 200 r-~ F--

300 t-

tr 400 f-

13+00 14+00

TEST CONDITIONS

TYPE 24 DESIGN PENSTOCKS 7,000 CFS POOL ELEVATION 466.00 FT TAILWATER ELEVATION 196.00 FT

CONDUITS CLOSED

15+00

5 BAYS OPEN 28.0 fT (6,7 &6 CLOSED)

16+00

l .STA 12+60.00 TA 1$+ 71.00

J ELEV 210.0 /WATER-SURFACE PROFILE

~ ~~~~s=~='=J•=~~®:-~~~~:£a1fc~v~-,~~~o-:~~-r~--~~--~--~--~~--~--~---4 200 200

~ S7AI4+H20 ~ ~ 100~12cl+~oon-~-=:13:+:oo:=====~~4~+boo;:::::~l5~+~oo;;:::!~l6"-+boov.-4--,1~7+t.oov.--'~,l;e+±ooN>--'~,I"s±+~oo.-~_j 100


1-400

1- 300

- 200

-100

-100

uJ z ..J

a: "' 1-z uJ u

~

~ ....

uJ u z < 1-'!?

-200 °

17+00 18+00 19+00 20+00 21+00



PER SECOND 2.0 FEET OFF BOTTOM.

BED MOLDED lN CEMENT MORTAFt TO NATURAL CONFIGURATION.

22+00 23+00

-300

-400

24+00 25+00 26+00 27+00

MODEL B


DISCHARGE 193,000 CFS BED MOLDED TO NATURAL CONFIGURATION

"tl r ). -1 m

u.t z :::i a: w 1-z ... u

1-w ... ...

... u z < ,._ "'

...-400 f.-

2oof--

I=== 100 f-

rr----T-~~~[(~/r-r----rr-~::;:i::::;:=::::::::::::;:=::;::;::=::;:STA /~Sn/00 ==;::r::::::::;:;:::c=;:::::::::::;::::::;--r, - 400 j sELCV 2~:.~ WATER- SURFACE PROFILE

200 ·Ls~~~'3t'2~a~.oot---~~ -c--~~~=~:~t-~--~~~--~~--~--~--~--~ 200 ......, f £LEV 1~0.0 ..----

~ I sr• ,., ... o ,.... rf--C'MuLArco scouR 1 - 3oo

~~--L-~~-L--~~--~---*---~~ I I00~12~+~00~~--~v.~~~~==::~~~~~ob~====~~====~~~~~~~-L_j100

~fl ~ !:.!,..

~ /!T-r

""'<, 13+00 14+00 15+00 16+00 17+00 18+00 19+00 STATIONS IN FEET ALONG CENTER LINE

- 200

- 100

0 1----1-J..+---- ~--+---- --+--·-!---· -----1-- ---+--- ---1--- -----4----f---- -- 0

I' ~ f2.- ~

I 00 f.-F== 0./ - 100

... z ..J

a: ... 1-z ... u ::!; 0 a: ... 1-w "' ... '!:

"' u z

0 2001-

~ !!!

- 200 ° ~ F---

~ F----

300 f.F---a

4001-

13+00 14+00

TEST CONDITIONS

TYPE 24 DESIGN PENSTOCKS 71000 CFS POOL ELEVATION 466,00 F"T

TAILWATER ELEVATION 196.00 fT CONDUITS CLOSED

15+00

5 BAYS OPEN 28.0 fT (6,7 &8 CLOSED)

16+00 17+00 18+00 19+00 20+00 21+00



BED MOLDED IN CEMENT MORTAR TO SIMULATED SCOUR.

22+00 23+00

- 300

- 400

24+00 25+00 26+00 27+00

MODEL B


DISCHARGE 193,000 CFS BED MOLDED TO SiMULATED SCOUR

'"tl r ~ 111

ut z ::; a:

"' ... z "' u

I

"' .. IL

"' u z < I-

"'

-400 f-

/ ,.[ I I I rr( 200-

=== 100-

•

100-

"====

0 200--~

--300-

:I 400-

- 13+00 14+00

TEST CONDITIONS

TYPE 24 DESIGN

POOL ELEVATION 468.60 fT

15+00

TAILWATER ELEVATION 212.60 fT

CONDUITS L PENSTOCKS CLOSED ~BAYS OPEN FULL (6 7&8 CLOSED)

16+00

l. 200

100 12+00 13+uu

y-WATEI?-51./I?F'ACE PROFILE

14+00 1~+00 16+00 17+00 STATIONS IN FEET ALONG CENTER LINE

18+00

-400

200

-300

19+00 100

- 200

-100

-::--:--·-+--- --+--·--· --+- --+-- --+-- --\-- --t-·- ·- 0 ...!:.!-

17+00 16+00 19+00 20+00 21+00




22+00 23+00

-100

-200

-300

-400

24+00 25+00 26+00 27+00

MODEL B


DISCHARGE 3001000 CFS BED MOLDED TO NATURAL CONFIGURATION

"' z ...J

a: "' 1-z "' u

:l; 0 a: IL

I"' "' IL

"0 r ~ m

"' z :::; a: "' 1-z "' u

:li 0 a: ... .... "' "' ...

"' u z ~ !!!

-400-

200 r-

F= 1001-

0-·-t--!----

100-!!==

Q 200-~

~

300-

400~ 13+00 14+00

TEST CONDITIONS

TYPE 24 DESIGN POOL ELEVATION 488.60 fT

TAILWATER ELEVATION 212.60 FT CONDUITS I. PENSTOCKS CLOSED

15+00

S BAYS OPEN FULL (6 7&8 CLOSED)

..

16+00

L 200 200

srA 14+u.zo r.... ~SIMULATED scou~·

100LI2d+""oo,---'-:1:3+:oo:==~~4~+~oo;:::;::=;::;l5~+~oo;;:::::::;:~lll:+~oo~::=~~7~+~oo~::~1~e+:oo::=~""l9-"+'-oo,.--'-J 100 STATIONS IN FEET ALONG CENTER LINE

-400

- 300

-200

-100

-100

"' z ..J

a: "' 1-z "' u

1-

"' "' ... ~

"' u z < I;;

- 200 ii

17+00 18+00 19+00 20+00 21+00


NOTE: VELOCITIES ARE IN PROTOTYPE FEET PER SECOND 2.0 FEET OFF e<>TTOM.

BED MOLDED IN CEMENT MORTAR

TO SIMULATED SCOUR

22+00 23+00

-300

-400

24+00 25+00 28+00 27+00

MODEL 8


DISCHARGE 300,000 CfS B£0 MOLDED TO SIMULA"t£0 SCOUI'!

"' z :::; a: .. ~ ... u

~ il: ... .. w ...

~ z ~ II)

200 ,__

F= 100 f-

'

100 f-lo==

Q 200 f~ 1=--

~ 300~

1=--

400~ 13+00 14+00

TEST CONDITIONS

TYPE 25 DESIGN PENSTOCKS 71000 crs POOL ELEVATION 486.00 F'T TAILWATER ELEVATION 196.00 FT CONDUITS CLOSED

15+00

5 SAYS OPEN 28.0 F'T (8,7 &II CLOSED)

16+00

- 200

w z

-100 ~ a: w 1-z w u fl-f----+--- --+--- ---If-- ---+-- ----l-- ---1-- --+- ----l--- -- 0 l!

~

17+00 18+00 19+00 20+00 21+00




22+00 23+00

.. 1-::l ...

-100 :!: .. ~ ~

-200 Q

- 300

- 400

24+00 25+00 211+00 27+00

MODEL B


DISCHARGE 193,000 CPS

"' .. 0 +

PIEZ NO. ~ E L, 2 85. 6

PIEZ. NO. 2. EL. 281.2

LEFT TRAINING WALL

~ .... om 'It ~ + 0 -"' <(_j 1-"' Ul

0 E L.

Q.

ELEVATION

2 .; '?

..;, .... Ul

.J "'

N .,; ....

= .( .... Ul

0 "'

c.;; iii . -.r. .... Ul

EL. 280.0

MODEL B

PIEZOMETER LOCATIONS

TYPE A TRAINING WALL

ORIGINAL DESIGN

"'0 r )> -1 ITI

--..1 0)

"' • 0 +

... "' ,..:

+

CENTER TRAINING WALL

~ en :1

_,_E~;:-:·-----"'=-2&'"". 9~8~_

01 :.·I

..Q·

-,o .... ~I Cl

I :nj : EL. 310.00 /'") "!

1/ ..: "' '~t>J /1 :n +

<t-~ I u ..:

: oi :nL TYPE c TRAINING WALL

' I '--:r-- _ _ _ _ _ ___ EL. 285.00 PIEZ. NO. I, El. 288.0

2P~IE~Z~·~N~0.~2~,E~L~·~2~8~li~.O~----',

\

TYPE B TRAINING WALL /

/ /

PIEZ._!!O._L _ll._!.8.~4- _/ /

PIE~N.Q., 2_,_E'=._ 2.!_0.~ _/

ELEVATION MODEL B

PIEZOMETER LOCATIONS

TYPES B AND C TRAINING WALL

spillway for folsom dam american river, call … · spillway for folsom dam american river, call...

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